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Home My WebLink AboutMiscellaneous - Exception (601)I TOWN OF NORTH ANDOVER BUILDING DEPARTMENT APPLICATION TO CONSTRUCT REPAIR, RENOVATE, CHANGE THE USE OR OCCUPANCY OF, OR DEMOLISH ANY BUILDI G OTHER THAN A ONE OR TWO FAMILY DWELLING � �s Sectionlor Official Use OnlVE BUILDING PERMIT NUMBER C044"TROL DATE ISSUED. SIGNATURE%, l Build nj CommissioneEqETedor of Buildings Date � g .� �S ". ». r^rv. W,. ,..;n ��,k��a � C% r 1 { ✓l �%N � :.�.�. `�[' N �O 1.2 Assessors Map and Parcel Number: ..�ym �� Map Number Parcel Number w t'41a' 1.3 Zoning IInnjformation: 1.4 Property Dimensions: JSP511�Ci Zoning District Proposed Use Lot Areas Frontage ft 1.6 BUILDING SE'T'BACKS (ft) Front Yard Side Yard Rear Yard Required Provide Required Provided R red Provided t®` -• 11 t 0l 1.7 Water Serpply M.G.L.C.40. 54) 1.5. Flood Zone Ldormation: Zone �e 1.8 Sewerage Disposal System: Public Private ❑ Outside Flood Zone Municipal On Site Disposal System ❑ 2.1 Owner of Record 2 y N e (Priv lip�N. Address fo Service I ♦ ♦ r j Signature ?� Telephone 2.2 Authorized Agent op-� EE c6mP >/ CITE P1yE, � NH 03ZZn Name Print Address for Service: �Z7 - C/o C/0 S re Telephone 3.1 Licensed Construction Supervisor Not Applicable ❑ �F&.QIJEY Nid•�'® CS �7$5ZZ Address License Number Z 1^i l U.► ® , L cr n 1v14 05 l Licensed Construction Supervisor: c4 e3ej Expiration Date 3- ZZ4-ature Telephone 3.2 Registered Home Improvement Contractor Not Applicable ❑ Company Name. Registration Number Address Expiration Date Signature Telephone Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed affidavit Attached Yea .......X No ....... ❑ 1 5.1 Registered Architect - �RED ARS; . Name: R� SCK 152(6L014lfE SI ` '1-j T ETCH MA 01460 `Address Signature Telephone of Name: Name: 15A1ZuC.7V7rAL- Area of Responsibility 9136-7 Registration Number -)U�Jl 3a, ZD�� Expiration Date Not applicable ❑ OPE04EE f o!S4STT-- JL?71 1 GDje; ��'a-VO,,[ Not Applicable ❑ Company Name: `i)M T>AI 4!!�1I ` F -AUL r Responsible in Charge of Construction Registration Number - Expiration Date Address Signature Telephone Area of Responsibility Registration Number Expiration Date Name Address Signature Telephone Area of Responsibility Name Registration Number Address Expiration Date Sijgna�ture - Telephone .y�V OPE04EE f o!S4STT-- JL?71 1 GDje; ��'a-VO,,[ Not Applicable ❑ Company Name: `i)M T>AI 4!!�1I ` F -AUL r Responsible in Charge of Construction '_� ,,, �`A��'TTfi7�d �' ... ; .'�� c�►eck,�Il,av€s1cala7e� "" ` New Construction X Existing Building ❑ Repair(s) ❑ Alterations(s) ❑ Addition ❑ Accessory Bldg. ❑ Demolition ❑ Other ❑ Specify Brief Description of Proposed Work: -(—'0W5T1Z0Ci AJ► AFPRD>QMATr 40 x 60 COMMUNITY 1901Lim/k S Ir (.4-0TZ►K ZE(4."iEi> 18 Dr= VF-LO'PME/,1T cam= FCX)7z. AI>[ n 0A.,ae-VL ❑ A-1 ❑ A-4 ❑ USE GROUP Check as applicable) CONSTRUCTION TYPE A Assembly ❑ A-1 ❑ A-4 ❑ A-2 A-5 ❑ A-3 ❑ lA IB ❑ ❑ B Business ❑ 2A 2B 2C ❑ ❑ ❑ C Educational ❑ F Factory ❑ F-1 ❑ F-2 ❑ H High Hazard ❑ 3A 3B ❑ 0 IInstitutional ❑ I-1 ❑ I-2 ❑ I-3 ❑ M Mercantile ❑ 4 ❑ R residential ❑ R-1 ❑ R-2 ❑ R-3 ❑ 5A 5B ❑ S Storage ❑ S-1 ❑ S-2 ❑ U Utility ❑ Specify: M Mixed Use ❑ Specify: S Special Use ❑ Specify: COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS, ADDITIONS AND OR CHANGE IN USE Existing Use Group: Existing Hazard Index 780 CMR 34: Proposed Use Group: Proposed Hazard Index 780 CMR 34: Cj-17-0?— �r/Authorized gen _ _ declare that the statements and information on the foregoing application are true and accurate, to the best of my knowledge and belief. Signed under the pains and penalties of perjury Print Name Signa a of Owner/Agen Date .Q� Item Estimated Cost (Dollars) to be UN� ComIzIeted by permit applicant 1. Building (a) Building Permit Fee a 45,'(W) UP.;nYCM Multiplier 2 Electrical b . Estimated Total Cost of Construction from (6) '3a5 cre�n 3 Plumbing Building Permit fee (a) x (N) 4 Mechanical (HVAC) 5 Fire Protection -' o0 6 Total (1+2+3+4+5) a. Oex) f Check Number,2 SS ✓ M Cj-17-0?— Location:2w C1+;C-AMl,vjq- a&D —& --#6 No. fe Date � '2-- C3 AORTN TOWN OF NORTH ANDOVER O " Certificate Occupancy $ /o 07 of �� s"�•°E<�' Building/Frame Permit Fee $ �� S ACHus -4 $ Foundation Permit AF /`�! Other Permit Fee $ TOTAL $ Check # 149 i3 r9•rik t�¢YFi--' � 16057 ~" --BuiidinTIITS-Pector Location(--�?60 No. n �% Date late �-�z-- TOWN OR NORTH ANDOVER f NORTH F - p p4r�) Certificate of Occupancy $ �'� s''•�'t<� Building/Frame Permit Fee $ ►CMU Foundation Permit Fee $ Other Permit Fee $ TOTAL $ L U�5�5r Check # �' `—Building In sec°tor as Owner/Authorized Agent Hereby declare that the statements and information on the foregoing application are true and accurate, to the best of my knowledge and belief. Signed under the pains and penalties of perjury Print Name Signature of Owner/Agent Date tgp 1 Item Estimated Cost (Dollars) to be Completed by permit applicant I 'ge Bui Aidg 12 0 (a) Building Permit Fee Multiplier 2 Electrical do fj (b) Estimated Total Cost of �7 10 Construction from (6) , 3 Plumbing a 400,00 Building Permit fee (a) x (b) '3 5L Sc'- .5-1-C-1 4 Mechanical (HVAC) I Ila n 40 i'eG�a M toFZ-0--y'010 — i 'L? bc-. "—"* 5 Fire Protection z &go r, e P h . p ) -ixic qar'o e--- 6 Total (1+2+3+4+5) A2< 000 Check Number 0 ;zq NO. OF STORIES SITE BASEMENT OR SLAB SIZE OF FLOOR TIMBERS 1 s 2ND 3RD SPAN DEMENSIONS OF SELLS DEWNSIONS OF POSTS DIMENSIONS OF GIRDERS HEIGHT OF FOUNDATION THICKNESS SIZE OF FOOTING x MATERIAL OF CHIMNEY IS BUILDING ON SOLID OR FILLED LAND IS BUILDING CONNECTED TO NATURAL GAS LINE ko r E -OL M+,qd 1, s N e as Owner/Authorized Agent , Hereby declare that the statements and information on the foregoing application are true and accurate, to the best of my knowledge and belief. Signed under the pains and penalties of perjury A Print Name Signature a gent Date Wr ,W Item al (Dollars)to be�t� X s; Completed b applicants) P y permit 1. Building(a) Building Permit Fee Z-73 � Multiplier -' 2 Electrical - (b) Estimated Total Cost of Q Construction from (6) 3 Plumbing ` Building Permit fee (a) X (b) 4 Mechanical (HVAC) 5 Fire Protection 6 Total (1+2+3+4+i5) ' I 50`� heck Number t '. {{4 �r s §�'- rP5 1;V P 17t F�, Y _3sf $.. `1! h� t#'4'}f'Z..4c h' ''.il ,.;y�9Y "�}'�i' �1S'A! ��!• fti...i "A a'"Y .� ._: f {Yli��fjS § 3. L3_�.. ti �.. R KiY � #{�''">'��f��;��'*��"�'�`�r't Y�4�' � :,� x{ new\,.'.. � '-6��n';�'i:S,3.` ;• < .�,.^..� ?is,� k>.:�i :. ..�:s r'+,vLj �,,..�'�,� �, �,��{ r ;:i �,i�,ty �3,...�� 'xr.+ s... �,s at.. NO. OF STORIES SIZE BASEMENT OR SLAB b SIZE OF FLOOR TIMBERS I ST 2ND 3RD �A SPAN VA zj ES - ' i PICA L IS DEMENSIONS OF SILLS / -- X 'Yn DEMENSIONS OF POSTS ✓ DIMENSIONS OF GIRDERS Vbme HEIGHT OF FOUNDATION �� THICKNESS r� ✓ SIZE OF FOOTING X VAZJUS MATERIAL OF CHIMNEY �. IS BUILDING ON SOLID OR FILLED LAND "SoLl C IS BUILDING CONNECTED TO NATURAL GAS LINE FS f �� -k�- !�!` iErzl�t7tD►+i4�+, tkl7roiable3 0 New Construction Existing Building ❑ 1 Repair(s) ❑ Alterations(s) ❑ Addition ❑ Accessory Bldg. 0 Demolition ❑ Other ❑ Specify Brief Description of Proposed Work: C_pilST��c�7o1�[ of l r�n�c�rc;�GJTe�nF TME G cjzcs5e CjP&Im, t1l.JeuM crampLax A-3 ❑ 1A 1 B ve, USE GRO as applicable) CONSTRUCTION TYPE AAssembly ❑ A-1 0 A14 0 A-2 A-5 ❑ A-3 ❑ 1A 1 B ❑ 0 B Business ❑ 2A 213 2C 0 0 - 0 C Educational ❑ F Factory 0 F-1 0 F-2 ❑ H High Hazard ❑ 3A 3B ❑ ❑ IInstitutional ❑ I-1 ❑ I-2 ❑ I-3 0 M Mercantile ❑ 4 0 R residential ❑ R-1 ❑ R-2 ❑ R-3 ❑ 5A 5B ❑ S Storage ❑ S-1 ❑ S-2 ❑. U Utility ❑ Specify: M Mixed Use ❑ Specify: S Special Use 0 Specify: COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS, ADDITIONS AND OR CHANGE IN USE Existing Use Group: Existing Hazard Index 780 CMR 34: Proposed Use Group: 'Proposed Hazard Index 780 CMR 34: ve, 1 FORM U - LOT RELEASE FORM INSTRUCTIONS: This form is used to verify that all necessary approvals/permits from Boards and Departments having jurisdiction have been obtained. This does not relieve the applicant and/or landowner from compliance with any applicable or requirements. *****************************APPLICANT FILLS OUT THIS SECTION*********************** APPLICANT Terra Properties; LLI' PHONE 978 -6b7 -620u LOCATION: Assessor's Map Number 46 PARCEL 34,,336,106 SUBDIVISION niurreuge crossing konuominiums LOT (S) STREET Chickering Road ST. NUMBER -�— jd ************************************OFFICIAL USE ONLY*********************************** RECOMMENDATIO" OF TOWN AGENTS: I CONSERVATION ADMINIST COM honing Bgard'of Appea-s', COMMENTS FOOD INSPECTOR -HEALTH SEPTIC INSPECTOR -HEALTH COMMENTS R DATE APPROVED DATE REJECTED DATE APPROVED /o - — o g - DATE REJECTED DATE APPROVED DATE REJECTED DATE APPROVED DATE REJECTED PUBLIC WORKS - SEWER/WATER CONNECTIO DRIVEWAY PERMIT FIRE DEPARTMENT RECEIVED BY BUILDING INSPECTOR Revised M7 jm /dam ME tL ?!-D_2 _Z-3 -� DATE oy Vf� Town of North Andover of {,ORip Office of the Zoning Board of Appeals06. Community Development and Services Division * io 27 Charles Street ..o North Andover, Massachusetts 01845 usEt% D. Robert Nicetta Building Commissioner September 17, 2002 D. Robert Nicetta, Building Commissioner Building Department 27 Charles Street North Andover, Massachusetts Dear Mr. Nicetta: Telephone (978) 688-9541 Fdx (978) 688-9542 This letter is in regard to the Terra Properties' decision for Kittredge Crossing, 200 Chickering Road, petition #010-2001, dated October 24, 2001, Section 11 `Bonds' on page 20, stating that the bond will be presento before site work can commence. Terra Properties will be granted a thirty -day extension to allow for the bank closing on development for the required surety bond for 200 Chickering Road, North Andover. The surety bond will be in the amount of 1.3 million dollars and will be due by October 17, 2002 to allow site work to commence. The surety bond will be presented to the Building Commissioner, D. Robert'Nicetta, who will forward it to the Town Treasurer, to be placed in an appropriate escrow account. Sincerely, William J. S llivan, Chairman forth A.ndoi�er Zoning Board of Appeals WJS:mg CC: `fi ;a Properties Town Treasurer ZBA files BOARD OF APPEALS 688-9541 BUILDING 688-9545 CONSERVATION 688-9530 HEALTH 688-9540 PLANNING 688-9535 I t 13OARD OF BUILDING REGULATIONS ° License: CONSTRUCTION SUPERVISOR Number: CS, 078522 Birthdate: 10/27/1955 {� Expires: 10/27/2004 Tr. no, 78522 �t I Restricted To: 00 EARNEY A MAYO 12 WILIARD STREET Gah,r, CONCORD, IVH 03303 Administrator- � The Commonwealth of Massachusetts a Department of Industrial Accidents 14 Office of Investigations Boston, Mass. 02111 Workers' Compensation Insurance Affidavit Please Print Name: Location: ' City Phone F-1 am a homeowner performing all work myself. 01 am a'sole proprietor and have no one working in any capacity S- am an employer providing workers' compensation for my employees working on this job. Company name: -fes 'mac,-p7c>,Ai Address /I UZtt/& City: T'15�Ajr- Phone #: Insurance Co. MEMt t= Policv # /!Gr10066S157 Company name: Address City: Phone #: Insurance Co. Policy # Failure to secure coverage as required under Section 25A or MGL 152 can lead to the imposition of criminal penalties of a fine up to $1,500.00 and/or one years' imprisonment as well as civil penalties in the form of a STOP WORK ORDER and a fine of ($100.00) a day against me. I understand that a copy of this staterneat may be forwarded to the Office of Investigations of the DIA for coverage verification. I do herby certify under Sig Print name 1 6 Y., of perjury that thq information provided above is true and correct t4-t,gNPr4r t 1 -�7 Official use only do not write in this area to be completed by city or town official' []Check if immediate response is required Building Dept Contact person: Phone FORM WORKMAN'S COMPENSATION jv- zl-&� # dA�--WS.LJ- QO46 ❑ Building Dept ❑ Licensing Board ❑ Selectman's Office ❑ Health Department ❑ Other VATE IMM/D�N I FZ1 %1A ACC1111"i'l, MN SM N,:-, b PRODUCER 603-643-4540 _j33A THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION • A.- B. Gile, Inc. ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. PO Box 66 COMPANIES AFFORDING COVERAGE Hanover NH 03755 COMPANY A MEMIC INDEMNITY COMPANY INSURED COMPANY Opechee Construction B 11 Corporate Drive COMPANY Belmont NH 03220 C COMPANY D wo THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. CO LTR TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE DATE IMM/DD/YY) POLICY EXPIRATION DATE IMM/DO/YY) LIMITS GENERAL LIABILITY GENERAL AGGREGATE $ PRODUCTS - COMP/OP AGG $ COMMERCIAL GENERAL LIABILITY CLAIMS MADE 1:1 OCCUR PERSONAL & ADV INJURY $ EACH OCCURRENCE $ OWNER'S & CONTRACTOR'S PROT FIRE DAMAGE (Any one fire) $ MEO EXP (Any one person) AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ ANY AUTO BODILY INJURY $ (Per person) ALL OWNED AUTOS SCHEDULED AUTOS BODILY INJURY $ (Per accident) HIRED AUTOS NON -OWNED AUTOS PROPERTY DAMAGE $ GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ ANY AUTO OTHER THAN AUTO ONLY: EACH ACCIDENT $ P AGGREGATE1 11 EXCESS LIABILITY EACH OCCURRENCE 1AGGREGATE 1$ UNMRELLA FOR%! OTHER THAN UMBRELLA FORM F 1 $ A WORKERS COMPENSATION AND 1810060597 8/14/02 8/14/03 IINC STAT X T ORY LIM U T�j OTR 1 OER EL EACH ACCIDENT 500000 EMPLOYERS' LIABILITY EL DISEASE - POLICY LIMIT S 500000 THE PROPRIETOR/ INCL PARTNERS/EXECUTIVE. OFFICERS ARE: EXCL EL DISEASE - EA EMPLOYEE 5 500000 OTHER DESCRIPTION OF OPERATIONS/LOCATION SNE HICLES/S PE CIAL ITEMS PROJECT: KITTREDGE CROSSING, NO. ANDOVER, MA CERTIFICATEOLDE SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE TERRA PROPERTIES, LLC EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL P.O. BOX 3039 30 DAYS WRIT -TEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, ANDOVER, MA 01 81 0 BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. AUTHORI PAESENTATIV A 53-34BW-%-4-�MW ttr��©iORarGORPORATION b1988, -,�I%-A'i r_� t 0 it. PROJECTNUMBER:----- -------------------- ---------------------------- --------------- PROJECT TITLE: Kittredge Crossing Condominiums -__--__-_-- PROJECT LOCATION:_—North ?,ndover, Massachusetts NAME OF BUILDING:Kittredge_ Crossi of _Community Center,____ NATURE OF PROJECT:_ Commercial Housing Renovation IN ACCORDANCE WITH ARTICLE 116 OF THE MASSACHUSETTS STATE BUILDING CODE, I mark D. Vincello REIIISTRATION NO._ 35748 BEING A REGISTERED PROFESSIONAL ENGINEER/ARCHITECH HEREBY CERTIFY THAT I HAVE PREPARED OR DIRECTLY SUPERVISED THE PREPARATION OF ALL DESIGN PLANS, COMPUTATIONS AND SPECIFICATIONS CONCERNING: ENTIRE PROJECT ARCHITECTURAL 'm STRUCTURAL • MECHANICAL FIRE PROTECT{ON • ELECtR1CAL OTHER (SPECIFY) 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 PRATICE!3. AND APPLICABLE LAWS AND ORDINANCES FOR THE PROPOSED USE AND OCCUPANCY. I FURTHER CERTIFY THAT I SHALL.PERFORM'rHE NECESSARY PROFESSIONAL SERVICES AND e 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 r:quirements of the construction documents. 2. Review and approval of the quality control procedures for all code -required controlled materials. 3. Be present at intervals appropriate to the stage of construction to,become, generally familiar wlth6the progress and quality of the work and to determine, in, general, if the work is being performed in a manner consistent with the construction docurrents. PURSUANT TO SECTION 116.2 .2 1 SHALL SUBMIT WEEKLY, A PROGRESS REPORT FOGETHER WITH PERTINENT COMMENTS TO THE NORTH PNDOVER BUILDING INSPECTOR. UPON COMPLETION OF THE WORK, I SHALL SUBMIT A FINAL REPORT AS TO THE SATISFACTORY COMPLETION AND READINESS OF THE PROJECT FOR 0 UPAN Y, _•� SIGN TUB SUBSCRIBED AND SWORM TO BEFORE NIE THIS._ , CAY OF Dd�wr eT�20� 2, NOTARY PUBLIC N1ti" C0i�'.N11SSION EXPiPES KRISTEN TANDY, Notary Public My Commission Expires November 10, 2004 OFFICE OF BUILDING IN.3PECTOR f: TOWN OF NORTH ANDOVER CONSTRUCTION CONTROL PROJECTNUMBER:----- -------------------- ---------------------------- --------------- PROJECT TITLE: Kittredge Crossing Condominiums -__--__-_-- PROJECT LOCATION:_—North ?,ndover, Massachusetts NAME OF BUILDING:Kittredge_ Crossi of _Community Center,____ NATURE OF PROJECT:_ Commercial Housing Renovation IN ACCORDANCE WITH ARTICLE 116 OF THE MASSACHUSETTS STATE BUILDING CODE, I mark D. Vincello REIIISTRATION NO._ 35748 BEING A REGISTERED PROFESSIONAL ENGINEER/ARCHITECH HEREBY CERTIFY THAT I HAVE PREPARED OR DIRECTLY SUPERVISED THE PREPARATION OF ALL DESIGN PLANS, COMPUTATIONS AND SPECIFICATIONS CONCERNING: ENTIRE PROJECT ARCHITECTURAL 'm STRUCTURAL • MECHANICAL FIRE PROTECT{ON • ELECtR1CAL OTHER (SPECIFY) 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 PRATICE!3. AND APPLICABLE LAWS AND ORDINANCES FOR THE PROPOSED USE AND OCCUPANCY. I FURTHER CERTIFY THAT I SHALL.PERFORM'rHE NECESSARY PROFESSIONAL SERVICES AND e 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 r:quirements of the construction documents. 2. Review and approval of the quality control procedures for all code -required controlled materials. 3. Be present at intervals appropriate to the stage of construction to,become, generally familiar wlth6the progress and quality of the work and to determine, in, general, if the work is being performed in a manner consistent with the construction docurrents. PURSUANT TO SECTION 116.2 .2 1 SHALL SUBMIT WEEKLY, A PROGRESS REPORT FOGETHER WITH PERTINENT COMMENTS TO THE NORTH PNDOVER BUILDING INSPECTOR. UPON COMPLETION OF THE WORK, I SHALL SUBMIT A FINAL REPORT AS TO THE SATISFACTORY COMPLETION AND READINESS OF THE PROJECT FOR 0 UPAN Y, _•� SIGN TUB SUBSCRIBED AND SWORM TO BEFORE NIE THIS._ , CAY OF Dd�wr eT�20� 2, NOTARY PUBLIC N1ti" C0i�'.N11SSION EXPiPES KRISTEN TANDY, Notary Public My Commission Expires November 10, 2004 OpfcHfe, CONSTRUCTION CORPORATION August 5, 2002 . Town of North Andover Attn: D. Robert Nicetta 27 Charles St North Andover, MA 01845 Re: Kittredge Crossing Dear Mr. Nicetta, I am supervising the design and construction drawings for the above project and will certify that the building will be in compliance with the following: 1. The American With Disabilities Act (ADA) and the Mass Building. Code - 521 CMR as they apply to the project type and scope. 2. The Mass Building Code. 3. All plans will be completed in accordance with all applicable codes and be reviewed by licensed professionals in the fields of structural, mechanical, fire protection, electrical, and life safety. Sincerely, ---P� / ()J-A�� Robert Vorbach Architect �tREO A9Cy\ SEAL, y 2 No. 9085 soSTpN. 11 CORPORATE DRIVE, BELMONT, NH 03220 PHONE (603) 527-9090 FAX (603) 527-9191 ORCH44 CONSTRUCTION CORPORATION July 10, 2002 Town of North Andover Attn: D. Robert Nicetta 27 Charles St North Andover, MA 01845 Re: Kittredge Crossing. Community Building ADA Compliance Dear Mr. Nicetta, I have supervised the design and construction drawings for the above project and certify that the building is in compliance with both the American With Disabilities Act (ADA) and the Mass Building Code - 521 CMR as they apply to the project type and scope. Sincerely, Robert Vorbach Architect SEAL �,REO Aq�� 2 No. 900 - BOSTON ' 086BOSTON. AKSS. OF 1A 11 CORPORATE DRIVE, BELMONT, NH 03220 PHONE (603) 527-9090 FAX (603) 527-9191 9/11/2002 Mr. Tom Daigneault OPECHEE CONSTRUCTION CORP. 11 Corporate Drive Belmont, NH 03220 RE: STRUCTURAL PEER REVIEW KITTREDGE CROSSING - COMMUNITY BUILDING Route 125 North Andover, MA (DEI Project No. D0738 Billing Group 001) Dear Tom: Our firm was retained by Opechee Construction Corporation to conduct an independent struc- tural engineer review on the above referenced structure. The objective of this review being to determine if the structural plans and specifications for the referenced project are in compliance with Structural Code requirements, following the guidelines established in " Section 110.11 and Appendix I " of the Massachusetts State Building Code, 780 CMR, Sixth Edition. This objective is limited in that it is to be only to the extent necessary to ren- der an opinion regarding the stability and integrity of .the primary structural system of the build- ing. At no time shall it be construed that our office (Daigle Engineers, Inc.), the Structural Engi- neer Project Peer. Reviewer, through this peer review, is supplanting, or joining with, the S.E.R. (structural engineer of record) in his or her professional responsibility for the design of the Struc- tural System for the Community Building at the above referenced project. For our review, your firm provided us with structural drawings S-1 and S-2, dated 09/03/02. The Structural Engineer of Record (SER) Hossein Salehkhou, P.E., of JSN Associates, Inc., One Au- tumn Street, Portsmouth, NH, prepared, signed and sealed these documents. A copy of the geo- technical report prepared by GZA GeoEnvironmental, Inc., was also provided. As stipulated in " Appendix I " of 780 CMR, our office performed the following tasks: 1. Checked to assure that the design loads are in conformance with the requirements of the Massachusetts State Building Code, 780 CMR - Sixth Edition. 2. Checked that the design criteria and assumptions conform to 780 CMR, and are in gen- eral compliance with accepted engineering practice. 3. Reviewed the Geotechnical report for verification that the design properly incorporates its results and recommendations. 4. Checked that the organization of the structure is conceptually correct and that the load DE[ ♦ 9/11/02 • 10:15 AM 0 ♦ D07388000IL091102.doc ♦ Page I oft o) ,N Page 2 of 2 September 11, 2002 4g • — Kittredge Crossing — Community Building, North Andover, MA Mr. Tom Daigneault, Opechee Construction Corp. paths are adequate to deliver forces from the building frame through the foundations and into the supporting sub grade. 5. Performed independent calculations for a representative fraction of the systems, mem- bers and details, adequate to form a basis for our conclusions. During the course of our review, we exchanged correspondence with, and conferred directly by phone with Mr. Salehkhou, P.E., the SER, to request clarifications and discuss issues of concern. All such issues of concern have been resolved to our satisfaction. It is our professional opinion that the design loads and design assumptions used for the design of this project conform to the requirements of the Massachusetts State Building Code, 780 CMR, and are in accordance with accepted engineering practice. We further state that there are no unresolved disputes between the structural engineer of record (Hossein Salehkhou, P.E., of JSN Associates, Inc.) and the independent structural reviewing engi- neer (Daigle Engineers, Inc) for the Community Building on the above referenced project. We trust that this will _ satisfy the needs of your office. Please call if you have any questions or concerns. Very truly, DAIGLE ENGINEERS INC odzl2l" 1�57 Donald L. Peach, M.S., P.E. (ext. 119) Senior Structural Engineer dpeach,'adaiglepe. co m x/c: Hossein Salehkhou, P.E., of JSN Associates, Inc. DLP/dlp Daigle Engineers, Inc. 1 East River Place Methuen, MA 01844-3818 978 682 1748 978 682 6421 fax www.daiglepe.com 0 p DONALD L. 9N O PEACH STRUCTURALca No. 41459 DEI ♦ 9/11/02 • 10:15 AM ♦ ♦ D0738B000IL091102.doc • Page 2 of 2 CODE REVIEW KITTREDGE CROSSING COMMUNITY CENTER North Andover, MA 7/21/02 Massachusetts State Building Code, 780 CMR, Sixth Edition Use group A3 Sections 303.4 Building type 5B Section 606.1 Automatic sprinkler system N/A Construction Control and Inspections 2 N/A Building volume 2460 sq, ft. x 17.5' (average height) = 43,050 cu. ft. Stories 1 Story N/A Table 602 Construction control required? 2 Yes Section 116.1 Independent Structural Engineering Review required? No Section 110.11.1 Special Inspections required? N/A YesSection 1705.1 Approval in part foundation N/A N/A Foundation Investigations N/A N/A 0 Table 1011.4 Tenant spaces separations Height analysis Allowed Proposed From table 1 Story 20' 1 Story ave 17.5' Table 503 Sprinkler increase N/A - TOTAL 1 Story 20' > Story ave 17.5 OK Area analysis (per story) Square Feet Allowed Proposed From table 4,200 - Table 503 Frontage increase 0% - Sprinkler increase 0% - Multistory reduction 0% - TOTAL (per story) 4,200 > 2,460 OK Unlimited Area requirement N/A N/A Mezzanine analysis Required Proposed Mezzanine area N/A N/A Type 513 fire resistance ratings (hours) Required Proposed Table 602 Fire separation distance >30' 80' Exterior loadbearing walls 0 0 Table 705.2 Exterior nonloadbearing walls 0 0 Table 705.2 Fire walls and party walls 2 N/A Table 602 Fire enclosure of exits 2 N/A Table 602 Shafts and elevator hoistways 2 N/A Table 602 Mixed use & fire area separations 2 N/A Table 313.1.2 Other separation assemblies 1 N/A Table 602 Exit access corridors 0 0 Table 1011.4 Tenant spaces separations 0 N/A Table 602 Dwellinq unit separations 1 N/A Table 602 Smoke barriers 1 N/A Table 602 Other nonloadbearing partitions 0 0 Table 602 Interior loadbearing walls,bearing partitions, columns, Table 602 girders, trusses and framing supporting more than one floor 1 N/A Interior loadbearing walls,bearing partitions, columns, Table 602 girders, trusses and framing supporting one floor only or a roof only 1 N/A Structural members supporting wall 1 N/A Table 602 Floor construction includinq beams 1 N/A Table 602 Pagel CODE REVIEW KITTREDGE CROSSING COMMUNITY CENTER North Andover, MA 7/21/02 >20' to lowest member • 0 0 Table 602 Fire Reststant Materials -Blockings in walls Yes yes Smoke development rating <450 Section 803..)'.Z Flame spread minimum classifications Required vertical exits and passageways Class 1 (0-25) Table 803.1 q Corridors providing exit access Class 1(0-25) Table 803.• `f Rooms or enclosed spaces Class II (26-75) Table 803.• 't Fire sprinkler system not required N/A Means of egress NoJ90811.�� Snow: Length of exit access travel 200' 75' Table 1006.5 Occupant load Wind: Zone 3 Figure 1611.1C Unconcentrated assembly 900/15 60 Table 1008 •t • 1 Office 1000/100 10 Table 1008.1. Z Readinq 560/50 12 Table 100$. 1• Z Number of exits Table 1010,t Structural Loadings NoJ90811.�� Snow: Zone 2 Figure 1610.1B Pf = 30 psf Section 1610.2 Wind: Zone 3 Figure 1611.1C Exposure = B Section 1611.2 Ref. Wind pressure = 21 psf Table 1611.4 Seismic: Hazard Exposure Group I Table 1612.2.5 Performance Category C Section 1612.2.7 Av = 0.15 Section 1612.2.3 R = 6.5 Table 1612.4.4 Cd = 4 Table 1612.4.4 Floors: Slab on orade r�,NED Agey�\ ` J. Vay��,J Date Page2 oz, NoJ90811.�� BOhMOF Date Page2 oz, OFFICE OF BUILDING INSPECTOR " x ` TOWN OF NORTH ANDOVER CONSTRUCTION CONTROL PROJECT NUMBER: ----------- PROJECT TITLE:_!! redge Cv os s i nc PROJECT LOCA NAME OF BUILDI NATURE OF PROJECT: At C �� O -- S IN ACCORDANCE WITH ARTICLE 116 OF THE MASSACHUSETTS STATE BUILDING CODE, REGISTRATION NO.�Q_ BEING A REGISTERED PROFESSIONAL ENGINEER/ARCHITECf -HEREBY CERTIFY T HAVE PREPARED OR DIRECTLY SUPERVISED THE PREPARATION OF ALL DESIGN COMPUTATIONS AND SPECIFICATIONS CONCERNING: o No. 9086 G 9DAS ENTIRE PROJECT( ARCHITECTURAL STRUCTURAL * MECHANICAL `Q!)H of MpSSP FIRE PROTECTION • ELECTRICAL • OTHER (SPECIFY) FOR THE ABOVE NAMED PROJECT AND THAT, TO THE BEST OF MY KNOWLEGE, SUCH PLANS, COMPUTATIONS AND SPECJFICATIONS 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. 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 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 INSPECTOR. UPON COMPLETION OF THE WORK, I SHALL SUBMIT A FINAL REPORT AS TO THE SATISFACTORY COMPLETION AND READINESS OF THE PROJECT FOR OCCUPANCY. y 01(i SIGNA SUBSCRIBEDND SWORM TO BEFORE THIS' DAY OF 20Z5; NOT RY PUBLIC MY COMMISSION EXPIRES OFFICE OF BUILDING INSPECTOR TOWN OF NORTH ANDOVER CONSTRUCTION CONTROL PROJECT NUMBER: --J�-^�-_-----------�---------- "PROJECT TITLE:---_— p- --------- ---- ------- PROJECT LOCATION: NAME OF BUILDING: NATURE OF PROJEC IN ACCORDANCE WITH ARTICLE 116 OF THE MASSACHUSETTS STATE BUILDING CODE, I, NossE�N S ALe-NKH o u REGISTRATION NO. .383 6 -4 BEING A REGISTERED PROFESSIONAL ENGINEER/ARCHITECH HEREBY CERTIFY THAT I HAVE PREPARED OR DIRECTLY SUPERVISED THE PREPARATION OF ALL DESIGN PLANS, COMPUTATIONS AND SPECIFICATIONS CONCERNING: ENTIRE PROJECT FIRE PROTECTION • ARCHITECTURAL STRUCTURAL ELECTRICAL • OTHER (SPECIFY) MECHANICAL • 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. 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 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 INSPECTOR. UPON COMPLETION OF THE WORK, I SHALL SUBMIT A FINAL REPORT AS TO THE SATISFACTORY COMPLETION AND READINESS OF THE PROJECT FOR OCCU�ANCY. SUBSCRIBED AND SWORM TO.BEFORE ME THIS ltk DAY OF _20� NOTARY PUBDC MY COMMISSION EXPIRES MO,4 FORM U - LOT RELEASE FORM ,0 {NIYL ►s Lo/Y{IHopS Nl-a4 AWS J=iL C- M. R st lie INSTRUCTIONS: This form is used to verify that all necessary approvals/permits from Boards and Departments having jurisdiction have been obtained. This does not relieve the applicant and/or landowner from compliance with any applicable or requirements. *****************************APPLICANT FILLS OUT THIS SECTION*********************** APPLICANT Terra.Prnnart3eS, LLQ' PHONE 976-6b7-b20u LOCATION: Assessor's Map Number 46 PARCEL 34., 3536,106 SUBDIVISION Kittredge Crossing Condominiums LOT (S) — STREET ' Chickering Road ST. NUMBER Zoo- /OCA Z� ************************************OFFICIAL USE ONLY*********************************** RECQMMENDATIO" OF TOWN AGENTS: I CONSERVATION ADMINIST COMMENTS Zoning Bdard of Appeals COMM FOOD INSPECTOR -HEALTH )R DATE APPROVED DATE REJECTED DATE APPROVED /o — DATE REJECTED DATE APPROVED DATE REJECTED_ SEPTIC INSPECTOR -HEALTH DATE APPROVED _ DATE REJECTED COMMENTS PUBLIC WORKS - SEWER/WATER CONNECTIONS 2, DRIVEWAY PERMIT 118' FIRE DEPARTMENT � Z D RECEIVED BY BUILDING INSPECTORDATE*10,y Revised 9197 jm 10/30/2002 16:20 6036959893 E .... M CERTIFICATF. OF L I.®® Rush Srnsurancm 23 Old Lawrence Rd Ps1hm, NO 03076 603-633-1539 DAiii.1CY 1y�R�l,YZ'i0�� INC V O Box 354 r?smant, NY 03044 603-665-4900 DAI,ILEY (W *WuWAmM LrrW6LCW WVE •@&i411 ui 1 PTO rt* INasCrotED WAND ABOY[ ttiE MM.TIMQR cowlDrrlc of ANY CONTRACT :'R OTHER DOCU ILfdT WOW NOWT TO Tri INiURANCE AROWDED BV TFp PgLiCilQ Ci!! i p MLS MN It 31.JECT TO ALL TTS TI itL�4iAT8 LAiMTi iMOyMN MAY MAID BEER! REDUCIh I R4'PAIDCLARM. ol'74VLT DA. m .q �i v or�ieeu, LKeant^ � I L_J I CLAiiASA4AM �—.•� 4LCLR I CC1d668U +Mml LiA®UPY - H WY'AL'TC ALL OV MW AUrCe iCWDYJLFD i,U iW B N4AERAUTOS 63913750 NDMINYN&DAUV3 "H'WLAftfrr 7 ANTAWTO 5WANRELLA LAMIL Y OCOUR �� CLAIA4®MACE D@wcTu" R� d� inlGitKER6tGYNPk#t$JV7R3NRAD t BdDLb'fERs IIABILm C 2193309941( ll PAGE D1 DZMLITXC>4d COl1'1'lRAC�RA __.._'_.,.,,,.�, .�a�.�bi�cwo� ih®o1s�44ir4rrgl iut nvi g : i PCtttr4Adgq Cron*in4, No Andover, t8i► ? CBRT AOL8MI 18 A D I L INSPOrM -EBatTTT= Mum ---.- OP*Ch4 M C 4strUat1 on Cc+sp 43MdiJLO ANY OF THE AKYR; PEBCRI@WPCLj,0W er.CAx:6tL�a aesc nie r +YtA 11 Corporate Drive rA.TE r4EAEOF. TW AWLW. 4vpyRFR wrcL ff4WVc* To MWL30 oars Worrmw Bslmnt , NS 0 322 0 NOTES TO TME aRPMWE RMCIR yawn M T11R LEFT. BLIr FALLIft TD CC eD MAL: j 527 0191 W w; MUIG.ATM CQ IAAMW OF AW kWp Vpe* TNt RIaUR®4, rr@ MUWS pF ,4�GOR®i®{8i�uoW) 100 it SaDI330 SNI 91MCDC09 YVA 4t:TT Z6A7iT4/Al From: Offices: ; Dover, NH • Manchester, Arlu Scarborough, ME 10/29/2002 16:13 #590 P.002/002 GEOTECHNICAL CONSULTING SITE INSPECTIONS MATERIAL TESTING JOHN TURNER CONSULTING, INC- October 29, 2002 Opechee Construction Attn: Mr. Mark Williams I l Corporate Drive Belmont, NH 03220 Re: Kittredge Crossing North Andover, MA Dear Mr. Williams, As requested we have reviewed the concrete mix design submitted to our office via fax on October 28h for the use on the above referencedproject. Based upon my review of the test trial batch results submitted, I find these designs acceptable for use. If we can be of further assistance please feel free.;to contact us at 603-749-1741 Respectfully Submitted-, John. Turner Consulting, Inc. D�A D 7U� ohn D. Turner President TEAM- -WOE...:.. ..... ........ . 818 Central Avenue, Dover, NH 603-749-1841 Fax.• 603-743-337o OCT -25--2002 15:22 October 25, 2002 SUPER i OR CONCRETE Superior Concrete Co. A Division of Oldcasfle Pteem. Inc. P.O. Box 223 Auburn, ME 04212 Attention: 01= Robie Re: Kittredge Crossing North Andover, MA Precast Panel Geogrid Rdnforced Ratsiaing'1Wall System Dear Glave; 287764964e P.e2 We have reviewed the wall construction to date for the abo`re refCMaced retaining wall System, Approximately 200 linear feet of the wall system has 1: ern titarted. lbe following was obsvrv�: Subgmde soils where found to be f= and dry, no stabilization is. required. Mnforced cc=rete leveling pact poured ht ph, ,a is satisfactory. Panel aligament was fo-utul to be good. Structural Geo -grid reinforcement is being pla. ed its accordance with the specifications and the manufacturer's recomme %W practices. Bod do co=eotion of uniaxial geo-grid is heir, :, performed it accordance with the manufacturer's reeomm6dations. o Plackfill maternal is in aecorda ee with the spec ificadons. o B=kfilhng operations pmeeeding 3atisfactoril: ® Waterc ght joint sealing is be4 performed as - adioded on the plans, a3s hocam paeb y Mffwff1 C7 0"M 7aa.12asi 63a'14 6 ko =V 650.2615 7001 Rea OM) 301.3077 Alfh tie Us . Engh")ng . Plan. • lariftepe ArCM1k= % • • ScOftm ,�-,r -,r_ era-, . r. ,..a ae., o ran 5Gi/ ^V'd 616-E# PIGI:L'd'dGdHO� NGI�:P: W5N0� i1 ri 16 16 guy E g i �E•C`� '1120 OCT -25-2002 15:22 SLIFER I OR CONCRETE r 0??e49647 P-03 im rilerm Robie 04tobcr 25, 2002 Page a of 2 Wall conmeflen to daic wa found to be in accarden : 4s with the apprOved shop drawings dated 6/11102, The wo.,kmanship on the wall system to, date was obsrrved to be excellent. Should you require any additional information concent irg this project, please feel fle® to cQa =1 us. Sincerely, EL COMPAXIE �t Glenn A. Jobnscn, P.L Rob Sirl01 P lw Project Manager Presxdt� Cc: Steve V.V „.u; N,JTIx.13dxo2 h0+ p W4 OCT -25-2002 15.23 E4 1, 16M Componim -October 25, 2002 SUPERIOR CONCRETE Supea-ior Concrete Co. A Division of Oldcastto Precast, Inc. P.O. Box 223 Auburn, ME 04212 Ane axiom Glenn Robie Re: Kittredce Crossing North Andover, MA Precast Panel Geogrid Reinforced Retaining Feil S! :Rani 207784964'7 P,04 Dear alem: We have reviewed the wall fabrication process for the reference d projects and have fbizud it to be satisfactory. 28 day concrete breaks are beyond expectations, many of the b, oaks exceed 6,000 poi. allowable strength. Reinfam mot is AST bd A615, Chide 60 (Blaen) ill acco danco wit3 the project specifications. Plaeoment has been performed as per the approved shop dravwit vp in accozdanco with accepted industry smadards. Overall quality of the precast pmels is good. Panels are being delivered to the job site in good condition. O. -".loading procedures at the site are good thus preventing panel damage While handling. Wall fabrication to date was found to be in aocordanrcc with tht approved shop drmwinos dated 6111102, Should you require any additional iniormadon concerning thle proioct, please feet free to contact ug. Sincerely, BS. COMPANIES Project Manager Cc; Stege Kap _ _ � Nloe 3576G 1dD887cr OOK abs Rftft ren P&bmy WOW. CT 0b460 tel. pM) W -I fiw Fen;12Q91630461s 7dl Rae J$M $01.3071 NCrneelwo • ft PI=M k ndrAW Arch *o1wo • laid &Mro IMQ - ---- EM&OAMOMQ1 se x TATA[- P.04 jQ�lfijQq'd 6iG' # NOIlVdOdIE02 NGI,i.XI'dWSNOJ 22H__ -d0 6716 Tl,':gT 7r c 10;29/02 TLS 14:56 FAX 7819326211. A 1111 Of A.T'E 3' 1 N C. October 29, 2002 W Bill Boss Essex Newbury North 25 Kms: Avenue Have*hill, la9sachtisens 01830 RE: Former Rennie's Florist 208 Chidoering Read North A dlover, Massael ATC Projekt Number. 6 bear W. Hass: On October 26, 2002, ATC .Ass monitoring s0vioos in support of tl address: Projekt monitoring service samples: All air samples were ai airborm fibers. Air sampling was licensed . Project Monit-W Sam Sang sample collected: Air sample restates can be found as activities WOM loss thdnn 0.01 fibe regulations, All air st►mples Were accordoce analytical procedures esu Massac husictes for analysis of PCM Should; you require any additional in P Aeliup. anes opmra Matiger Building Sciaxes 17ivisiott Attadmum ATC ASSOCIATES INC.! 11002 6ce, Cummings Park, Suite 6500 Woburn, Massachusetts 01807.6350 www.atc-envire,com ' 781.992.9400 Fax 781.932.e2ll 0. IKl24 W, inc. (ATC) of 1 Woburn, Massachusetts performed project W"al of asbestos-c6ntaitling matciials from the above referenced Iii,iod a visual inspection and the collection of final air clearance a-, via Phase Comtimt Microscopy (PCN[) for the presence of 'ot Ined and aaialyzed by ATC representative and Massachusetts Tl io following table' illumtes the location and result of each air hi'lu neiat to this leder. All air samples collected during clean -nip 1 ubic centimeter, well below acceptable levels established by H utilizing the Phase Cou rant Macroscopy (PCM) method in :41 by the NIOSH 7400 method. ATC is licensed by the State of n 1 Ics. :i, please contact -mc at (781) 932-9400, ext. 202. TERRA PROPERTIES, LLC Design & Construction Scope May 15, 2002 I. PROJECT OVERVIEW The project consists of the design and construction of an approximately 209,181 square foot multi family development with community center in North Andover, MA. Opechee's proposal includes all of the work outlined in the Scope of Work contained herein and is further clarified by the following documents: ➢ Floor Plans and Elevations as shown on the Opechee Construction Corporation drawings A-1 through A-8, labeled Terra Properties, LLC and dated April 15, 2002. ➢ AGC Standard Form 415 Design/Build Construction Contract attached to this proposal. ➢ Site Plans prepared by Merrimack Engineering Services, labeled Kittredge Crossing and prepared for Terra Properties, LLC: sheets 1 — 9, dated November 1, 2001 and revised as follows: Sheets 1, 3, 6 and 8 dated April 8, 2002; Sheets 2,5, and 9 dated April 9, 2002: and Sheets 4 and 11 dated April 11, 2002. II. DESIGN AND CONSTRUCTION PHASES This Project is based upon the "design -build" method of contracting for construction. Under this contract method, Terra Properties, LLC contracts with Opechee for all required architectural services as well as the construction of Terra Properties, LLC's new facility. Opechee recognizes that a number of steps will need to be taken in order to begin construction. Therefore, in order to assist Terra Properties, LLC with initiation of the project, Opechee will use the following phased approach to the design and construction of the project: ➢ Detailed Building Designs: Opechee will prepare detailed project drawings as necessary to secure a building permit and complete construction. The architectural designs will take approximately 2 weeks for the community center, 2 additional weeks for the foundations and 8 additional weeks for the multi family units. Should the project not proceed for any reason, the cost to Terra Properties, LLC for this design work will not exceed $72,300. If the project does proceed, these costs are included in the lump sum contract amount. ➢ Commencement of Construction: Upon receipt of all required approvals and notice to proceed from Terra Properties, LLC, Opechee will begin construction on the community center portion of the project and the balance of the site work and foundations upon completion of the appropriate plans and receipt of the building permit for this work. The balance of the multi family development units will begin upon completion of the building plans and issuance of the final full -project building permit. II1. PROJECT TIMEFRAMES The timeframes necessary for design and construction are dependent upon many variables. The following schedule could reasonably be expected for the project. However, Opechee would be pleased to work with Terra Properties, LLC to establish different timelines to best meet Terra Properties, LLC's needs. ➢ Building Permit Submissions: Approximately 2 weeks from Terra Properties, LLC's authorization to proceed with detailed building drawings, as indicated by signing of the contract, Opechee would file for a permit for the site work, and complete permit for the community center building. The foundation work on all buildings 2 weeks later and the balance of the permit drawings will be ready for submission to the appropriate authorities in approximately 8 more weeks. ➢ Building Permit Issuance: Usually within 1 to 2 weeks from building permit submissions. ➢ Commencement of Construction: Usually upon issuance of a building permit. ➢ Substantial Completion and Occupancy: Approximately 4-5 months for the community center and 16 months from start of construction for the living units. Terra Properties, LLC Design & Construction Scope Page 1 of 17 ➢ Final Completion: Approximately 2 weeks from substantial completion of each building. This is the period during which Opechee will be placing the project into full and proper operation, including starting, testing, and adjusting. ➢ Completion of Seasonal Items. If project occupancy occurs during winter months, items such as finish paving and landscaping may need to be completed in the spring. Should this occur, Opechee will complete the remaining work in a timely fashion and will work to accommodate Terra Properties, LLC's business operations. IV. SCOPE OF WORK The following sections outline the scope of the project by Opechee. These sections are divided into 16 divisions that are standard for the construction industry. DIVISION I — GENERAL CONDITIONS DESIGNS: • Project design documents will be professionally certified by architects and/or engineers registered in the State of MA. • The project designs will comply with all applicable local, state, and federal codes/regulations in effect at the time of construction. • All new construction will be in full compliance with the Americans with Disabilities Act. • Structural designs will properly accommodate and distribute all anticipated loads, including the following: ➢ Dead Loads, including loads from weights of building materials, construction itself, and all fixed service equipment. ➢ Live Loads, including code -compliant floor loads based upon the anticipated use and occupancy of the building, and roof loads based upon code -determined snow conditions in North Andover, MA. ➢ Environmental Loads, including code -compliant loads from all environmental forces such as winds and earthquakes. • A soils analysis will be performed as necessary in order to assure proper design for the structural components of the building. • Project design documents will be computer generated on CAD systems and will be sufficiently detailed to satisfy local, state, and/or federal requirements. • Appropriate drawings will be submitted to all applicable permitting agencies, including the coordination and development of all required submissions. PROJECT MANAGEMENT: • A project manager will be assigned to the project that will be responsible for oversight of the project. This project manager will be Terra Properties, LLC's primary contact, assisting Terra Properties, LLC throughout the design and construction process. • A qualified on-site supervisor will supervise the project during all working hours. • Subcontractors will not be permitted to work on the project without proper supervision. TEMPORARY FACILITIES: • The following temporary facilities will be provided by Opechee: ➢ Electrical power and metering. ➢ Telephone service for the project site. ➢ Temporary lighting. ➢ Water. ➢ Toilet facilities. ➢ Temporary heating and enclosures as required during cold weather. ➢ Field office with desk, plan table, office supplies, phone, and fax machine. ➢ Traffic controls as required. ➢ Waste storage and removal as required to maintain site in clean and orderly condition. ➢ Snow removal as required. ➢ Project identification signage naming Kettredge Crossing, Opechee and Terra Properties, LLC. Terra Properties, LLC Design & Construction Scope Page 2 of 17 INSURANCE AND BONDS: • General liability and worker's compensation policies will be provided by Opechee and required of all Subcontractors. • Terra Properties, LLC will be named as an additional insured on all policies. • All building components and building systems will be provided with a minimum 2 -year warranty. PAYMENTS: • Detailed invoices will be submitted twice per month indicating the percentage of completion for each of the 16 trade divisions. • The Owner shall be entitled to withhold 5% of the invoiced amounts as retainage until Substantial Completion of the project. PROJECT CLOSEOUT AND COMPLETION: • At the completion of the project, an Owner's Manual will be assembled which includes the following information: ➢ Operation and maintenance manuals for major building systems. ➢ Copies of all available manufacturers extended warranties. ➢ Emergency home and office phone numbers for the Opechee personnel who coordinated the project. ➢ Product designations and color selections for finish materials. ➢ Reduced copies of as -built construction documents. • Excess finish materials such as flooring, ceiling, and paint materials will be left with Terra Properties, LLC for future repair and/or touch-up. • All equipment will be placed into full operation upon completion of the project, including the testing and adjusting of all systems for proper operation. • Terra Properties, LLC's personnel will be instructed in the operation and maintenance of all building systems and equipment. • A professional cleaning firm will be employed to clean the facility prior to occupancy, to include the following: ➢ Remove temporary labels, stains, and spots. ➢ Remove waste materials, debris, and rubbish from project site. ➢ Clean interior and exterior surfaces. ➢ Vacuum clean carpet and other soft surfaces. ➢ Strip and wax vinyl flooring. ➢ Broom clean and mop hard surface flooring. DIVISION 2 - SITE CONSTRUCTION DEMOLITION: • The following existing site improvements will be demolished and removed to accommodate the proposed construction: ➢ Existing buildings, garage, sheds, greenhouse and pool. ➢ Existing foundations and floor slabs. ➢ Existing paving, concrete sidewalks and fencing. • Salvageable materials encountered during demolition will become the property of the contractor. SITE CONSTRUCTION: • All site construction will be performed generally in accordance with the referenced site plans prepared by Terra Properties, LLC's civil engineering consultants, with minor layout adjustments will be made where required to properly accommodate the building designs. SITE PREPARATION: • Erosion and sedimentation control systems will be installed and maintained as required to prevent storm water damage to adjacent properties or existing natural features. • Existing trees will be cleared from the site as required. • Existing loam will be stripped from the construction area and stockpiled for landscaping purposes. • Excess loam or fill will be removed from the property. • Additional fill for construction will be imported as required. Terra Properties, LLC Design & Construction Scope Page 3 of 17 • Tree stumps will be removed from the site or buried. on site in a location not anticipated for future development. • The site will be graded and compacted to appropriate soil densities. • Soil density testing will be periodically performed to assure proper compaction levels. • Ledge encountered during construction will be removed as required. • Trench excavation, back -fill, and compaction will be provided as required for foundations and underground utilities. DRAINAGE AND UTILITIES: • Existing utility locations will be verified by Dig Safe prior to construction. • A water distribution system sufficient for fire and domestic usage will be provided from the municipal main as shown on the site plans. • Concrete thrust blocks will be installed at water line elbows to prevent elbow separation during initial water line pressurization. • Fire hydrants will be installed as shown on the site plans. • A new sewer collection system will be installed as shown on the site plans. • A sewer pump station with dual pumps will be installed as required for domestic waste, including all required controls, alarms, and appurtenances. Each pump will have sufficient capacity to serve the buildings in the event of a pump failure. • A fully enclosed storm drainage system will be provided to properly direct storm water runoff through a system of manholes and catch basins. • Detention basins and underground infiltration systems will be installed as shown. • Crushed stone will be provided at areas of above ground concentrated water flow to minimize erosion. • A ground gutter system will be installed around the perimeter of the buildings to collect roof -drained water and pipe it to the infiltration systems. • Underground electrical and telephone conduits will be installed from existing utility poles to the buildings. • A spare communications conduit will be provided for cable TV or specialty communications cables to each building. PAVEMENT AND SURFACING: • Gravel thickness will be as required to properly support the anticipated vehicle loads, based upon the soil conditions existing at the property. • A 3 '/2 " double -course bituminous paving system with a 2" binder and 1 '/2 " wearing course will be provided for parking lots and driveways. • Pre cast concrete curbing will be installed as shown on the referenced site plans for automobile wheel stops and drainage control. • Brick pavers will be installed at drive entrance as shown. • Parking lot striping will be provided including appropriate traffic flow arrows and handicap stall designations. • Concrete walkways will be installed at sidewalk areas. • Reinforced concrete pads for mechanical/electrical systems will be provided as required. • Handrails or protective walls will be installed when pedestrian surfaces are more than 12 inches above adjacent grade. LANDSCAPING: • Existing on-site loam will be screened with a maximum 1" screen, spread, and compacted for lawn areas. • Areas disturbed but not otherwise improved will be hydroseeded. • Naturalized landscaping using trees, shrubs, and ground covers will be provided over all disturbed areas of the site not finished with paving, surfacing, walkways or buildings. • Landscaping will be provided in accordance with municipal requirements. • Retaining walls will be installed as shown on site plans. Final design will be engineered for the specific situations. All retaining walls and retaining wall membranes will be constructed using an allowance of $492382.00. • Pressure treated wood gazebos will be installed as shown on the site plans. • A stone landscape privacy wall along Chickering Road will be installed as shown. • Guardrails and fencing will be installed using an allowance of $44,524.00. • Mulch beds will be provided around planting beds and tree bases. Terra Properties, LLC Design & Construction Scope Page 4 of 17 • A landscape irrigation system will be provided along the front and side of the buildings, equipped as follows: ➢ Multiple zones based upon exposure. ➢ Rain shut off sensor. ➢ Programmable time controls. SITE LIGHTING: • Pole mounted light fixtures will be installed at parking and driveway areas along the front and side of the building. Pole mounted lighting to be based upon the following: ➢ 20'- 25' high bronze tubular steel light poles with downward directing fixtures. ➢ Poles to be mounted on architectural concrete form bases with accent banding designs. ➢ Metal halide lamps (white light). • An electrical circuit and conduit will be provided to a ground mounted property identification sign. SITE FIXTURES AND EQUIPMENT: • Stockade fencing will be installed around the dumpster areas. • Wood screening fence will be installed along residential abutters on northern boundary as called for on the plan. • 5' high vinyl coated chain link fence will be installed per plan and in lies of pipe rails on retaining walls. • Wood guardrail will be installed based on the plan. • Fence signage will be installed as called for on the plan. • A building identification sign base constructed will be located adjacent to the driveway entrance. DIVISION 3 - CONCRETE FOUNDATIONS: • Reinforced concrete footings, piers, and foundation walls will be installed as required to support the loads imposed by the structures. • Foundations will be of sufficient size and thickness to comply with applicable codes. CONCRETE FLOORS: • A 4" thick, 3,OOOpsi, reinforced concrete slab will be installed at the basement floor slabs. • A 3" thick, 3,OOOpsi, reinforced concrete slab will be installed at upper level floor slabs. • A certified testing agency will be employed during concrete slab pours to ensure the proper water to cement ratio. • A dissipating curing compound that maximizes floor finishes adhesion will be installed on floors receiving finish flooring. • Saw cut control joints will be installed at a maximum of 15' on center to minimize shrinkage cracking. • Concrete stair treads will be poured within a steel pan framing system at steel stair locations. • None proposed. DIVISION 4 - MASONRY DIVISION 5 - METALS FLOOR STRUCTURES: • Floor structures on the multi story buildings will be constructed utilizing open web bar joists and open web steel joist girders that allow for the installation of mechanical and electrical systems within the structure. The floor structure will be based upon the following: ➢ Finish: Prefinished grey in accordance with Steel Joist Institute specifications. ➢ Loading: As required to support all applicable live, dead, and environmental loads for code compliance of the intended space usage. ➢ Support means: Steel tube columns and beams. ➢ Clear height to lowest structural member: Sufficient to allow for 9'-0"+/- ceilings. Terra Properties, LLC Design & Construction Scope Page 5of17 • Floor decking will be installed above the bar joists as follows: ➢ Finish: Grey primed. MISCELLANEOUS STRUCTURAL STEEL: • Diagonal steel bracing will be installed as required to properly brace the building structure. ORNAMENTAL STAIRWAYS: • Concrete filled steel pan stairs with architectural grade steel tube stringers will provide lobby area access between floor levels as shown on the conceptual floor plan. • Stair treads and risers will be finished as outlined in Division 9 — Finishes. • Ornamental rails and guards will be installed as follows: ➢ Open stair sides and open walkways: Ornamental steel baluster design with architectural hardwood rail cap. ➢ Stairs abutting walls: Architectural wall mounted hardwood railing to complement the stair railing. MISCELLANEOUS METALS: • A steel ladder will be provided for access to the elevator pits. • 4" diameter concrete filled steel pipe bollards will be installed at dumpsters. DIVISION 6 - WOOD WALL STRUCTURES (Community Facility): • Exterior walls will be constructed of wood studs as follows: ➢ Framing members: Minimum 2 x 6 wood studs sized and spaced as required to support applicable building loads. ➢ Sills: Pressure treated lumber will be provided at exterior sills and where in contact with soils. ➢ Sheathing: Minimum 5/8" exterior grade plywood. ➢ Openings: Appropriately sized headers and beams will be supplied at all openings of load bearing walls. • Interior walls will be constructed of wood studs as follows: ➢ Framing members: Minimum 2 x 4 wood studs. Larger studs will be provided as required for load bearing walls or chase walls. ➢ Openings: Appropriately sized headers and beams will be supplied at all openings of load bearing walls. ➢ Bridging, bracing, blocking, and furring will be installed as required. ROOF STRUCTURES (All Buildings): • Sloped roof structures will be constructed utilizing the following methods: ➢ Framing members: Pre-engineered, pre -fabricated wood scissor trusses. ➢ Loading: As required to support all applicable live, dead, and environmental loads which are a part of the construction. ➢ Sheathing: Minimum 5/8" exterior grade plywood with H clips to allow expansion and contraction in the horizontal plane. ➢ Attachment: Roof framing members will be attached to walls utilizing metal plate connectors properly designed to resist applicable wind uplift forces. ➢ Openings: Appropriately sized headers and beams will be supplied at all roof openings. EXTERIOR PORCH DECKING: • Non skid, low maintenance decking will be installed at deck floor locations above grade. EXTERIOR SIDING AND TRIM: • The building siding will incorporate the following: ➢ Building Paper: An air infiltration barrier building paper will be installed over the exterior sheathing. ➢ Flat Trim Boards: Pre -primed clear cedar boards, painted, or stained. ➢ Siding: Paint/stain grade fiber cement siding and paint/stain grade cedar shingles as shown on the conceptual drawings. Terra Properties, LLC Design & Construction Scope Page 6 of 17 EXTERIOR ARCHITECTURAL TREATMENT: • Dormers and gables will be installed as shown on the conceptual building elevations. • Prefabricated round wood columns with caps and bases will be installed as shown at the building entrances. • Vinyl balusters and handrails will be installed as follows: ➢ Locations: Exterior balcony locations. ➢ Finish: White. INTERIOR ARCHITECTURAL TREATMENT: • Base trim will be installed as follows: ➢ Locations: All interior finished areas. ➢ Type: 4 '/4" MDF board. ➢ Finish: Painted. • Wood chair rail trim will be installed as follows: ➢ Locations: Hallways, common areas and stairways. ➢ Type: Paint grade finger jointed pine. ➢ Finish: Painted. • Window sills will be installed as follows: ➢ Locations: All finished window areas. ➢ Type: Paint grade pine stool with apron. ➢ Finish: Painted. • Window casing and side jamb will be installed as follows: ➢ Locations: All finished window openings. ➢ Type: Paint grade 3 %" molded pine finger jointed casing & pine side jamb. ➢ Finish: Painted. • Wood door trim will be installed as follows: ➢ Locations: All interior door locations. ➢ Type: Paint grade 3 '/2" molded pine finger jointed casing. ➢ Finish: Painted. • Wood columns will be installed as follows: ➢ Locations: As shown on D -type units. ➢ Type: Paint grade round wood columns with caps and bases. ➢ Finish: Painted. CABINETS AND COUNTERS: • Cabinetry and casework will be installed as follows: ➢ 24" deep base cabinet locations: Kitchen and kitchen island areas. ➢ 12" deep upper wall cabinet locations: Kitchen wall area above base cabinets. ➢ 20" deep vanity cabinet locations: All bathroom areas. ➢ Type: Hardwood or thermafoil white faced, to be selected by Terra Properties, LLC. • Base cabinet locations with sinks will be provided with ADA wheelchair access where required. • Cabinetry will be provided with all applicable hardware as required. • Cabinetry designs will account for appliances that are to be installed within cabinet locations. • Plastic laminate (Formica or similar) countertops will be installed as follows: ➢ Kitchen base cabinet locations: Installed with matching backsplash at all base cabinets. ➢ Computer area: Desktop and wall shelf. ➢ Nosing: Square edge, rounded edge, or hardwood nosing to be selected by Terra Properties, LLC. ➢ Colors: To be selected from manufacturer selections by Terra Properties, LLC. • Cultured marble countertops will be installed as follows: ➢ Lavatory Locations: Installed with matching backsplash and skirt boards. ➢ Nosing: Square edge or rounded edge to be selected by Terra Properties, LLC. ➢ Colors: To be selected from manufacturer selections by Terra Properties, LLC. MISCELLANEOUS WOOD/PLASTIC COMPONENTS: • 5/8" plywood wall sheathing will be installed over light gauge framing members. Terra Properties, LLC Design & Construction Scope Page 7 of 17 • Fire retardant wood will be provided for structural components of buildings required by code to be of non-combustible construction. • Incidental wood blocking will be installed as required to support such items as cabinets, counter tops, bathroom fixtures, grab bars, window furnishings and railings. DIVISION 7 — MOISTURE PROTECTION & INSULATION WATERPROOFING: • Membrane waterproofing system will be installed on all foundations with floor areas below finish grade and on retaining walls as required by the site plans. • Basement areas on buildings A, B, and C to have full membrane installed under the slab. • There will be a separate drainage collection system designed and installed above the basement membrane system in buildings A, B, and C. This system to collect water and discharge it to the infiltration system via a pump in a sump within the utility room of each basement. • Caulking will be installed as required at all exterior building joints which could be susceptible to water migration into the structure. THERMAL INSULATION: Foundation Insulation • 2" extruded polystyrene ("blue board") foundation insulation will be installed along the exterior of the foundation wall to a minimum of 2' below grade. Exterior Wall Insulation • 6" fiberglass batt insulation with a polyethylene vapor barrier will be installed within all exterior stud walls. Roof/Ceiling Insulation • 12" fiberglass batt insulation with a polyethylene vapor barrier will be installed within the underside of wood roof trusses. • Proper vent will be installed at all roof insulation areas where insulation could impede the proper flow of ventilation air. ACOUSTICAL INSULATION: Acoustical separation for sound control between adjacent spaces will be provided as follows: ➢ Method: 3" sound attenuating mineral fiber batt insulation (ASTM C655 -Type I) within stud walls, resilient furring, and a second layer of drywall on one side. ➢ Height: Full height of stud wall to above ceiling level. ➢ Locations: Unit to unit demising walls. Acoustical separation for sound control between adjacent spaces will be provided as follows: ➢ Method: 3" sound attenuating mineral fiber batt insulation (ASTM C655 -Type I) within stud walls. ➢ Height: Full height of stud wall to above ceiling level. ➢ Locations: Remaining interior walls. SLOPED ROOFING SYSTEMS: • An architectural shingle roofing system will be provided on sloped roof areas as follow: ➢ Shingle weight: Min 250 lbs. per square. ➢ Shingle type: Multi layer architectural grade, UL Class "A" fire and wind rating. ➢ Shingle composition: Fiberglass / Asphalt base with adhesive seals. ➢ Method of attachment: The roofing will be adhered to the structure utilizing corrosion resistant nails. ➢ Drainage: The roof will drain over the building eaves. Diverter strips will be installed at walkway areas adjacent to areas of roof drainage. ➢ Manufacturer's material warranty: 30 years, providing protection against shingle failure. ➢ Substrate: A 15 lb. Asphalt impregnated felt paper will be installed beneath the shingles. 3' at the eaves, 3' each side of valleys, and areas of potential ice buildup, a self-adhesive, rubber asphalt membrane will be installed beneath the shingles. Accessories: 8" Aluminum drip edge, soffit, gable and matching ridge vents. Flashing: Proper flashing will be provided for all penetrations. Terra Properties, LLC Design & Construction Scope Page 8 of 17 DIVISION 8 — DOORS & WINDOWS PERSONNEL DOORS: Main Entrance and Vestibule Doors • Doors: Compression molded architectural fiberglass doors with a solid polyurethane foam core. • Door Style: Fully glazed, in -glass grids with 14" sidelites at main entrances. • Frames: Primed steel frame. • Hardware: Full mortise keyed locksets with integrated panic proof 1" throw deadbolt lock. • Finish: Smooth paint grade surface, with white vinyl clad jambs. Exterior Porch Doors • Doors: 1 3/4" thick, 24 ga. galvanized steel doors with an insulated core. • Door Style: Fully glazed with in -glass grids. • Frames: Primed wood frame. • Hardware: Full mortise keyed locksets with integrated panic proof 1" throw deadbolt lock. • Finish: Enamel paint to match building color scheme. Exterior Mechanical Room Doors • Doors: 1 3/4" thick, galvanized steel doors with an insulated core. • Door Style: 6 panel. • Frames: 16 ga. galvanized welded construction. • Hardware: Exterior grade keyed cylindrical lockset. • Finish: Enamel paint on both the frames and the door to match the building color scheme. Interior Unit Entry Doors • Doors: 1 3/4" solid core embossed steel doors. • Frames: Primed steel frame. • Door style: 6 panel. • Hardware: Colonial style brass, full mortise keyed locksets with integrated panic proof 1" throw deadbolt lock. Spring loaded self-closing hinges, peephole and sound resistant door seals. • Frame finish: Paint to match the building color scheme. • Door finish: Painted to match building color scheme. Stairway Doors • Doors: 1 3/4" solid core embossed steel doors. • Frames: Primed steel frame. • Door style: 6 panel. • Hardware: Colonial style brass, cylindrical keyed locksets, as appropriate for the intended usage. • Frame finish: Paint to match the building color scheme. • Door finish: Painted to match building color scheme. Interior Unit Doors • Doors: 13/8" solid core composite doors. • Frames: Painted wood frame. • Door style: 6 panel. • Hardware: Residential duty cylindrical colonial style brass hardware as appropriate for the intended usage. • Door finish: Painted to match building color scheme. Door Standards • Doors will be provided with appropriate fire ratings in accordance with all applicable codes. • Hardware finish: Colonial style brass as selected by Terra Properties, LLC. • Hardware design: ADA approved lever handles. Terra Properties, LLC Design & Construction Scope Page 9 of 17 Hinges: All doors will be provided with commercial duty hinges that match the remaining hardware. Exterior doors and security doors will have hinge pins that cannot be removed while the door is in the closed position. Weather-stripping: All exterior doors will be provided with perimeter weather-stripping and aluminum thresholds. Doorstops: Floor, wall and door mounted door stops matching the finish hardware will be provided as appropriate. Door Accessories • Vision lites: Narrow lite (5"x 20"+/-) vision panels will be installed on all high traffic doors and doors into building public areas. • Peepholes: Unit doors will be provided with door -mounted peepholes. • Louvers: Doors requiring ventilation air from adjacent spaces will be provided with integral door louvers constructed with the same material as the door in which the louver is installed. • Spring hinges: Residential unit doors will be equipped with spring hinges as required by applicable codes. • Panic hardware: Exit devices will be provided as required by applicable codes in public areas. WINDOWS: Exterior Windows • Exterior windows will be installed in the quantities, sizes, and locations shown on the conceptual building elevations. ➢ Operation type: Double hung vinyl window with tilt in cleaning capability. ➢ Frame construction: Heavy extruded .070 vinyl with both upper and lower sash tilt -in. Extension jamb adapter with finger jointed pre -primed wood jamb at interior wall. ➢ Frame color: White vinyl to match the building color scheme. ➢ Glazing: 5/8" insulating, Low E with pre -finished in -glass contoured grids ➢ Screens: Removable screens will be provided at all operational windows. DIVISION 9 - FINISHES GYPSUM CONSTRUCTION: • Interior and exterior stud walls in multi story units will be framed with light gage galvanized steel studs, based upon the following: ➢ Gage and thickness: As required to support all applicable loads which are a part of the construction. ➢ Deflection track: Where walls extend to the structural system, deflection track will be installed to allow proper movement between the stud and the structure. ➢ Wall heights: All partition walls will extend above the ceiling plane to underside of decking. • Gypsum wallboard will be installed as follows: ➢ Thickness: All drywall will be minimum 5/8" thick, except in specialized situations where good construction practice would dictate use of a lesser thickness. ➢ Finish: All drywall will be properly finished as appropriate for the finish material being applied. ➢ Moisture resistant drywall: Installed at all wall areas where high humidity will be prevalent. • Walls will be designed and constructed as required to achieve all applicable code required fire ratings. FLOORING FINISHES: Exposed Concrete • Grade: Smooth steel trowel finish, sealed. Color: Natural concrete gray. Areas: Elevator machine room, basements and utility rooms. .Carpet "A" • Grade: Single color cut pile nylon carpet. • Installation: Tack strip at room perimeter and carpet pad. • Allowance: $12.00 per sq. yd. has been carried within the contract amount to allow for the purchase and installation of the carpeting material. This allowance is sufficient to purchase the grade of carpet referenced above. • Areas: Bedroom, living room and common areas within units. Terra Properties, LLC Design & Construction Scope Page 10 of 17 • Carpet "B" • Grade: Commercial grade loop pile carpet with enhanced architectural features such as border accents, and/or patterned designs. • Installation: Directly glued to the flooring substrate in order to eliminate wrinkling. • Allowance: $24.00 per sq. yd. has been carried within the contract amount to allow for the purchase and installation of the carpeting material. This allowance is sufficient to purchase the grade of carpet referenced above. • Areas: Hallways and stairwells. Ceramic Tile • Grade: Commercial grade. • Installation: Directly glued to concrete floors. • Mortar: Integrally colored cement type mortar. • Trims: Matching bull nose base, cove and transition trims. • Allowance: $6.00 per sq. ft. has been carried within the contract amount to allow for the purchase and installation of the tile material. This allowance is sufficient to purchase a glazed ceramic floor tile with solid or random color designs. • Areas: Kitchens, vestibules, and bathrooms. Wood Flooring. • Grade: Prefinished wide natural hardwood laminates. • Installation: Directly glued to concrete floors. • Allowance: $7.00 per sq. ft. has been carried within the contract amount to allow for the purchase and installation of the wood flooring material. • Areas: Dining room area. INTERIOR WALL FINISHES: Painted Drywall • Grade: Minimum 2 coats of eggshell finish paint over 1 coat primer. • Color: Multiple colors selected from manufacturers standard colors. • Areas: All exposed drywall surfaces not specified as finished with other materials. Wall Covering • Grader Commercial grade vinyl. • Color: Selected from manufacturers standard colors. • Areas: Below chair rail in hallways, common areas, and stairways. CEILING FINISHES: Architectural Ceiling Tile • Grade: 2'x 2' revealed edge smooth face tiles in a 2'x 2' suspended grid with accent drywall soffits. • Color: White tile and grid. • Areas: Hallways, stairwells, and common areas and all of community center. • Height: 8' to 9' with differing elevations. Smooth Gypsum Wallboard Ceilings • Finish: Smooth finish painted drywall. • Color: As selected by Terra Properties, LLC. • Areas: Unit ceilings. • Height: 8'10" +/-. Vaulted Smooth Gypsum Wallboard Ceilings • Finish: Smooth finish painted drywall. • Color: As selected by Terra Properties, LLC. • Areas: Third floor living room, third floor master bedrooms, and third floor dining rooms. Terra Properties, LLC Design & Construction Scope Page 11 of 17 Gypsum Soffits • Grade: Painted gypsum drywall soffits which extend below the suspended ceiling to architecturally treat the ceiling with different surface planes and textures. • Color: Paint color selections selected by Terra Properties, LLC. • Areas: Corridors and common areas in community center. Gypsum Soffits. • Grade: Painted gypsum drywall soffits. • Color: Paint color selections selected by Terra Properties, LLC. • Areas: Kitchen cabinet area. • Height: 7'6" +/-. Linear Strip Ceilings • Material: Tongue and groove select grade beaded fir wood. • Finish: Clear satin urethane. • Color: Natural wood color. • Areas: Porches. DIVISION 10 - SPECIALTIES BATHROOM ACCESSORIES: • Stainless steel handicap grab rails will be installed at all ADA toilets and bathtub assemblies. • Full-length mirrors will be installed on the bathroom vanity wall. • A medicine cabinet will be installed in each bathroom. • A shower curtain rod will be installed for each shower. • The following toilet accessories will be installed at each bathroom: ➢ Toilet paper dispensers: Consumer size double roll. ➢ Towel rack: 24" Surface mounted. MISCELLANEOUS ACCESSORIES: • Fire extinguishers will be installed as required by code. At common finished areas, extinguishers will be placed in semi -recessed cabinets. • Wire shelves and closet pole will be installed in all bedroom closets. • Wire shelving will be installed in all bathroom closets. • A wire shelf will be installed above the washing machine in each unit's laundry room. SIGNAGE: • Engraved/Braille vinyl room signage will be provided at each unit door and doors requiring identification. • Building identification signs will be provided for each building. • An allowance of $10,000 has been carried in the contract price for purchase and installation of a main entrance sign. DIVISION 11 - EQUIPMENT APPLIANCES: • A full size 22 cubic foot, free standing, frost free, side-by-side refrigerator/freezer with automatic ice makers will be installed in each kitchen. • An under -counter 4 -cycle dishwasher will be installed in each kitchen. • An electric 30" freestanding glass top range with 4 burners and self-cleaning oven will be installed in each kitchen. • An under -cabinet 1.5 cubic foot 1000 Watt microwave oven with charcoal filter will be installed at kitchen over the range. Terra Properties, LLC Design & Construction Scope Page 12 of 17 • An under counter trash compactor will be installed in each kitchen. • A 1 -hp food waste disposer will be install at each kitchen sink. MAIL BOXES: • Front -loading aluminum mailboxes for each unit will be installed in the main vestibule of each building. • None proposed. • None proposed. DIVISION 12 - FURNISHINGS DIVISION 13 — SPECIAL CONSTRUCTION DIVISION 14 — CONVEYING SYSTEMS Hydraulic elevators will be installed as shown on the conceptual floor plans, equipped as follows: ➢ Capacity: 2000 lbs. minimum. ➢ Door and frame finish: Baked enamel on steel. ➢ Interior walls: Plastic laminate. ➢ Ceiling: Plastic laminate or egg crate with recessed lighting. ➢ Handrails: Brushed stainless steel at rear. ➢ Floor: Carpet to match adjacent building areas. ➢ Approximate shaft size: 5'9"x 7'4". ➢ Approximate inside cab size: 4'x 6'. ➢ Travel: Basement floor to third floor. DIVISION 15 — MECHANICAL SYSTEMS PIPING: • Each unit and the common areas will be supplied with individual water meters. • Hot and cold domestic water piping will be installed as required to all plumbing fixtures. • Sanitary waste and vent piping will be installed as required to all plumbing fixtures, including appropriate cleanouts. • Gas piping will be installed to equipment as required. • Cleanouts will be located so as to avoid heavy traffic areas and high visibility areas. HOT WATER SUPPLY: • 40 gal horizontal tank water heaters will be installed for each unit in the mechanical room. PLUMBING FIXTURES: • Unless otherwise noted, plumbing fixture quantities will be as shown on the conceptual floor plans. • Floor drains: Circular brass type, one in each laundry room. Laundry room floor to be constructed as a basin. • Water closets: 1.6 -gallon, water saver dual control flush valve type, floor -mounted, vitreous china, with elongated front siphon jet bowl with a seat and cover. • Lavatories: Oval undermounted, of vitreous china. • Lavatory faucets: Residential brush chrome plated single lever ADA faucet, with lift rod and pop up drain assembly, overflow, aerator, 3/8" supplies and ADA fitting protection. • Kitchen sinks: In -counter, self -rimming, 2 basin, high smaller disposal basin and larger low soaking basin, of stainless steel, with rim mounted faucet and fittings. Terra Properties, LLC Design & Construction Scope Page 13 of 17 • Kitchen faucets: _Single control center set faucet with lever handle, polished chrome -plated solid brass, 8 ''/z" swivel spout with aerator, ADA fitting protection with hose and spray. • Bathtubs: One piece insulated constructed of molded fiberglass, with slip -resistant bottom and integral surround. Integral soap ledge and clear acrylic grab bar. • Bathtub Fixture: Tubs to be equipped with a pressure balancing combination diverter tub spout, single handle mixing valve and adjustable spray and volume control showerhead. • Shower stalls: Insulated fiberglass reinforced acrylic resin, with textured bottom. Stalls to be provided with single handle mixing valve and hand held showerhead. Stalls to have molded seat and grab bars. • Washing Machine Valve box: Laundry mate on/off valve. Drain and molded box and cover with steel mounting connections, '/Z" copper connections and brass drip pan. • Mop sink (4): Precast terrazzo, floor -mounted, to be located in a utility room in each building. • Mop sink faucet (4): Wall -mounted, swivel spout, polished chrome -plated solid brass with lever handles, and top brace. • Hose bibs: Cast bronze, vandal resistant, anti -siphon and freeze -resistant self -draining type, to be installed at building exterior by entry doors. • Gas piping: Piping of sufficient quantity and size for individual unit application. FIRE SUPPRESSION SYSTEMS: • A fire suppression sprinkler system will be installed throughout the multi story buildings in accordance with all applicable codes. • The sprinkler system will be connected to the building alarm system, signaling an alarm in the event of sprinkler discharge or malfunction. • Water based sprinkler systems will be provided with an exterior hose connection for fire department usage. • A wet pipe sprinkler system will be installed as follows: ➢ Areas: Entire building. ➢ Design Standard: As required to comply with applicable codes for multi -residential occupancy. ➢ Sprinkler Heads: Adjustable concealed pendent heads in all finished areas and brass upright pendent heads at exposed basement ceiling areas. ➢ Typical Limitations: Storage above 8 ft. high, hazardous materials, freezing temperatures. • A dry pipe sprinkler system will be installed as follows: ➢ Areas: Roof trusses. ➢ Sprinkler Heads: Brass upright pendent heads. ➢ Typical Limitations: Storage above 8 ft. high, hazardous materials. COMBINATION HEATING AND COOLING SYSTEMS: • Split system heating, air conditioning, and ventilation units will be installed at common areas as follows: ➢ Type: Air handlers/furnace units located within the building connected to AC units located at the building exterior. ➢ Distribution: Air supply will be distributed through insulated galvanized steel ductwork to ceiling and/or wall mounted supply air diffusers. Flexible connections will be made at diffuser locations to permit adjustment in diffuser locations. Diffusers will be louvered, finished to match the ceiling color, and provided with integral dampers to control air volumes. ➢ Accessories: HVAC units will be equipped with adjustable outside air dampers, which allow for the introduction of fresh air into the building. ➢ Air handler/furnace location: Within mechanical rooms to be constructed within the building. ➢ AC unit location: Mounted on concrete pads at the building exterior. Landscaping will provide screening for the units. ➢ Capacity: As required to cool the areas served based upon the following heat gains: ➢ Applicable solar and building envelope gains. ➢ People, ventilation, and electrical loads applicable to the designed occupancy of the space. ➢ Control: Individual thermostats within each heating unit zone. ➢ Areas served: Common areas; corridors, and stairwells and community center. • Through the wall heating, air conditioning, and ventilation units will be installed as follows: ➢ Type: Fully enclosed through wall HVAC units. ➢ Fuel source: Gas heat and electric air conditioning. Terra Properties, LLC Design & Construction Scope Page 14 of 17 ➢ Distribution: Air supply will be distributed through insulated galvanized steel ductwork to ceiling and/or wall mounted supply air diffusers. Flexible connections will be made at diffuser locations to permit adjustment in diffuser locations. Diffusers will be louvered and finished to match the ceiling color. ➢ Capacity: As required to cool the areas served based upon the following heat gains: ➢ Applicable solar and building envelope gains. ➢ People, ventilation, and electrical loads applicable to the designed occupancy of the space. ➢ Control: Individual thermostats within each heating unit zone. ➢ Areas served: All units. • Forced hot air unit heaters will be installed as follows: ➢ Type: Suspended unit heaters with electronic ignition. ➢ Control: Individual thermostats for each heater. ➢ Areas served: Basement areas. VENTILATION/EXHAUST SYSTEMS: • Bathroom ventilation will be provided using individual fan units. DIVISION 16 — ELECTRICAL SYSTEMS POWER DISTRIBUTION: • A main distribution panel will be installed within each new building. • The main distribution panel will be of sufficient size to accommodate all electrical requirements. • An electrical sub -panel and metering capability will be installed to service each unit and one for common areas. • Individual metering will be provided for each unit. CONVENIENCE OUTLETS: • 110 volt duplex convenience receptacles will be installed within stud wall areas as follows: ➢ Plastic receptacles and covers will be supplied in ivory or white as selected by Terra Properties, LLC. ➢ Outlets will be supplied as required to accommodate the furnishings plan. ➢ Outlets in sound attenuating walls will be staggered to minimize sound transmission. ➢ Electrical circuitry to convenience outlets will be provided with sufficient capacity to accommodate the anticipated usage of the space. Dedicated circuitry will be provided as required to support typical equipment that would be anticipated for the space usage, i.e., kitchen appliances, dryers, etc. ➢ GFI convenience outlets will be installed in kitchen counter and bathroom areas. LIGHTING FIXTURES: Recessed Accent Lighting • Grade: Recessed can type fixtures with incandescent lamps. • Color: White housing with black baffle trim or reflective trim as appropriate. • Areas: Kitchen, bathrooms, corridors, decks, stairwells, and accent areas of the community center. • Controls: Toggle switch on/off, dim within units. Wall Sconce Fixtures • Grade: Wall sconce appropriately designed for the architecture of the space. • Color: Determined by Terra Properties, LLC. • Areas: Stairwells, corridors, and entry of the community center. • Controls: Toggle switch on/off. Wall Mounted Fixtures • Grade: Three -bulb wall mounted fixture. • Color: Determined by Terra Properties, LLC. • Areas: Over bathroom vanity. • Controls: Toggle switch on/off. Terra Properties, LLC Design & Construction Scope Page 15 of 17 Close To Ceiling Lights • Grade: 100W -150W incandescent fixtures. • Color: Polished brass or white housing with alabaster or clear glass. • Areas: Kitchen. • Controls: Toggle switch on/off. Close To Ceiling Lights • Grade: Fluorescent fixture. • Color: White housing with white glass. • Areas: Walk in closets, laundry, and mechanical room. • Controls: Toggle switch on/off. Strip Fluorescent Lights • Grade: Double tube strip fluorescent fixtures with energy efficient electronic ballasts and T-8 lamps. • Color: White housing with exposed lamps. • Areas: All basement areas. • Controls: Toggle switch on/off. Switched Outlets/Ceiling boxes. • Wall switched outlets will be provided in the bedrooms to operate a unit owner supplied light fixture. • A wall switched ceiling mounted junction box will be provided in the dining area to operate a unit owner supplied light fixture. Misc. Electrical • An exterior weatherproof receptacle will be provided at each building exit. • Exterior receptacles will be provided adjacent to mechanical equipment rooms for easy maintenance. Emergency and Exit Lighting • Emergency egress lighting and lighted exit signs will be provided as required by code. FIRE ALARMS: • The building will be provided with a fire alarm system as required by applicable codes. TELECOMMUNICATIONS/COMPUTER WIRING: • Phone jacks will be provided for the kitchen, computer area, living room, and bedrooms in each unit and in the office/conference area of the community center. • One coaxial cable TV line will be extended to each unit with jacks in the computer area, living room and bedrooms. • One coaxial cable TV line will be extended to the community center. • An intercom system will be provided including speaker stations from the building main entrance to each unit and remote door unlocking. Terra Properties, LLC Design & Construction Scope Page 16 of 17 Oct 03 02 10:07a JSN RSSOC�,19i"E,S, INC. GZA Lngineers and GeoEnvironmental, Inc. scientists CEN Osie Edgewater Drive Norwood Massachusetts 02062 751-278-3700 FAX 781-278-5701 ht1 palw�tiv.gza.uct August 19, 2002 File No. 17147.0 J.S.N. Associates Inc. One Autumn Street Portsmouth, New Hampshire 03801 Re: Kitteridge Crossing Retaining Wall Foundations (G03)431-2811 p.2 1u Qe'A C pj� � t lkn RECEDED AUG L 2 ZU02 This will provide you with written confirmation of the design parameters required to design the retaining wall. Soil Bearing Capacity After removal of organic topsoil and inorganic, fine grained subsoil (total of 1.5 to 3.0 feet) the subgrade soils will be natural glacial till. This deposit has a bearing capacity in excess of the 4000 pound/square foot design value used to size the wall footings per your design. With regard to the seismic provisions of the Massachusetts State Building Code: • Use a Site coefficient of 1.0 in accordance with requirement of Section 1612.4.2. • The Glacial Till Bearing stratum is not subject to liquifieation in accordance with the criteria in Section 1805.3. Per our instructions from Opechee Construction Corporation, a copy of this will be faxed directly to Bob Daigle, peer reviewer for the Town. Very truly yours, GZA GEOEN V I.RONMENTAL, INC. efi J. Tre'tel, P.E. ,Principal Cc: Bob Daigle Fax (978) 682-6421 Opechee Construction 11 Corporate Drive, Belmont, NH 03220 Attn: Tom G:\17147.2qi\17147-00.dmrcmesp\2QIOOU2.DOC Copyright4 2002 GZA GeoEnvironmental, Inc. An Equal Oppmiunity Employer MA7VIH GZA E4neers and GeoEnvironmental, Inc. sc1mtofj March 11, 2002 File No. 17147.0 -PC, C Merrimack Engineering Services 66 Park Street North Andover, Massachusetts 01810 Attention: Mr. Anthony Donato Re: Test Tits Proposed Kittredge Crossing Development North Andover, Massachusetts Opt RApwaue Drive Norwood Dear Tony: Maeeachuwns 02062 781-278.3700 'iia letter surrmtsarizes our findings for test pits excavated at the proposed Kittredge Crossing FAX 781-278.3701 hmpUlwww4u.net Development in North Andover, Massachusetts on March 6, 2002. At the request of Terra Properties, LLC, GZA coordinated, observed and logged test pits in the natural soils at locations of proposed subsurface storm water infiltrator systems and detention ponds. Five test pits were excavated by Peter Breen Excavating, Inc. using a John Deere 410D backboe. Explorations were observed and logged by the undersigned. Samples of the natural soils were obtained from four of the test pits. Refer to the attached Test Pit Location Plan for test pit �cat�us. 'fest pit explorations indicate a subsurface profile consisting of up to 16 inches of topsoil underlain by up to 15 inches of subsoil underlain by a slightly cohesive dense glacial tH. The till consists of tan, fine to coarse sand with approximately 30 percent clayey At and approxinmtely 10 percent gravel At TP- IC, 5.5 feet of fill was observed over -tl-& natural (buried) topsoil. The 0 at this location consists of dark brown -orange, fine to coam sand with approximately 35 percent (3 ft x 2 ft x 6 in thick pieces of asphalt and concrete) and trace amount of silt, gravel and brick. Groundwater was observed weeping into the sides of the test pit at approximately tap of glacial till, at each locatim Percolation tests could not be performed in the Natural Soils because of the high groundwater. (options for determining the permeability of the glacial tin include performing in-situ percolatioaa tests dwriag the dry season (typically early sunwner to late fall) or performing laboratory permeability tests. For the purpose of $tis study, the pemrability of the glacial till.can be estkmted based on our previous experience with this soil. We are therefore not recommending laboratory permeability tests on the soil. We will store the samples at our office for up to 3 months should you wish to have a more refined arnalysis. CopyrigW 2002 GZA Geaflnvrommental, Inc. M Equal Oppw Liniiy Employer MV/V i Merr snack Engineering Services March 11, 2002 File No. 1714 '.0 -PC, C Page 2 We appreciate working with you on this project. Please do not hesitate to contact the undersigned could you have aiuy questions. Very truly yours, CrIft GZA GEOENVIRONMENTAL, INC. &tUemk SeNFVer Pmject Engineer Attachments: Figure Test Pit Logs CC : Christine (Terra Properties) 0:117147.7gi�17147-00. Steven 7. rettel Principal . I est 11rt No. 1'P_1(_ 67A (icoFnvi(nnmental. IrIC• page No. l of 1 Fn inetrs/Scientisis Kittredge Cro3sin North Andover, Massachusetts file No. 17147.(Nl ('heeked By: DJS ()ne Edgewater Drive Norwoitd, Massacl,ut;-,11g 02062 Excavation F,quipmvrtl (;%A Rep. herek Schi r ("onlractor Peter Bran Excavating, inc, Duke 0310610' (7Nfator Danny Morgan Weather Flurries. 305 Make John Detre Model 4101) I•itne Started 1115 ('apacily 114 cu. yd. Reach 18 fl Time Compleled 1315 Depth Soil Description Sample FII) Boulders: No. Reading Excay. CounU Now i ppntu 19ffort Class No, 0 D 0 D- 0 Dark brown, orange, line to coarse SAND. some(f) (6" thick x 3'x x 2'r) pieces of Asphalt D U and Concrete, trate(+) Silt (with Organics), trace Gravel, traw-) Brick. (FILL) D p 4'— D () 6 Dark brown SILT (wit), Organics), little fine to coarse Sand, trace Gravel, trace Roofs, 7' (BURIEDTOPSOIL) M 0 7' M 0 S Tan-gray (with orange staining), fine to coarse SAND, some Clayey S01, little(-) S•1 Gravel. (GI,ACIALTILL) M 0 9 M 0 567 10' 11' Bottom oFTest Pit a1 ia'. 12' 13'- 3'16'1, 16'- 1.Stmilleatlon linea rapraeeot approximate bcWndarlee betwtan toil lypta, Irwnaltlons (nay be Vtdual. Water level readings have been made at liimt and under conditions stated., PlUCla410049 of groundwater nuty occur due tP fNclors other than thost prtitnt at the tin'&rdtusumments were nurde. Ground Wrfate elevation at test pit locution was estimated bused on the "Site Flan, Kittredge Crossing, North Artdover. Massachusetl5," prepared by Memmuck )algintteing $ervicea of Andover, Masuchustim dated 1111/01. 3. Redoximorphic restores (F-lrtinnated St6ealal High Groundwatto at 7'. 6. PerCdsOon teit not performed ticcaust groundwater was encountered on top of natural 90119 (GLACIAL TILL). a. We,*ns obwrvtd at 7'. 7. Tess pit backfilled anon completion. 5. Test pit logged from ground •urfacec . Tat Pa Ptah lo' tae..tdn•Clw Proportions Abbreviwiom GROUNDWATER l.ener Size R=W u"d a rf f k r lha msed S' tkslrartion Classifwatiori .GRACE frR) 0.10% M a Medium i ) Na P.ranurxarod �j A o`-17 • R VVwy fid. C ]6" Wit Lrpr [lrTl,t? (U )• 10 - �b76 pqn,(. Phi •m n1WYra Tinea to to . . ff"KYda HMO SOME (90.) 2b - 3596 19C= rkw is waaw A-A g a.ua� Gmd _ osier , Glt V*hn a 19 ea. yd. D--Dif6wk AND 33, 509Sr RN a grewr VAL Yanew 03 9.5 • aiA 066En'4ra •, nrm(rJ,1M, . G:117147ntrt c.lastritsrPlT . -I'csl Pit No. TP -2C GZA GeoEnvironmimtal. Inc. t 1 En ineers/Scicntists Kiltredgt Crossing _ -_ Palm NO. of North Andover. Massachusetts File No. 17147.00 Checked By: DJs One Edgewater Drive Norwood_ Massachusetts 02063 Excavation Equipment CZA Rep, [)trek Sehipper Crinlractor Peter Breen Excavating. 111C. Dale 03/06/02 pp4ratnr Danny Morgan _ Gmund Elev. 190.5'± Weather Flurries, 30s Makc John Deere Model 41 OD Time SWtW 1315 Capacity 1/4 Cu. yd. Reach 18 rt. 'trove Compleled 1245 Depth Soil Descriptioil Sample PID Boulders: No. Redding Excay. Cout)I/ Note t t) Effon Class No. 0 Dark brown SILT (with Organics). little(-) tine In coarse fiand. trace rravd. I• (TOPSOIL) M 1 7 Orange -brown. fine to coarse SAND, some Clayey Silt, tittle(-) Gravel. 3' (SUBSOIL) M 3.4 2' M 3' M 4' M lA 3 Tan (with onwge staining). Fine to coarse SAND, some Clayey Silt, little(-) Gravel. (GLACIAL TILL) M 6 S-1 M 7' M IA 8' M M IA 5 6 10' Bottom of Test Pit at 10'. 11' 12' 13' 14' , 15' 16' PIoAa: 1. SMIlleeulon Roel mfft eiil approximate boundaries between boil types, transitions nay he gradual. Water level rtadinta have begirt male at times and under conditions staled. FtWuatib t6 of groundwater may occur due to factor other than those present at the lime +nersurements were ntade. 2. Grotmel ■urface elevation at test pit location was tsdmawd based on Inc "Silt oleo, Khutdge Cr0►eida, North Andover, Maswhosens," prepared by Merrbneek Engineering. Serviopa of ArApver, Mal<nehpsdts, dated I 1/I/01. 3• Rodoximgyhic fortwes (Fatimated Statonal High Groundwater) al 1$". A. WccOnie obrawed At 2.3', S. POrt0larian tett dot rAfawmed because Fowidwilta Was lit approximately top of glacial rill. 6. Tell pit backfilled upon complelinll. Tar PM Mob Boulder Clan Proponiom Abbraviatium GROUNDWATER 31' Lean Sot awit Used F n Firm lx I t-rKdaakres 4' 13611puiah CI..siScrbn TRACE: (TR.) 0 • IQ96 M . Medium r 1 Nal frcnwsa.d A 6` - 17, C = Cwaa B IA --S6' C So' sed Lamer LITTLE (U.) t6 - 2(196 Y very Elapsed Tim w Nish m 14.satlaa lSrpttt - SOW (SO.) 20-35% PM . FW th "WWW � r sa ase CR ' Q)d.ow NORTH tl i (noun) velem le cu. yd. M----Madarart AND JS •5096 BN . brown YEL= Yellow 1 16 �, tis t QeaBnriraltnta,W. frac alT1a 7trim Aw.aat tasrfektrrr -fasl Pit No. TP -4C G2A GebEnvirortmen(Al. Inc. En intra/scientists Kittredge Crossing___ _ Page NO• � 1 of 1 North Andover, Massachusctls File No. 17147.00 ('licked By; DIS One, Edgewater Drive Norwood. Massachuseps 02062 'Excavation Equipment. GZA Rep, DereK Sehipper (:olaractor Pehet Breen Excavating, Inc. Dale Operator Danny Morgan (iround Elev. Weather Clouds. 40d Make John Deere Model 4101) Time Started 1245 Capacity 1/4� ea. yd. Reach 18 f1. Time Completed 1315 Depth Soil Description Sample PID Boulders: No. Reading Exeav, CounV Note ( mJ Effort Class No. 0 ' Dark brown SILT (with Organim, little fine to coarse Sand, (race Gravel, trace Silt. (TOPSOIL) M 1,2 13 ? Orange -brown. line to coarse SAND, some Clayey Silt, little(-) Gravel. (SUBSOIL) M 1,4 2' M 3' M ]A a, S-1 M 5' Tan (with orange staining), fine to coerce SAND, some Clayey Silt, little Gravel. M t3' (GLACIAL TILL) M T M ]A g, M 9' M 56 10' M 1 I, Bottom of Test Pit at 10.5'. 3 2' t 3' 14' 1 S' 16' tvara� I. stratification lines reprtsmt approximate boundaries between sail types, trovi0ons my b, gradual. Water level rzadino have been made at timte and under canditiom stRted. Fluctuations of woundw ow may occur due to racton< atwx than dww present at the done rlteasufeme,ns were tpadp, 2• Growl surface, c1tvarlon w test pit location was cmimated based on the "Slee Plan. Kilttbdge Crassina, North Andover. Masaachusetls," prepared by Memmaak Engineering • Services of Andovor. M#Aewhi tert,, dared I1r1Al, 3. Radoximorphle features (Estimntcj Seasonal High Groundwater) at spomKimately it". 4. Weeping observed at 2', S. Acneolmlon teat not aforalddbecaarse *Mer watt at ia4lkl t offill. 6. Tut •r haekdlled cam INion. tem ft rum Rouider 0—PraponiaNAbb,er6liom 12' GRO(NnWATER lance 31ty Rant Vied 3' tJaalprph Clamiriealion F. Fim (X) nrsounaerw TRACE (TR.) 0-10% A 6' • 11- M = Medium 1 ) NW &muntmd 6 16', 36' C 36'.d L-vw UTTLE(U.) 10 - ** C - Coxa _ v v_Y g Dooh Fdd • I— to wadkm TWA so to NME ORTH Mit SO(SO.1 2D • 75% ft"s' � OR - r=lteiet} PON (kzr 14 eat. yd. M•-- ModanaeANp 3S: ON , arawt, ro.! YUL • Ulav SL► O&Au virMPROak Inc, U7147 7f as )d i Test Pit Na. T1s-5 G AGaofinvmonttenlal, Int. ICiltrbd a Crossin Page No. t Of 1 E i�,y9/gejenlists North Andover, Massachusetts File No. 17147.00 Checked By: Dis One Edgewater Drive Norwood, Musachusetts 02062 Excavation F.qutpmeM GZA Rep. Det'ek SchiMir CohImetor Peter Breen Excavating. 111C. Dalt 03/06102 Operator Mian Grounded 18 0's _Dana Clouds, 40s Make john Dem Model 410D Time Stasrtted 13330 Weather Capacity 114 cu. yd. Reach1� B ft. Time Completed 1400 Depth $oil Description Sample PID Boulders: No. Reading Exeay. Count/ Note ( m) Effort ass Na. 0 $" Dark brown SILT (with Or anics), little fine W coarse Sano, trace Roots, trace Grovel. (TOPSOIL) Orange brown, fine to coarse SAND, same Clayey Silt, little(-) Gravel. M 1, 2 1 1,5' (SUBSOIL) M IA 3 2' M 4 i' M 4' Tan, fine to coarse SAND, sones Clayey Silt, little Gravol. (GLACIAL TILL) M S' M fA 5 b' M T M 8' M IA 6.7 Bottom of Test Pit at 9.51. la IV— 114'1. If- 1.&Ndneadon fines lraprMUM epproxim.re boundaries baxwaen soil type& tramittans may be gradual. Water level re.dirw hove been made at times and under cwAldons nand. Fluttualiarts of groundwater may ncew duo to faetan othat thad thaw preaenl at the tlmt nlaa9uttawnts were rrAde. 2. dralurd surfam ekvatiaa N kit pit location was estimated based on die -site Plan. vittrcdsE Crostinz. North Andevtr, M—tarsetts," prepwred by 1HCRimock Enginetrin j Services of Andover. Masaaehwwwa, dared I vllpl . 3, Redoklmor Ic Itanets (EatltrAwd Sensarml High Groundwater) u 18". ♦. Mdu tails from appmximuely 2'. 6. PerOalatian lest could not be performed due to moist Bolls. 5. Weeping observed from 6', T. Tat pit backfilled opencomoedi6d. Tat N Plan 1 I' @dr.ldwaw Pyvvwtiaa AeMcviMkM GROUNDWATER l.wbr sire Ramps Uteri P =Ware IX) m wmd 3' Dwipstim � ClrciMMlon TRACE (TR.) f) • 1096 " 11{ed .1 1(Ja Pi,mrretared Not wmi A 6". 17" C a g 1111-W C )V 1lTTlk(41.3 10.2(196 v ; v� °ry Elept'd ti^Pd Tutees m INA P/At . Fa m madiuu. �aervdalsa ttllrtn (SO.) 20-35% MC r Ptaa w ern:. Rsary oow� (psi vtaw NORTHNORTHSEMS @---fiat OR-Gm Orgy va64ot = 12 cu. yd. M•—.Atodn»s D----Difriwk AND 35 - 5096 YU = Y409- a ( 9-3 OnGZAGoolEnvirc:vem".'Inc. Ge4fts7. TIeY-An.a.lu.r_ .klS . . Test Pit No. TP -6 GZA Goognvitofunental. Inc. Page No. 1 of 1 Kltl a Crossin - En neprslSden(ists North Andover, MASSAChWeits File No, 17147.00 Checked By; WS One Edgewater Drive Norvood. Massachusetts 02062 Excyvstion Equipment GZA Rep. Derek Schipper Contractor Peter Breen Eacavafin , Inc. Date 03/06/02 Operator Dm -z MONO Gmund Elev. 190.01* WeAdwr Clouds, 40S Make John Dteere Model 410D Time Started 1415 Capadly 1 /� 4 W, yd. Reach Is ft. Time Completed 1430 Soil Description Sample PID $oulders' Depth No_ Reading EXCay. Count/ Note ( Effort Class No, 0 Dark brown SILT (with Organics), little fine to coarse Sand, (race Gravel, trace Rods, 1' (TOPSOIL.) M iZ 1 20" Orange brown, tixte to coarse SAND, sortie Clayey Silt, little Gravel. (SUBSOIL) M 34 2' M Y M IA 4 Tan (with orange staining), fine to warse SAND, some Clayey Silt, little Gravel, S-1 (GLACIAL TILL) M 5' M 6' MID 7. MVD is g' WD 516 9' Bottom of Test Pit at 9'- 14' 11' 12' 13' 14' 15' i'6' N"Ut 1- Stmltieadon lltta ropnttrt►t approairnate botmdfatiaa 6anvaan WiF types, traslsiHuna may he gadaal. Water [oval neWinp have been mode at times turd under owAitions stated PlttFxuatloda of"ems may mou due to fasten other than Hese pdesent N the tiro r1lNRnrWfua Wtrrt made. 2. [Trend menace elevation at seat pt loeatlan vraa extirna*4 basad on the "Site Plan, KJtrradjo Crotaiea, North Andover. Mamachusens,- prepared by Mcrrirnwk Engineering Serviaea of Andover. Mawehuwaa, dated t I/1101. 3. Redoxirnorphic featurra (Eats nadod Seasonal High (Iroundwater) at 19-. 4. Woaping WY. i. Pefeelation test not beet trae tet swas at mitral of fill. 5: Test it tuck611ed can atian. 1. Ter Pit Plan Pmnii& Boulder Class, pe it, Ahanvladtwtt OK"DWATER Labor Sim Rays Used P- Pirm (X) t000eeaaed ;naalpatloe Ctasslfkrtba TRACE ITR.) 0-104 M . mwiwto f )Had Peeaorreesd 6'-lT 9 li'-36' C Comm EIM++d Uapdh t 36• tad I araer LITTLE (U.) 10 . i096 V vwy rY FM = Fee to saadium Tim to e NORTH BRat SbMe (SOI) 30 - 35% NC= Pine ao coarse Greav4 Ho� wrier GR �lY Valiant : I I s% Yd. M—h/adeaw V --o fliiaaa AND 35 - 509b BN a Brewo Yet - Ye[bw AI 9.D GZAGeofdtvlramnenW.Inc- Qa17t{7.7v�171476adnww. Xf4fI8Sirr7 A W=1 L F9 01 Ilk IM AAIC #4AI. A IVA �i • 4"; ...P.-- pe vP.-- pe n = rl -4 W U�WW b-UJW)KM VS M '2J3AOONV J3j211S MVd 09 + SNI 'MIA2HS 9NIMN19N3 HodWi?Jt13W Q3Qg3N NOI.LdVM! NOO ON AN00 �� :NOISSIWSN'�21Z C- WOW :'dOLV'dgdo MVO ggVald `SWalg0dd2103 :IMMflN aNOHd-TM ONDWaR00 :Vaepmx XVA 01. oNICWHS Q3 N:ri L SZN3M03 �NI02i3 (y V� :01 (199HS itaAO3 omarrmm) :saoda 3o vgmK N -7JVd MRA O3 971,WIS3Vj SAP-UP016) -XYW Ot810 vm `mOQ/V6' 193v.IS' xwd 99 All `sjamt'3SJATIai3gAl1JAf3Xab'mIN7l3IY a :aLva PROJECT NUMBER: ��(( PROJECT TITLE:______!!. PROJECT LOCATION: OFFICE OF BUILDING INSPECTOR TOWN OF NORTH ANDOVER CONSTRUCTION CONTROL e L _troy s er; Ko NAME OFBUILDING:1 OFBUILDING:____ D i-hmcc,�cc]_ �E-'nc er NATURE OF PROJECT: S IN ACCORDANCE WITH ARTICLE 116 OF THE MASSACHUSETTS STATE BUILDING CODE, I, ?,o bQ.—L— ,--Is J— REGISTRATION NO BEING A REGISTERED PROFESSIONAL ENGINEER/ARCHITECI17HEREBY CER HAVE PREPARED OR DIRECTLY SUPERVISED THE PREPARATION OF ALL DE COMPUTATIONS AND SPECIFICATIONS CONCERNING: ENTIRE PROJECT • ARCHITECTURAL . STRUCTURAL • FIRE PROTECTION • ELECTRICAL • OTHER (SPECIFY) MECH/ 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. 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 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 INSPECTOR. UPON COMPLETION OF THE WORK, I SHALL SUBMIT A FINAL REPORT AS TO THE SATISFACTORY COMPLETION AND READINESS OF THE PROJECT FOR OCCUPANCY. 6 SIGNA SUBSCRIBED ND SWORM TO BEFORE THIS _DAY OF 20�� /7 �NbTRYPUBLIC MY COMMISSION EXPIRES PROJECT NUMBER: PROJECT TITLE: PROJECT LOCATION: NAME OF BUILDING:__ NATURE OF PROJECT: OFFICE OF BUILDING INSPECTOR TOWN OF NORTH ANDOVER CONSTRUCTION CONTROL "O vvl rrlunti lc. IN ACCORDANCE WITH ARTICLE 116 OF THE MASSACHUSETTS STATE BUILDING CODE, I, i\osSgm SALE4lKN0u _REGISTRATION NO.383 6-4 BEING A REGISTERED PROFESSIONAL ENGINEER/ARCHITECH HEREBY CERTIFY THAT I HAVE PREPARED OR DIRECTLY SUPERVISED THE PREPARATION OF ALL DESIGN PLANS COMPUTATIONS AND SPECIFICATIONS CONCERNING: ENTIRE PROJECT ® ARCHITECTURAL ®STRUCTURAL MECHANICAL FIRE PROTECTION ® ELECTRICAL ® OTHER (SPECIFY) 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. 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 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 INSPECTOR. UPON COMPLETION OF THE WORK, I SHALL SUBMIT A FINAL REPORT AS TO THE SATISFACTORY COMPLETION AND READINESS OF THE PROJECT FOR OCCU ANCY. �^ ~ SIG E SUBSCRIBED AND -SWORM TO BEFORE ME THIS -Itk DAY OF20P-&— -..� �, _vim NOTARY PU IC MY COMMISSION EXPIRES Ma2,006 MAScheck COMPLIANCE REPORT Massachusetts Energy Code MAScheck Software Version 2.01 Release 3 TITLE: Community.Building CITY: North Andover STATE. Massachusetts HDD: 6322 CONSTRUCTION TYPE: Multifamily HEATING SYSTEM TYPE: Other (Non -Electric Resistance) DATE: 7-5-2002 DATE OF PLANS: 05/28/02 PROJECT INFORMATION: Kitteredge Crossing North Andover, Massachusetts COMPANY INFORMATION: Opechee Construction Corporation 11 Corporate Drive Belmont, New Hampshire 03220 The Architecture Department - Littleton Lumber - Littleton, Massachusetts Robert J. Vorbach - Architect COMPLIANCE: Passes Maximum UA = 707 Your Home = 574 ( I Permit # Checked by/Date i The heating load for this building, and th'e cooling load if appropriate, has been determined using the applicable Standard Design Conditions found in the Code. The HVAC equipment selected to heat or cool the building shall be no greater than 125% of the design load as specified in Sections 780CMR 1310 and J4.4. Builder/Designer 06 o Ala 9085 coo 8DSYON. � AAASS. \\� OF 1a�'S` Date v Area or Cavity Cont. Glazing/Door Perimeter R -Value R -Value U -Value UA ------------------------------------------------------------------------------- CEILINGS: Raised Truss 24.60 38.0 0.0 62 WALLS: Wood Frame, 24" O.C. 1793 19.0 0.0 106 GLAZING: Windows or Doors 340 0.360 122 GLAZING: Windows or Doors 168 0.330 55, SLAB FLOORS: Unheated, 3.0" insul. 230 10.0 229 ------------------------------------------------------------------------------- COMPLIANCE STATEMENT: The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the requirements of the Massachusetts Energy Code. The heating load for this building, and th'e cooling load if appropriate, has been determined using the applicable Standard Design Conditions found in the Code. The HVAC equipment selected to heat or cool the building shall be no greater than 125% of the design load as specified in Sections 780CMR 1310 and J4.4. Builder/Designer 06 o Ala 9085 coo 8DSYON. � AAASS. \\� OF 1a�'S` Date v TITLE: Community Building MAScheck INSPECTION CHECKLIST Massachusetts Energy Code MAScheck Software Version 2.01 Release 3 DATE: 7-5-2002 CEILINGS: 1. Raised Truss, R-38 Comments/Location Insulation must achieve full height over the exterior wall. WALLS: 1. Wood Frame, 24" O.C., R-19 Comments/Location WINDOWS AND GLASS DOORS: 1. U -value: 0.36 For windows without labeled U -values, describe features: # Panes Frame Type Thermal Break? [ ] Yes [ ] No 2. Comments/Location U-value: 0.33 For windows without labeled U -values,. describe features: # Panes Frame Type Thermal Break? [ ] Yes [ ) No Comments/Location ___ SLAB -ON -GRADE FLOORS: 1. Unheated, 3.0" insul., R-10 Comments/Location Slab insulation to extend down from the top of the slab to at least 3" OR down to at least the bottom of the slab then horizontally for a total distance of 3". AIR LEAKAGE: Joints, penetrations, and all other such openings in the building envelope that are sources of air leakage must be sealed. When installed in the building envelope, recessed lighting fixtures shall meet one of the following requirements: 1. Type IC rated, manufactured with no penetrations between the inside of the recessed fixture and ceiling cavity and sealed or gasketed to prevent air leakage into the unconditioned space. 2. Type IC rated, in accordande with Standard ASTM E 283, with no more than 2.0 cfm (0.944 L/s) air movement from the the conditioned space to the ceiling cavity. The lighting. fixture shall have been tested at 75 PA or 1.57 lbs/ft2 pressure difference and shall be labeled. VAPOR RETARDER: Required on the warm -in -winter side of all non -vented framed ceilings, walls, and floors. MATERIALS IDENTIFICATION: Materials and equipment must be identified so that compliance can be determined. Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment must be provided. Insulation R -values and glazing U -values must be clearly marked on the building plans or specifications. DUCT INSULATION: Ducts shall be insulated per Table J4.4.7.1. DUCT CONSTRUCTION: All accessible joints, seams, and connections of supply and return ductwork located outside conditioned space, including stud bays or joist cavities/spaces used to transport air, shall be sealed using mastic and fibrous backing tape installed according to the ,manufacturer's installation instructions. Mesh tape may be omitted where gaps are less than 1/8 inch. Duct tape is not permitted. The HVAC system must provide a means for balancing .air and water systems. TEMPERATURE CONTROLS: Thermostats are required for each dwelling unit (non -dwelling areas must have one thermostat for each system or zone). A manual or automatic means to partially restrict or shut off the heating and/or cooling input to each room shall be provided. ELECTRIC SYSTEMS: Separate electric meters are required for each dwelling unit. HVAC EQUIPMENT SIZING: .Rated output capacity of.the heating/cooling system is not greater than 125% of the design load as specified in Sections 780CMR 1310 and J4.4. SWIMMING POOLS: All heated swimming pools must have an on/off heater switch and require a cover unless over 20% of the heating energy is from non-depletable sources. Pool pumps require a time clock. HVAC PIPING INSULATION: HVAC piping conveying fluids above 120 F or chilled fluids below 55 F must be insulated to the following levels (in.): CIRCULATING HOT WATER SYSTEMS: Insulate circulating hot water pipes to the following levels (in.): PIPE PIPE SIZES (in.) HEATING SYSTEMS: TEMP (F) 2" RUNOUTS 0-1" 1.25-2" 2.5-4" Low pressure/temp. 201-250 1.0 1.5 1.5 2.0 Low temperature 120-200 0.5 1.0 1.0 1.5 Steam condensate any 1.0 1.0 1.5 2.0 COOLING SYSTEMS: Chilled water or 40-55 0.5 0.5 0.75 1.0 refrigerant below 40 1.0 1.0 1.5 1.5 CIRCULATING HOT WATER SYSTEMS: Insulate circulating hot water pipes to the following levels (in.): PIPE SIZES (in.) NON -CIRCULATING I.CIRCULATING MAINS & RUNOUTS HEATED WATER TEMP (F): RUNOUTS 0-1" I 0-1.25" 1.5-2.0" 2.0+" 170-180 0.5 i 1.0 1.5 2.0 140-160 0.5 I 0.5 1.0 1.5 100-130 0.5 I 0.5 0.5 1.0 ----NOTES.T4 FIELD (Building.Department Use Only)------------------------- 9/11/2002 Mr. Tom Daigneault OPECHEE CONSTRUCTION CORP. 11 Corporate Drive Belmont, NH 03220 RE: rSTRUCTURAL PEER REVIEW KITTREDGE CROSSING - COMMUNITY BUILDING Route 125 North Andover, MA (DEI Project No. D0738 Billing Group 00 1) Dear Tom: Our firm was retained by Opechee Construction Corporation to conduct an independent struc- tural engineer review on the above referenced structure. The objective of this review being to determine if the structural plans and specifications for the referenced project are in compliance with Structural Code requirements, following the guidelines established in " Section 110.11 and Appendix I " of the Massachusetts State Building Code, 780 CMR, Sixth Edition. This objective is limited in that it is to be only to the extent necessary to ren- der an opinion regarding the stability and integrity of the primary structural system of the build- ing. At no time shall it be construed that our office (Daigle Engineers, Inc.), the Structural Engi- neer Project Peer Reviewer, through this peer review, is supplanting, or joining with, the S.E.R. (structural engineer of record) in his or her professional responsibility for the design of the Struc- tural System for the Community Building at the above referenced project. For our review, your firm provided us with structural drawings S-1 and S-2, dated 09/03/02. The Structural Engineer of Record (SER) Hossein Salehkhou, P.E., of JSN Associates, Inc., One Au- tumn Street, Portsmouth, NH, prepared, signed and sealed these documents. A copy of the geo- technical report prepared by GZA GeoEnvironmental, Inc., was also provided. As stipulated in "Appendix I " of 780 CMR, our office performed the following tasks: 1. Checked to assure that the design loads are in conformance with the requirements of the Massachusetts State Building Code, 780 CMR - Sixth Edition. 2. Checked that the design criteria and assumptions conform to 780 CMR, and are in gen- eral compliance with accepted engineering practice. 3. Reviewed the Geotechnical report for verification that the design properly incorporates its results and recommendations. 4. Checked that the organization of the structure is conceptually correct and that the load DEI ♦ 9/11/02 ♦ 10:15 AM ♦ 4 D0738BGOO1L091102.doc ♦ Page 1 oft 4-1 - Page 2 of 2 September 11, 2002 a ° Kittredge Crossing — Community Building, North Andover, MA Mr. Tom Daigneault, Opechee Construction Corp. paths are adequate to deliver forces from the building frame through the foundations and into the supporting sub grade. 5. Performed independent calculations for a representative fraction of the systems, mem- bers and details, adequate to form a basis for our conclusions. During the course of our review, we exchanged correspondence with, and conferred directly by phone with Mr. Salehkhou, P.E., the SER, to request clarifications and discuss issues of concern. All such issues of concern have been resolved to our satisfaction. It is our professional opinion that the design loads and design assumptions used for the design of this project conform to the requirements of the Massachusetts State Building Code, 780 CMR, and are in accordance with accepted engineering practice. We further state that there are no unresolved disputes between the structural engineer of record (Hossein Salehkhou, P.E., of JSN Associates, Inc.) and the independent structural reviewing engi- neer (Daigle Engineers, Inc) for the Community Building on the above referenced project. We trust that this will satisfy the needs of your office. Please call if you have any questions or concerns. Very truly, DAIGLE ENGINEERS INC Od Z/ 4X /6, A4C_ 7 Donald L. Peach, M.S., P.E. (ext. 119) Senior Structural Engineer dDeach04aig1eve. com x/c: Hossein Salehkhou, P.E., of JSN Associates, Inc. DLP/ dlp Daigle Engineers, Inc. 1 East River Place Methuen, MA 01844-3818 978 682 1748 978 682 6421 fax www.daiglepe.com of ti -PIP DONALD L. G PEACH N^ v STRUCTURAL No.41459 / -I- 61.11. ay.1l DEI ♦ 9/11/02 ♦ 10:15 AM ♦ ♦ D0738BGOO1L091102.doc ♦ Page 2 of 2 10/11/02 FRI 11:08 FAX DUMONT ENTERPRISES, INC. 41 LOWELL STREET, P O BOX 189 DUNSTABLE, MASSACHUSETTS 01827 978-649-7358 (FAX)978-649-4918 OPECHEE CONSTRUCTION CORP. 11 Corporate Dr. Belmont, N.H. 03220 Attn: Tom Daigneault Re; Offsite Fill at Kittredge Crossing North Andover, Ma. To whom it may concern: 10/10/02 three sources: In reference to the offsite fill origination, the fill material will be coming from 1. Dumont Pit in Westford, Ma. 2. Dumont Pit in Dunstable, Ma., 3. Benevento Materials in Wilmington, Ma. All materials are from virgin material sources and doesn't contain any hazardous or contaminated materials. =-1 TRANSMITTAL Terra Properties, LLC PO Box 3039 • Andover, MA 0 18 10 ■ p: 978-470-8257 • f. 978-470-2690 To: D. Robert Nicetta From: Christina Minicucci Date: October 15, 2002 CC: Subject: Certificate of clean fill Mr. Nicetta, Please find attached the certificate of clean fill from DuMont Enterprises. Please let me know if you need anything else. Sincerely, Te rr perties, LLC icucci Project Manager 10/11/02 FRI 11:08 FAX DUMONT ENTERPRISES, INC. 41 LOWELL STREET, P O BOX 189 DUNSTABLE, MASSACHUSETTS 01827 978-649-7358 (FAX)978-649-4918 OPECHEE CONSTRUCTION CORP. 10/10/02 11 Corporate Dr. Belmont, N.H. 03220 Attn: Tom Daigneault Re; Offsite Fill at Kittredge Crossing North Andover, Ma. To whom it may concern: three sources: In reference to the offsite fill origination, the fill material will be coming from 1. Dumont Pit in Westford, Ma. 2. Dumont Pit in Dunstable, Ma. , 3. Benevento Materials in Wilmington, Ma. All materials are from virgin material sources and doesn't contain any hazardous or contaminated materials. Sincerely, Kevin L. D ".t' U [A 002 The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations Boston, Mass. 02111 Workers' Compensation Insurance Affidavit Please Print Name: Location: City Phone 0 am a homeowner performing all work myself. I am a sole proprietor and have no one working in any capacity ® 1 am an employer providing workers' compensation for my. employees working on this job. Company.name: 0RE4WE CC*,45TGZ0C,-17D&1 Address IIf G.DTn::'0r4tgE DIVE CityL.MdrN/F IVI-j O�ZZO Phone #: 603— SZ7_�lO�lO Insurance Co. Policy # 310 2900/&F Company name: Address City: Phone #: Insurance Co. Policy # Failure to secure coverage as required under Section 25A or NIGL 152 can lead to the imposition of criminal penalties of a fine up to $1,500.00 and/or one years' imprisonment as well as civil penalties in the form of a STOP WORK ORDER and a fine of (S100.00) a day against me. I understand that a copy of this statem��forwarded to the Office of Investigations of the DIA for coverage verification. I do herby dertify under the pains aF d penalties �f perjury thet the inform,ption provided above is true and correct. Signature Print name Official use only do not write in this area to be completed by city or town official' F-1 Check if immediate response is required Building Dept Contact FORM WORKMAN'S COMPENSATION Date 9-t6 -6-2--- Phone #_ cl ❑ Building Dept ❑ Licensing Board ❑ Selectman's Office ❑ Health Department ❑ Other " r ccpp-- �..--� i ' II §110 y�j^vpp `'l!mmyil-,i'pR§X�y WY; �P t� `4 "R��i°A.�`R&T"MGf11F1 EF' L"IUIL� s�. DATE8/13/O2) P DucER dw 603-643-4540 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION A.. B. Gile, Inc. ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. PO BOX 66 COMPANIES AFFORDING COVERAGE Hanover NH 03755 COMPANY MEMIC INDEMNITY COMPANY INSURED COMPANY Opechee Construction B 11 Corporate Drive COMPANY Belmont NH 03220 C COMPANY D SCORQiGS, uj THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. COTYpE LTR OF INSURANCE POLICY NUMBER POLICY EFFECTIVE DATE IMM/DD/YY) POLICY EXPIRATION DATE (MM/DD/YY) LIMITS GENERAL LIABILITY GENERAL AGGREGATE I PRODUCTS . COMP/OP AGG $ COMMERCIAL GENERAL LIABILITY CLAIMS MAGE1-1 OCCUR fi. PERSONAL &ADV INJURY $ i EACH OCCURRENCE $ OWNER'S & CONTRACTOR'S PROT FIRE DAMAGE (Any one fire) II MED EXP (Any one person) II AUTOMOBILE LIABILITY ANY AUTO COMBINED SINGLE LIMIT $ BODILY INJURY (Per person) 8 ALL OWNED AUTOS SCHEDULED AUTOS BODILY INJURY 9 (Per accident) HIRED AUTOS NON -OWNED AUTOS PROPERTY DAMAGE $ GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ ANY AUTO OTHER THAN AUTO ONLY:R,' l EACH ACCIDENT S AGGREGATE $ EXCESS LIABILITY EACH OCCURRENCE $ AGGREGATE $ UNIZRELLA F'OR.%! $ OTHER THAN UMBRELLA FORM A WORKERS COMPENSATION AND EMPLOYERS' LIABILITY 1810060597 8/14/02 8/14/03 WC STATU• OTH• , Y f X T RY LIMITUS ER �i <t�as us EL EACH ACCIDENT $ SOOOOO EL DISEASE - POLICY LIMIT $ 500000 THE PROPRIETOR/ INCL PARTNERS/EXECUTIVE OFFICERS ARE: EXCL EL DISEASE - EA EMPLOYEE S 500000 OTHER DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES/SPECIAL ITEMS PROJECT: KITTREDGE CROSSING, NO. ANDOVER, MA ,CERTIFICATE HQLDER . _<:CANCELIATE01�µHr �r TERRA PROPERTIES, LLC SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL P.O. BOX 3039 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, ANDOVER, MA 01 810 BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. ACORDz25S I,l95► a 3�3 AUTHORI PNESENTATIV ` � A �` '�GOQ G'ORP T QNl9 8` �� s North Shore Public Purchasing Group , E_PREES Sales Customer Service (617) 388-6255 FAX: (617) 324-4333 (617) 388-6224 .� _ - �_ � � , �0�� N O� • � �I c-.O,o' 0<, -ll�p t Pbb4 - c.�g North Shore Public Purchasing Group AMM E.PRE55 fv 14-x it x� // GkZ L� Sales , (617) 388-6255 FAX: (617) 324-4333 Customer Service (617) 388-6224 The Commonwealth of Massachusetts y= Department of Industrial Accidents V Office of Investigations ' Boston, Mass. 02111 Workers' Compensation Insurance Aff1davit Please Print Name: Location: City Phone aam a homeowner performing all work myself. aI am a sole proprietor and have no one working in any capacity ® 1 am an employer providing workers' compensation for my employees working on this job. Company name: OPEC110—�:'>E Com#- �i7701�! Address I/ GDT1.1Z1�T� DTZIVE City: R:) h C>rNfr f IUF-i' Phone #: 603 — SL7-1040 Insurance Co. Policv # '910 Z900I C22 Company name: Address City: Phone #: Insurance Co. Policy # Failure to secure coverage as required under Section 25A or MGL 152 can lead to the imposition of criminal penalties of a fine up to $1,500.00 and/or one years' imprisonment as well as civil penalties in the form of a STOP WORK ORDER and a fine of ($100.00) a day against me. I understand that a copy of this statemeera4-may'Ne forwarded to the Office of Investigations of the DIA for coverage verification. I do herby certify under the pains Signature, Print name oTa perjury thet the information provided above is true and correct. Official use only do not write in this area to be completed by city or town official' F-1 Check if immediate response is required Building Dept Contact person: Phone FORM WORKMAN'S COMPENSATION 9—l6 -b', hone # ��-?–�0�� ❑ Building Dept ❑ Licensing Board ❑ Selectman's Office ❑ Health Department ❑ Other . 30 'RD,,,ACO (Ea DATE (MM./D/Y 08/13/02 - , _ r. PRODUCER 603-643-4540 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION A.. B. Gile, Inc. ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. PO BOX 66 COMPANIES AFFORDING COVERAGE Hanover NH 03755 COMPANY A MEMIC INDEMNITY COMPANY INSURED Opechee Construction COMPANY B 11 Corporate Drive COMPANY Belmont NH 03220 C COMPANY D ., THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE DATE (MM/DD/YY) POLICY EXPIRATION DATE (MM/DD/YY) LIMITS GENERAL LIABILITY GENERAL AGGREGATE S COMMERCIAL GENERAL LIABILITY PRODUCTS - COMP/OP AGG S CLAIMS MADE FIOCCUR Is PERSONAL & ADV .INJURY $ EACH OCCURRENCE $ OWNER'S & CONTRACTOR'S PROT FIRE DAMAGE (Any one fire) $ MED EXP (Any one person) $ AUTOMOBILE LIABILITY ANY AUTO COMBINED SINGLE LIMIT $ ALL OWNED AUTOS BODILY INJURY $ SCHEDULED AUTOS (Per person) HIRED AUTOS BODILY INJURY S NON -OWNED AUTOS (Per accident) PROPERTY DAMAGE S GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ ANY AUTO OTHER THAN AUTO ONLY:�4, EACH ACCIDENT S AGGREGATE S EXCESS LIABILITY EACH OCCURRENCE $ UNMRELLA FOR;1., AGGREGATE $ OTHER THAN UMBRELLA FORM $ A WORKERS COMPENSATION AND 1810060597 8/14/02 8/14/03 % T RY IMIT OER r�� EMPLOYERS' LIABILITY EL EACH ACCIDENT $ 500000 THE PROPRIETOR/ INCL PARTNERS/EXECUTIVE EL DISEASE - POLICY LIMIT $ 500000 EL DISEASE - EA EMPLOYEE S 500000 OFFICERS ARE: EXCL OTHER DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES/SPECIAL ITEMS PROJECT: KITTREDGE CROSSING, NO. ANDOVER, MA lERTIFCA E 0 DEREm.- „-u �; NMI tCAi�jICELATI.ON s' �' ,"� TERRA PROPERTIES, LLC SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL P.O. BOX 3039 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, ANDOVER, MA 01810 BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. AUTHORI P ESENTATIV �L y I •n w -,o-�„ \—may 41, CODE REVIEW KITTREDGE CROSSING COMMUNITY CENTER North Andover, MA 7/21/02 Massachusetts State Building Code, 780 CMR, Sixth Edition Use group A3 Sections 303.4 Building type 5B Section 606.1 Automatic sprinkler system N/A Construction Control and Inspections Building volume 2460 sq, ft. x 17.5' (average height) = 43,050 cu. ft. Stories 1 Story Construction control required? Yes Section 116.1 Independent Structural Engineering Review required? No Section 110.11.1 Special Inspections required? Yes Section 1705.1 Approval in part foundation N/A N/A Foundation Investigations N/A N/A analysis From table 1 Story 20' 1 Story ave 17.5' Table 503 Sprinkler increase N/A - TOTAL 1 Story 20' > Story ave 17.5 OK Area analysis(per story) Square Feet Allowed Proposed From table 4,200 - Table 503 Frontage increase 0% - Sprinkler increase 0% - Multistory reduction 0% - TOTAL (per story) 4,200 > 2,460 OK Unlimited Area requirement N/A N/A Mezzanine analysis Required Proposed Mezzanine area N/A N/A uwemny unit separations 1 N/A Table 602 JmoKe uarners 1 N/A Table 602 Other nonloadbearing partitions 0 0 Table 602 Interior loadbearmg walls,bearing partitions, columns, Table 602 girders, trusses and framing supporting more than one floor 1 N/A interior ioaooearmg walls,bearing partitions, columns, Table 602 girders, trusses and framing supporting one poor only or a root only 1 N/A Structural members supporting wall 1 N/A Table 602 Floor construction including beams 1 N/A Table 602 Pagel Type 5113 fire resistance ratings (hours) Required Proposed Table 602 Fire separation distance >30' 80' Exterior loadbearing walls 0 0 Table 705.2 Exterior nonloadbearing walls 0 0 Table 705.2 Fire walls and party walls 2 N/A Fire enclosure of exits 2 N/A Shafts and elevator hoistways 2 N/A Mixed use & fire area separations 2 N/A Table 313.1.2 Other separation assemblies 1 N/A Table 602 Exit access corridors 0 0 Table 1011.4 Tenant spaces separations 0 N/A Table 602 uwemny unit separations 1 N/A Table 602 JmoKe uarners 1 N/A Table 602 Other nonloadbearing partitions 0 0 Table 602 Interior loadbearmg walls,bearing partitions, columns, Table 602 girders, trusses and framing supporting more than one floor 1 N/A interior ioaooearmg walls,bearing partitions, columns, Table 602 girders, trusses and framing supporting one poor only or a root only 1 N/A Structural members supporting wall 1 N/A Table 602 Floor construction including beams 1 N/A Table 602 Pagel CODE REVIEW KITTREDGE CROSSING COMMUNITY CENTER North Andover, MA 7/21/02 >20' to lowest member • 0 0 Table 602 Fire Reststant Materials -Blockings in walls Yes yes 75' Table 1006. S Occupant load, Smoke development rating <450 Section 803 ,3 e -Z Flame spread minimum classifications 60 Table 10061,( - z Required vertical exits and passageways Class 1 (0-25) Table 803: q Corridors providing exit access Class 1 (0-25) Table 803.- If Rooms or enclosed spaces Class II (26-75) Table 803 , `f Fire sprinkler system not required N/A Length of exit access travel 200' 75' Table 1006. S Occupant load, Unconcentrated assembly 900/15 60 Table 10061,( - z Office 1000/100 10 Table 1008.1.2 Reading 560/50 12 Table 100$. 1. Z 82 Number of exits 2 2 Table 1010.2 Structural Loadings Snow: Zone 2 Figure 1610.1 B Pf = 30 psf Section 1610.2 Wind: Zone 3 Figure 1611.1C Exposure = B Section 1611.2 Ref. Wind pressure = 21 psf Table 1611.4 Seismic: Hazard EXposure Group I Table 1612.2.5 Performance Category C Section 1612.2.7 Av = 0.15 Section 1612.2.3 R = 6.5 Table 1612.4.4 Cd = 4 Table 1612.4.4 Floors: Slab on orade ED Aq�y�� No. 908$ BOSTON, y G� MASS. �4 Of �pSSP� OT, Date Paget min o �: ►—� Q � a Z a sLL a i. a W �d A- t, tt', a� w i 0z - d O� Jo Q Q G (� d -0 m C um Ln � e O.l c.��__ o o Erg y o a ® H c c :3 d; a 0 � ��n '■■■i -v � ' �i ® oc � N. a � > o 11r ? c c � • u tm CU Q ami 0 � c O wQ.O m 'G ~ �U` c ®w W p V c 10 .(D 0 0. ce E mac= 3 E U 32 N U a c. t 5 O _ m N v� h . L C z ,uj Oo c U 00 Z L- a 0 o O �� Z > 3 3� O z A Cd x w 0 A O co a u u(cr.) o a O r-4 z z A a to vv E wa�' Ra °�° o s a OO w C) w w °�° C/)w a a Go z 0-* °�° pG � w w a w w x w u c cA 6 cn Q 4! o cn C/) Z O p U z U r� o a ;z :A L O O Q Z O D CO) CDM E V a. O C 0 Q Q _O CO) Q 0 0 C. y O O _cc C. CO) 0 L 0 V Co C. 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CA Q O OM C O C O� mm� 1— .0 3� O Q O CL C' cm cx •C ev cc N J .a t 0 �;00 z CD r` CO)CL Q ,^ = v C (:I ONCH" D CONSTRUCTION CORPORATION 11 CORPORATE DRIVE BELMONT, NH 03220 PHONE (603) 527-9090 FAX (603) 527-9191 so ■ , i • i � M DATE 7 s d2 JOB NO./DIVISION 610 ATTE ION RE: 1 to I10A02 WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via ❑ Shop Drawings ❑ Copy of Letter ❑ Submittals ,BC Plans ❑ Change Order / ❑ ❑ Samples the following items ❑ Specifications Copies Date No Description ►� oZ - to I10A02 t oz, P t o2 Cir. C' l 4Vr �- THESE ARE TRANSMITTED as checked below: For approval El Approved as submitted ❑ Resubmit / ❑ For your use ❑ Approved as noted ❑ Submit _ ❑ As requested ❑ Returned for corrections ❑ Return ❑ For review and comment ❑ ❑ FOR BIDS DUE REMARKS _ copies for approval copies for distribution corrected prints 19 ❑ PRINTS RETURNED AFTER LOAN TO US -r -�--{�- � D s-�.�.i� FROM :OPECHEE CONSTRUCTION FAX NO. :9787940558 Nov. 14 2002 10:34AM P1 CONSTRUCTION CORPORATION FAX TRANSMITTAL TO: r • t. compANY. nQ A- AA3ougr- -RE: umbscc4 FROM: Moz- # OF PAGES INCLUDING COVER: I Der ('1IL n , ,%,A l 55 VIr-. Lj� At f L t 11 CORPORATE DRIVE. BEL`MONT. NK 03220 PHONE (603 )S27.9090 FAX (603)527.9191 a ONO" D CONSTRUCTION CORPORATION 11 CORPORATE DRIVE BELMONT, NH 03220 PHONE (603) 527-9090 FAX (603) 527-9191 TO: 141,�Q� 1" J o U 'G .4— [AUTEM o[F VaZ1UWW0ML WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via ❑ Shop Drawings ❑ Submittals ❑ Plans ❑ Copy of Letter ❑ Change Order ❑ zaZ the following items ❑ Samples ❑ Specifications Copies Date No Description ❑ As requested ❑ Returned for corrections ❑ For review and comment ❑ ❑ FOR BIDS DUE 20 (0 O z ?' AG e It -J1 oc 3 Lc7 03 0�- THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved'as submitted For your use ❑ Approved as noted ❑ As requested ❑ Returned for corrections ❑ For review and comment ❑ ❑ FOR BIDS DUE 20 REMARKS FROM SI NED ❑ Resubmit copies for approval ❑ Submit copies for distribution ❑ Return corrected prints ❑ PRINTS RETURNED AFTER LOAN TO US ONCH" D CONSTRUCTION CORPORATION 11 CORPORATE DRIVE BELMONT, NH 03220 PHONE (603) 527-9090 FAX (603) 527-9191 DATE /t 7- 6 40- 7- JOB NO./DIVISLON ATTENTI 1 b CC RE: WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via ❑ Shop Drawings ❑ Submittals ❑ Plans ❑ Copy of Letter ❑ Change Order ❑ the following items ❑ Samples ❑ Specifications Copies D to No Description THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted For your use ❑ Approved as noted ❑ As requested ❑ Returned for corrections ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 REMARKS ❑ Resubmit copies for approval ❑ Submit copies for distribution ❑ Return corrected prints ❑ PRINTS RETURNED AFTER LOAN TO US 5-27 , : 15:54 Caw - companies November 15, 2002 SUPERIOR CONCRETE Superior Concrete Co. A Division of Oldcastle Precast, Inc. P.O. Box 223 Auburn, ME 04212 Attention:: Glenn Robie Re: Kittredge Crossing Worth Andover, MA Precast Panel Geogrid Reinforced Retaining Wail System 2077849647 P.02 Dear Glenn: We have reviewed the wall construction to date for the above referenced retaining wall system. Panel installation progress has been somewhat hampered by the raining weather cozl.ditions the area has recently experienced.3 Norah Easters but progress has been made. The following was observed this week: ® Subgrade soils have been subject to rain but trenches have been plunped adequately. No soil stabilization is required. • Reinforced concrete leveling pads poured in place remain satisfactory. • Panel quality and alignment was found to be good. Structural Geo -grid reinforcement has been noted to be installed slightly below the level as called for. This has been brought to the contractor's attention by the factory representative and is being correoted. • Bodkin connection of uniaxial geo-grid is being performed in accordance with the manufacturer's recommendations. Backfill material is acceptable. Backfilling operations proceeding satisfactorily_ + Watertight joint sealing is being performed as indicated on the plans. 355 RP--z�orch Parkwoy Mandan, CT 06450 Tel. (203) 630-1406 Fax (203), 630.2615 Toll Free (8001301-3077 architecture Engtwrin0 - Piorvung • landscape AtcMacture - Land Survey(ng EMonmental sciences L�j N04 8-2002 15:54 SUPERIOR CONCRETE 2077849647 P.03 Glenn Robie November 15, 2002 Page 2 of 2 Top Coping placement has started and is adequate. Same of the nearby excavations have been noted as conung close to the tail ends of some of.the upper geo-grid layers. This must be watched by the Ole. -Site Contractor very oarefully. Once installed, and backfilled the geo-grids must not be disturbed. The installed wall system has remained straight and true throu11 gh 4 weeks and has withstood 3 North Easters. Wail construction to date was found to be in aecordwice with the approved shop drawings dated 6/11/02. The workmanship on the wall system to date was observed to be good. Should you require aAy additional information conceming this project, please feel free to contact us. Sincerely, BL COMPANIES Glenn A. Johnson, P. . Project Manager Cc: Steve Kap Offices: Dover, NH ; Manchester, NH Scarborough, ME 'IMCM97m] NOV 13 2001 BY- -------------------- GEOTECHNICAL CONSULTING SITE INSPECTIONS MATERIAL TESTING JOEN -I'f JRNER_C- ONSULTING, INC. REPORT OF CONCRETE FIELD/COMPRESSION TESTING CLIENT: Opechee Construction PROJECT: Kittredge Crossing Attn: Mr. Tom Daigneault North Andover, MA 11 Corporate Drive Belmont, NH 03220 DATE: November 6, 2002 REPORT #: 02-215-004 General Location: Wall Date Cast: 10-30-02 Field Rep.: Alan Baker Contractor: Opechee Supplier: MacLellan Admixtures: - Air Temp: 30°F Weather: Cloudy Nominal size of Aggr.: %1 Average Cylinder Weight: TICKET #/CYL? SLUMP AIR CONTENT CONCR. TEMP. ELAPSED TIME 1011.664/ 4 c 1 4.0 5.3 69 38 min. 1011666 4.0 - 70 45 min. 1011668 - _ _ _ DATE OF TEST AGE SPECIMEN AREA COMPRESSIVE STRENTH(psi) 11-06-02 7 28.27in2 2840 11-27-02 28 28.27in2 11-27-02 28 28.27in2 H 28.27in2 SPECIFIC LOCATION: East side of wall — Center DESIGN STRENGTH: 3000 PSI YARDS PLACED: 26 YARDS REMARKS: On Northwest corner of Chickering side of building I witnessed them retie rebar, they added eight ties combined with top & bottom. TEAMWORK ....I . ...................... 818 Central Avenue, Dover, NH 603-749-1841 Fax: 603- 743-3370 GEOTECHNICAL CONSULTING Offices: INOV 13 2002 SITE INSPECTIONS Dover, NH MATERIAL TESTING Manchester, NH Scarborough, ME BY """"""-----.------ DEN _T_ -- ER --C- ONSUL---N- G, WC. REPORT OF SIEVE & PROCTOR TEST RESULTS CLIENT: Opechee Construction Attn: Mr. Tom Daigneault 11 Corporate Drive Belmont, NH 03220 PROJECT: Kittredge Crossing North Andover, MA DATE: October 29, 2002 REPORT #: 02-21.5-003A Sampled Source: Soil ID #: Date Received: Method of Test: Dover Pit 987 10-25-02 ASTM C136/117 Soil Type: Sand Intended Use: Fill Sampled By: Todd Aubert Tested By: Matt Barnes SIEVE SIZE PERCENT SPECS PASSING SPECS SPECS 3/8" 100 #4 98.9 #10 98.5 #20 96.7 #40 86.3 #80 41.4 #100 32.6 #200 7.2 #200* *7.3 *Based on sand fraction. REMARKS: PROCTOR TEST RESULTS Method of Proctor Testing: ASTM D1557 (modified) Maximum pry Density: 108.5 lbs/ft3 Optimum Dry Density: 1.2.5 % TEAMWORK � ....................... 818 Central Avenue, Dover, NH 603-749-1841 Fax: 603- 743-3370 Offices: Dover, NH NO V 13 2002 Manchester, NH Scarborough, ME - �cmniv� c, GEOTECHNICAL CONSULTING SITE INSPECTIONS MATERIAL TESTING G, REPORT OF SIEVE & PROCTOR TEST RESULTS CLIENT: Opechee Construction Attn: Mr. Tom Daigneault 11 Corporate Drive Belmont, NH 03220 PROJECT: Kittredge Crossing North Andover, MA DATE: October 29, 2002 REPORT #: 02-215-003B Sampled Source: Soil ID #: Date Received: Method of Test: On-site 988 10-25-02 ASTM C136/117 Soil Type: Silty Gravel Intended Use: Common Fill Sampled By: Todd Aubert Tested By: Matt Barnes SIEVE SIZE PERCENT SPECS SPECS SPECS PASSING 3" 100 2" 96.6 1.5" 92.4 1" 90.6 3/" 89.5 %2" 87.4 3/8" 85.6 #4 82.2 #10 77.0 #20 70.7 #40 63.3 #80 50.4 #100 47.9 #200 36.8 #200* *44.8 *Based on sand fraction. PROCTOR TEST RESULTS Method of Proctor Testing: ASTM D1557 (modified) Maximum Dry Density: 135.0 lbs/ft3 Optimum Dry Density: 6.0 % _REMARKS: TEAMWORK .... ...................... 818 Central Avenue, Dover, NH 603-749-1841 Fax: 603- 743-3370 ?1 .02 05:04p raa� �r•®.w�a Associates, Inc. One Autumn Street Portsmouth, NH 03801 Telephone (603) 433-8639 Fax (603) 431-2811 JSN ASSOCIATES, INC. t6O31431-2811 p.2 FIELD VISIT REPORT NO. I To: Tom Daigneault Opechee Construction Corporation 11 Corporate Drive Belmont, NH 03220 Pr. oiect: Kittredge Crossing North Andover, MA Contractor: Opechee Construction Corp. 11 Corporate Drive Belmont, NH 03220 Persons Present: Tom Daigneault, Earney Mayo, Kevin Martin, and Hossein Salehkhou JSN Project No. Weather: Purpose of Visit: 020620.1 Sunny, 40° F 1. Observe construction progress. Observations Date of Visit: 11/15/2002 Date of Report: 11/21/2002 1. Kevin Martin, P.E. of John Turner Consulting, Inc. QTQ was present to examine site conditions and determine if the 4000 psf load bearing capacity used in design was achievable with the material on site. A later correspondence fioin Mr. Martin indicated that the in-situ soils possess a minimum load bearing capacity of 4000 pounds per square foot. 2. Mr. Martin was also consulted regarding measures to waterproof the basements. It was determined that a system as depicted on Drawing D entitled `Building 1, 2 & 3 Diaper" would be beneficial. This system, in conjunction with the perimeter and interior drains, will provide an additional measure in waterproofing the basements. 3. At the time of my visit, the site was found to be cleared of all surface vegetation. Foundation. subgrade preparation was in progress for Building 2. 4. Foundation work for Building 5 has been completed and backfilled. The work appeared satisfactory. &, ad" Sz'usetuaal S"t"y ' v 21 02 05:04P FIELD VISIT REPORT NO.1 Kittredge Crossing North Andover, MA Page 2 Comments JSN RSSOcIRTES, INC. (603)431-2811 p.3 1. As requested by Opechee, T will be visiting the site on a weekly basis. John Turner Consulting should be retained to perform tasks outlined on the "Schedule of Special Inspection Services" and to verify the soil bearing capacity as foundation work progresses. 2. A copy of Kevin Martin's letter is attached for your files. JSN Associates, Inc. ;*f� ---- Hossein Salehkhou, P.E. Vice President 6w4ge?,� Stku��.c�ure�rca F r om: 11/21/2002 16:08 #188 P.002/003 GEOTECU NICAL CONSULTING Offices: • SITE INSPECTIONS Dover, NH MATERIAL TESTING Manchester, 1VJY Scarborough, ME J0FN7UFM-RC0NS-UrnNG,1NC, FIELD REPORT PROJECT. Kitteredge Crossing PROJECT NO: o r',lr, LOCATION: North Andover, MA WEATHER: Cloudy, 45° DATE: November 15, 2002 CONTRACTOR: Opechee Construction PURPOSE. 'A site visit was made to the referenced project to review the foundation subgrade conditions. The project includes a new residential condominium. development. To accommodate the development, some former site buildings located along Chickering Road (Route 1.25) to the east of the propertywere removed from the site. There are to be four multi -unit, three-story, steel framed structure° , t. -6 ghout the development as well as a new club house. It is designed to support the :.; .buildings up'o ,; ill height basement foundations using conventional spread footings and a concrete ;;;;-floor slab,,:f;;$ 5ed<;: 'cursory review of the Site Plans, grades within the project limits vary from abotix'20; 4:84-'. t'"',- "gradual downward slope towards the west. The majority of the site is to be 'feed: ipvva da';of'7-4.6"Y— to achieve finish grade_ A precast retaining wall surrounds the majority of die'`projec :ll ri� s, 6. the deep site fills. Based on review of the Foundation Plans, the ootmgs were?,desxgned predicated upon an allowable bearing capacity of 4 ksf. At the time ,ca 4: 4 visit, a substantial amount of site Work had been completed and foundation subgrade prepara ton was progressing within Building No. 2. More specifically, the site was cleared of all surface vegetation as well as the former site buildings. The perimeter retaining wails are being installed and backfilled with the reinforcing geogrids throughout the project. Ai the time of this visit, the foundation subgrade conditions within Building No. 2 located along the NE section of the site was being prepared. Site grades within this building footprint are shown to vary from about 192-197 ft. The foundation excavation requires an elevation of about 190 ftt or about 3 ft below basement floor grade. As such, deep cuts of about 2-7 ft are i-equired to achieve grade with no required fill. The northern half of the subgrade was observed this date and generally includes a dense glacial till. The till consists of an olive grey -brown, fine to medium sand with some to little gravel and silt and occasional cobbles. There was no groundwater observed within the excavation limits. The subgrade was proof rolled with a vibratory roller and appeared stable and compact. Such conditions should be considered suitable for foundation bearing support. AW.'. OR K 818 Central Avenue, Dover, NH 603-749-1841 Far: 603- 743-3370 . r,F�rom: low Kltteredge Crossing North Andover, MA 11/21/2002 16:09 #188 P.003/003 November 15, 2002 Page 2 of 2 Eased on the discussions this date with the Contractor (Opechee) and Structural Engineer (JSN), we provide the following comments/recommendations: The basement foundations are -to be provided with the 6 inch diameter perimeter drains per the Project Plans. As an additional measure for water -proofing the basement, an interior drain system'will be constructed adjacent to the perimeter footings which discharges into a sump pit to be located in the mechanical room. The entire foundation will also be encompassed with a rubberized membrane. Below the footings and floor slab, a base of sand as- well as gravel will separate the membrane. A base of sand below the nhernbrane will also provide separation between the glacial till to provide a smoother cushion for construction. Lastly, a bentonite sealing strip is to be placed at the interface of the footing and foundation wall. JTC agrees with the additional water -proofing measures in concept provided the water is adequately drained away from the buildings as designed on the Site Plans. It should be noted that the 6 inch sand base was being placed this date atop the prepared glacial till subgrade within Building No. 2. , ITC will provide geotechnical engineering review of the foundation subgrade conditions once exposed during construction per the Foundation Notes. As such, 'an Engineer from JTC should be scheduled to review the condition, composition and stability of the bearing subgrade conditions in this respect, JTC is also to provide field density testing on the compacted backfill per the Project Spec cations_ Our technical staff may be scheduled to provide such testing. Should you have any questions or require additional assistance, please do not hesitate to contact our office. John Turner Consulting, Inc. IN OF,q �O KEM M. 7 MARTIN r Kevin M. Martin, P.E.�� 7Vm. 58tCs8 Geotechnical Engineer kmm20/j tc02/111502apt O U m Q w U m Z Z N V N B w w w w p ¢ < a^n v� L �o zodman mem .0 L¢ Y = N J �. 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F A� O a E- rn z a 0 x \z �0 o \ w U N w o� J w Q O 3� 2 O �a \ x� O�v m 2 w� N z \o O W! -EW m7 qo-- w �x> 3 ro A o J— e Wz O Z U w Z OOW. O N 2 O H as Y Ww ZWZ �1¢i0a G 4 O 0 0 and O 3 0. 00 3m O d z> <u zzzo H a�Z o E d.0 SZ' X ,H, I w Z Oa w .ww N y Z q w y# F Y K J S y O H w ¢ y 0 WWW U y S K Z a X U Z f ny¢ww..Waz 0 �i J Q O 3� W 3 OJ O �a o O�v Z 0 2 N z O W! -EW qo-- w �x> 3 0 �i 11/14/2002 Mr. Tom Daigneault OPECHEE CONSTRUCTION CORPORATION 11 Corporate Drive Belmont, NH 03220 RE: STRUCTURAL PEER REVIEW KITTREDGE CROSSING - PRECAST PANEL RETAINING WALL SYSTEM Route 125 North Andover, MA (DEI Project No. D0738 Billing Group 002) Dear Tom: Our firm was retained by Opechee Construction Corporation to conduct an independent struc- tural engineer review on the Tensar Geogrid Reinforced Retaining Wall System for the above refer- enced project. The objective of this review being to determine if the structural plans and specifications for the referenced project are in compliance with Structural Code requirements, following the guidelines established in " Section 110.11 and Appendix I " of the Massachusetts State Building Code, 780 CMR, Sixth Edition. This objective is limited in that it is to be only to the extent necessary to ren- der an opinion regarding the stability and integrity of the primary structural system of the build- ing. At no time shall it be construed that our office (Daigle Engineers, Inc.), the Structural Engi- neer Project Peer Reviewer, through this peer review, is supplanting, or joining with, the S.E.R. (structural engineer of record) in his or her professional responsibility for the design of the Struc- tural System for the Community Building at the above referenced project. For our review, your firm provided us with structural drawing No. D-11592, Sheets No. 1 thru 4, dated 10/03/02, as prepared by Chase Precast, North Brookfield, MA., and the applicable structural calculations for the TENSWAL - Tensar Geogrid Reinforced Retaining Wall System. The Structural Engineer of Record (SER), Robert A. Landino, P.E., signed and sealed the above refer- enced documents (date on seal - 10/ 10/02). A copy of the geotechnical report prepared by GZA GeoEnvironmental, Inc., was also provided to us. As stipulated in " Appendix I " of 780 CMR, our office performed the following tasks: 1. Checked to assure that the design loads are in conformance with the requirements of the Massachusetts State Building Code, 780 CMR - Sixth Edition. 2. Checked that the design criteria and assumptions conform to 780 CMR, and are in gen- eral compliance with accepted engineering practice. Daigle Engineers, Inc. I East River Place Methuen, MA 01944-3818 978 682 1748 978 682 6421 fax www.daiglepe.com DET ♦ 11/14/02 ♦ 3 19PM ♦ ♦ D0738BG002L111402.doc ♦ Page 1 oft Page 2 of 2 November 14, 2002 Kittredge Crossing — Precast Retaining Walls North Andover, MA Mr. Tom Daigneault, Opechee Construction Corp. 3. Reviewed the Geotechnical report for verification that the design properly incorporates its results and recommendations. 4. Checked that the organization of the structure is conceptually correct and that the load paths are adequate to deliver forces from the building frame through the foundations and into the supporting sub grade. 5. Performed independent calculations for a representative fraction of the systems, mem- bers and details, adequate to form a basis for our conclusions. It is our professional opinion that the design loads and design assumptions used for the design of this project conform to the requirements of the Massachusetts State Building Code, 780 CMR, and are in accordance with accepted engineering practice. We further state that there are no unresolved disputes between the structural engineer of record (Robert A Landino, P.E.) and the independent structural reviewing engineer (Daigle Engineers, Inc) for the Tensar Geogrid Reinforced Retaining Wall System on the above referenced project. We trust that this will satisfy the needs of your office. Please call if you have any questions or concerns. Very truly, DAIGLE ENGINEERS INC. ow/�� Donald L. Peach, M.S., P.E. (ext. 119) Senior Structural Engineer dpeach6c)daiglepe. com DLP/ dlp DEI • 11/14/02 • 3:19 PM • • D0739BG002L111402.doc ♦ Page 2 of 2 ******************************************************************************** * * p.1 of 2 * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 10' HIGH ** Program Analysis for TENSAR Geogrid Reinforcement Only ** INPUT REINFORCED WALL FILL DATA Height (ft) = 10 Angle of Face (deg) = 0 Density of fill (lb/ft3) = 130 Phi in degrees = 32 * Cohesion c (lb/ft2) = 0 RETAINED BACKFILL DATA Density of fill (lb/ft3) = 130 Phi in degrees = 30 * Cohesion c (lb/ft2) = 0 FOUNDATION SOIL DATA Phi in degrees = 30 Cohesion c (lb/ft2) = 0 Allow. bearing press. (lb/ft2) = 3000 LOADING DATA Height of backfill slope (ft) = 0.3 Slope angle in degrees = 4 Surcharge on top of slope (lb/ft2)= 250 TENSAR GEOGRID DATA Geogrid designation = UX1400 % Coverage of TENSAR geogrids = 100 Minimum Geogrid length (ft) 7 Wall soil interaction coeff. = 0.9 F.S. for geogrid pullout = 1.5 Fdn. soil interaction coeff. = 0.9 MISCELLANEOUS DATA F.S. for sliding F.S. for overturning F.S. for uncertainties Design Methodolgy Construction Damage based on J— 5 'D Ito to 2 2 1.5 = Tensar Guidelines = 3/4 minus gravel and Sand TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation *****%C***'k*il•%C**ih**A'A"A'****%i***%C%C*%C*'JC*i�r%C*A'A"k*%C*�1"k***%CA'***%C******A'*il ***'A'IciC**ik****** * * p.2 of 2 * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 0.0 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 10' HIGH F.S. Control ** Program Analysis for TENSAR Geogrid Reinforcement Only ** OUTPUT F of S against sliding = 1.84 F of S against overturning = 2.97 Maximum Bearing Pressure (Lb/ft2) = 2053 Angle of Inclination, Delta (deg) = 0.0 Eccentricity of Pres. Resultant (ft) = 1.07 Total Number of TENSAR Geogrid Layers = 5 ------------------------------------------------------------------------ Elevation Allow. Length Working Max Force F.S. Control of TENSAR Vi of TENSAR Strength of TENSAR Mechanism Geogrid (ft) (ft) Geogrid (ft) (lb/ft) ------------------------------------------------------------------------ Geogrid (lb/ft) 9.25 28.50 7.00 UX1400:1333 364 3.66 W( 8.7,29.0) 7.25 7.77 7.00 UX1400:1333 493 2.70 W(10.0,29.0) 5.25 4.50 7.00 UX1400:1333 493 2.70 W(10.0,29.0) 3.25 3.17 7.00 UX1400:1333 561 2.37 Tension 1.25 2.35 7.00 UX1400:1333 ------------------------------------------------------------------------ 850 1.57 Tension Efficiency of Strength Used vs. Available = 62.14 % Area of geogrids required (ft2/ft) = 35.00 In accordance with the "Tenswal" licensing Agreement, the designer must determine the suitability of program results. TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation * * p.1 of 2 * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 8' HIGH ** Program Analysis for TENSAR Geogrid Reinforcement Only ** INPUT REINFORCED WALL FILL DATA Height (f t) = 8 Angle of Face (deg) = 0 Density of fill (lb/ft3) = 130 Phi in degrees = 32 * Cohesion c (lb/ft2) = 0 RETAINED BACKFILL DATA Density of fill (lb/ft3) = 130 Phi in degrees = 30 * Cohesion c (lb/ft2) = 0 FOUNDATION SOIL DATA Phi in degrees = 30 Cohesion c (lb/ft2) = 0 Allow. bearing press. (lb/ft2) = 3000 LOADING DATA Height of backfill slope (ft) = 0.3 Slope angle in degrees = 4 Surcharge on top of slope (lb/ft2)= 250 TENSAR GEOGRID DATA Geogrid designation = UX1400 % Coverage of TENSAR geogrids = 100 Minimum Geogrid length (ft) = 4 Wall soil interaction coeff. = 0.9 F.S. for geogrid pullout = 1.5 Fdn. soil interaction coeff. = 0.9 MISCELLANEOUS DATA F.S. for sliding F.S. for overturning F.S. for uncertainties Design Methodolgy Construction Damage based on 1.5 2 1.5 = Tensar Guidelines = 3/4 minus gravel and Sand TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation ******************************************************************************** * * p.2 of 2 * * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 0.87 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 8' HIGH 7.25 28.50 6.00 UX1400:1333 ** Program Analysis for TENSAR Geogrid Reinforcement Only ** OUTPUT F of S against sliding = 1.85 F of S against overturning = 3.07 Maximum Bearing Pressure (Lb/ft2) = 1603 Angle of Inclination, Delta (deg) = 0.0 Eccentricity of Pres. Resultant (ft) = 0.87 Total Number of TENSAR Geogrid Layers = 4 ------------------------------------------------------------------------ Elevation Allow. Length Working Max Force F.S. Control of TENSAR Vi of TENSAR Strength of TENSAR Mechanism Geogrid(ft) (ft) Geogrid(ft) (lb/ft) ------------------------------------------------------------------------ Geogrid(lb/ft) 7.25 28.50 6.00 UX1400:1333 246 5.42 W( 6.7,29.0) 5.25 7.77 6.00 UX1400:1333 390 3.42 W( 8.0,29.0) 3.25 4.50 6.00 UX1400:1333 395 3.37 Tension 1.25 3.17 6.00 UX1400:1333 ------------------------------------------------------------------------ 632 2.11 Tension Efficiency of Strength Used vs. Available = 46.78 % Area of geogrids required (ft2/ft) = 24.00 In accordance with the "Tenswal" licensing Agreement, the designer must determine the suitability of program results. TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation ******************************************************************************** REINFORCED WALL FILL DATA Height (f t) = 6 Angle of Face (deg) = 0 Density of fill (lb/ft3) = 130 Phi in degrees = 32 * Cohesion c (lb/ft2) = 0 RETAINED BACKFILL DATA Density of fill (lb/ft3) = 130 Phi in degrees = 30 * Cohesion c (lb/ft2) = 0 FOUNDATION SOIL DATA Phi in degrees = 30 Cohesion c (lb/ft2) = 0 Allow. bearing press. (lb/ft2) = 3000 LOADING DATA Height of backfill slope (ft) = 0.3 Slope angle in degrees = 4 Surcharge on top of slope (lb/ft2)= 250 TENSAR GEOGRID DATA Geogrid designation = UX1400 % Coverage of TENSAR geogrids = 100 Minimum Geogrid length (ft) = 4 Wall soil interaction coeff. = 0.9 F.S. for geogrid pullout = 1.5 Fdn. soil interaction coeff. = 0.9 MISCELLANEOUS DATA F.S. for sliding F.S. for overturning F.S. for uncertainties Design Methodolgy Construction Damage based on 1.5 2 1.5 Tensar Guidelines 3/4 minus gravel and Sand TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation p.1 of 2 * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 6' HIGH ** Program Analysis for TENSAR Geogrid Reinforcement Only ** INPUT REINFORCED WALL FILL DATA Height (f t) = 6 Angle of Face (deg) = 0 Density of fill (lb/ft3) = 130 Phi in degrees = 32 * Cohesion c (lb/ft2) = 0 RETAINED BACKFILL DATA Density of fill (lb/ft3) = 130 Phi in degrees = 30 * Cohesion c (lb/ft2) = 0 FOUNDATION SOIL DATA Phi in degrees = 30 Cohesion c (lb/ft2) = 0 Allow. bearing press. (lb/ft2) = 3000 LOADING DATA Height of backfill slope (ft) = 0.3 Slope angle in degrees = 4 Surcharge on top of slope (lb/ft2)= 250 TENSAR GEOGRID DATA Geogrid designation = UX1400 % Coverage of TENSAR geogrids = 100 Minimum Geogrid length (ft) = 4 Wall soil interaction coeff. = 0.9 F.S. for geogrid pullout = 1.5 Fdn. soil interaction coeff. = 0.9 MISCELLANEOUS DATA F.S. for sliding F.S. for overturning F.S. for uncertainties Design Methodolgy Construction Damage based on 1.5 2 1.5 Tensar Guidelines 3/4 minus gravel and Sand TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation ******************************************************************************** * * p.2 of 2 * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 6' HIGH ** Program Analysis for TENSAR Geogrid Reinforcement Only ** OUTPUT F of S against sliding = 1.84 F of S against overturning = 3.16 Maximum Bearing Pressure (Lb/ft2) = 1172 Angle of Inclination, Delta (deg) = 0.0 Eccentricity of Pres. Resultant (ft) = 0.71 Total Number of TENSAR Geogrid Layers = 3 ------------------------------------------------------------------------ Elevation Allow. Length Working Max Force F.S. Control of TENSAR Vi of TENSAR Strength of TENSAR Mechanism Geogrid (ft) (ft) Geogrid (ft) (lb/ft) Geogrid (lb/ft) ------------------------------------------------------------------------ 5.25 28.50 5.00 UX1400:1333 156 8.54 W( 2.7,29.0) 3.25 7.77 5.00 UX1400:1333 333 4.01 W( 4.7,29.0) 1.25 4.50 5.00 UX1400:1333 444 3.00 Tension ------------------------------------------------------------------------ Efficiency of Strength Used vs. Available = 34.99 % Area of geogrids required (ft2/ft) = 15.00 In accordance with the "Tenswal" licensing Agreement, the designer must determine the suitability of program results. TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation * * p.1 of 2 * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 4' HIGH ** Program Analysis for TENSAR Geogrid Reinforcement Only ** INPUT REINFORCED WALL FILL DATA Height ( f t) = 4 Angle of Face (deg) = 0 Density of fill (lb/ft3) = 130 Phi in degrees = 32 * Cohesion c (lb/ft2) = 0 RETAINED BACKFILL DATA Density of fill (lb/ft3) = 130 Phi in degrees = 30 * Cohesion c (lb/ft2) = 0 FOUNDATION SOIL DATA Phi in degrees = 30 Cohesion c (lb/ft2) = 0 Allow. bearing press. (lb/ft2) = 3000 LOADING DATA Height of backfill slope (ft) = 0.3 Slope angle in degrees = 4 Surcharge on top of slope (lb/ft2)= 250 TENSAR GEOGRID DATA Geogrid designation = UX1400 % Coverage of TENSAR geogrids = 100 Minimum Geogrid length (ft) = 4 Wall soil interaction coeff. = 0.9 F.S. for geogrid pullout = 1.5 Fdn. soil interaction coeff. = 0.9 MISCELLANEOUS DATA F.S. for sliding F.S. for overturning F.S. for uncertainties Design Methodolgy Construction Damage based on 1.5 2 = 1.5 = Tensar Guidelines = 3/4 minus gravel and Sand TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation ******************************************************************************** * * p.2 of 2 * GLENN A JOHNSON, PE * TENSWAL BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 4' HIGH ** Program Analysis for TENSAR Geogrid Reinforcement Only ** OUTPUT F of S against sliding = 1.91 F of S against overturning = 3.50 Maximum Bearing Pressure (Lb/ft2) = 745 Angle of Inclination, Delta (deg) = 0.1 Eccentricity of Pres. Resultant (ft) = 0.55 Total Number of TENSAR Geogrid Layers = 2 ------------------------------------------------------------------------ Elevation Allow. Length Working Max Force F.S. Control of TENSAR Vi of TENSAR Strength of TENSAR Mechanism Geogrid (ft) (ft) Geogrid (ft) (lb/ft) Geogrid (lb/ft) ------------------------------------------------------------------------ 3.25 28.50 4.00 UX1400:1333 156 8.54 W( 2.7,29.0) 1.25 7.77 4.00 UX1400:1333 265 5.03 W( 4.0,29.0) ------------------------------------------------------------------------ Efficiency of Strength Used vs. Available = 23.70 % Area of geogrids required (ft2/ft) = 8.00 In accordance with the "Tenswal" licensing Agreement, the designer must determine the suitability of program results. TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation * * * GLENN A JOHNSON, PE p.l of 2 * TENSWAL * BARAKOS-LANDING, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 10' HIGH INPUT ** Program Analysis for TENSAR Geogrid Reinforcement Only ** REINFORCED WALL FILL DATA Height (ft) = 10 Angle of Face (deg) = 0 Density of fill (lb/ft3) = 130 Phi in degrees = 32 * Cohesion c (lb/ft2) = 0 RETAINED BACKFILL DATA Density of fill (lb/ft3) = 130 Phi in degrees = 30 * Cohesion c (lb/ft2) = 0 FOUNDATION SOIL DATA Phi in degrees 30 Cohesion c (lb/ft2) - 0 Allow.'bearing press. (lb/ft2) = 3000 LOADING DATA Height of backfill slope (ft) = 0.3 Slope angle in degrees = 4 Surcharge on top of slope (lb/ft2)= 250 TENSAR GEOGRID DATA Geogrid designation UX1400 % Coverage of TENSAR geogrids = 100 Minimum Geogrid length (ft) _ 7 Wall soil interaction coeff. = 0.9 F.S. for geogrid pullout = 1.5 Fdn. soil interaction coeff. = 0.9. MISCELLANEOUS DATA F.S. for sliding F.S. for overturning F.S. for uncertainties Design Methodolgy Construction Damage based on I b/Iol 1.5 2 = 1.5 = Tensar Guidelines = 3/4 minus gravel and Sand TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation * * p.2 of 2 * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 10' HIGH ** Program Analysis for TENSAR Geogrid Reinforcement Only ** OUTPUT F of S against sliding 1.84 F of S against overturning = 2.97 Maximum Bearing Pressure (Lb/ft2) = 2053 Angle of Inclination, Delta (deg) = 0.0 Eccentricity of Pres. Resultant (ft) 1.07 Total Number of TENSAR Geogrid Layers = 5 Elevation ----------------------------------------------------------- Allow. Length Working Max Force F.S. Control of TENSAR Vi of TENSAR Strength of TENSAR Mechanism Geogrid(ft) (ft) --------------------------------------------------------- Geogrid(ft) (lb/ft) Geogrid(lb/ft) .9.25 28.50 7.00 UX1400:1333 364 3.66 W( 8.7,29.0) 7.25 7.77 7.00 UX1400:1333 493 2.70 W(10.0,29.0) 5.25 4.50 7.00 UX1400:1333 493 2.70 W(10.0,29.0) 3.25 3.17 7.00 UX1400:1333 561 2.37 Tension 1.25 2.35 ------------------------------------------------------- 7.00 UX1400:1333 850 1.57 Tension Efficiency of Strength Used vs. Available = 62.14 a Area of geogrids required (ft2/ft) = 35.00 In accordance with the "Tenswal" licensing Agreement, the designer must determine the suitability of program results. TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation * * p.l of 2 * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93. ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 8' HIGH . ** Program Analysis for TENSAR Geogrid Reinforcement Only ** INPUT REINFORCED WALL FILL DATA Height (ft) = 8 Angle of Face (deg) = 0 Density of fill, (lb/ft3) = 130 Phi in degrees = 32 * Cohesion c (lb/ft2) = 0 RETAINED BACKFILL DATA Density of fill (lb/ft3) = 130 Phi in degrees = 30 * Cohesion c (lb/ft2)' = 0 FOUNDATION SOIL DATA Phi in degrees = 30 Cohesion c (lb/ft2) = 0 Allow. bearing press. (lb/ft2) = 3000 LOADING DATA Height of backfill slope (ft) = 0.3 Slope angle in degrees = 4 Surcharge on top of slope (lb/ft2)= 250 TENSAR GEOGRID DATA Geogrid designation = UX1400 % Coverage of TENSAR geogrids = 100 Minimum Geogrid length (ft) = 4 Wall soil interaction coeff. = 0.9 F.S. for geogrid pullout = 1.5 Fdn. soil interaction coeff. = 0.9 MISCELLANEOUS DATA F.S. for sliding F.S. for overturning F.S. for uncertainties Design Methodolgy Construction Damage based on 1.5 2 1.5 = Tensar Guidelines = 3/4 minus gravel and Sand TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation * * p.2 of 2 * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 8' HIGH ** Program Analysis for TENSAR Geogrid Reinforcement Only ** OUTPUT F of S against sliding = 1.85 F of S against overturning = 3.07 Maximum Bearing Pressure (Lb/ft2) = 1603 Angle of Inclination, Delta (deg) = 0.0 Eccentricity.of Pres. Resultant (ft) = 0.87 Total Number of TENSAR Geogrid Layers = 4 --------------------------------------------------------------------- Elevation Allow. Length Working Max Force F.S. Control of TENSAR Vi of TENSAR Strength of TENSAR Mechanism Geogrid (ft) ----------------------------------------------------------------- (ft) Geogrid (ft) (lb/ft) Geogrid (lb/ft) 7.25 28.50 6.00 UX1400:1333 246 5.42 W( 6.7,29.0) 5.25 7.77 6.00 UX1400:1333 390 3.42 W( 8.0,29.0) 3.25 4.50 6.00 UX1400:1333 395 3.37 Tension 1.25 ---------------------------------------------------------------- 3.17 6.00 UX1400:1333 632 2.11 Tension Efficiency of Strength Used vs. Available = 46.78 % Area of geogrids required (ft2/ft) = 24.00 In accordance with the "Tenswal" licensing Agreement, the designer must determine the suitability of program results. TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation ******************************************************************************** * * p.l of 2 * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project ##: D-11592 Date: 10/10/02 Case: 6' HIGH INPUT ** Program Analysis for TENSAR Geogrid Reinforcement Only ** REINFORCED WALL FILL DATA Height (ft) = 6 Angle of Face (deg) = 0 Density of fill (lb/ft3) = 130 Phi in degrees = 32 * Cohesion c (lb/ft2) = 0 RETAINED BACKFILL DATA Density of fill (lb/ft3) = 130 Phi in degrees = 30 * Cohesion c (lb/ft2) = 0 FOUNDATION SOIL DATA Phi in degrees = 30 Cohesion c (lb/ft2) = 0 Allow. bearing press. (lb/ft2) = 3000 LOADING DATA Height of backfill slope (ft) = 0.3 Slope angle in degrees = 4 Surcharge on top of slope (lb/ft2)= 250 TENSAR GEOGRID DATA Geogrid designation = UX1400 % Coverage of TENSAR geogrids = 100 Minimum Geogrid length (ft) _ .4 Wall soil interaction coeff. = 0.9 F.S. for geogrid pullout = 1.5 Fdn. soil interaction coeff. = 0.9 MISCELLANEOUS DATA F.S. for sliding F.S. for overturning F.S. for uncertainties Design Methodolgy Construction Damage based on = 1.5 2 1.5 = Tensar Guidelines = 3/4 minus gravel and Sand TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation * * p.2 of 2 * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project ##: D-11592 Date: 10/10/02 Case: 6' HIGH ** Program Analysis for TENSAR Geogrid Reinforcement Only ** OUTPUT F of S against sliding = 1.84 F of S against overturning = 3.16 Maximum Bearing Pressure (Lb/ft2) = 1172 Angle of Inclination., Delta (deg) = 0.0 Eccentricity of Pres. Resultant (ft) = 0.71 Total Number of TENSAR Geogrid Layers = 3 ------------------------------------------------------------------------ Elevation Allow. Length Working Ma'x Force F.S. Control of TENSAR Vi o.f.TENSAR Strength of TENSAR Mechanism Geogrid (ft) (ft) Geogrid (ft) (lb/ft) -.----------------------------------------------------- Geogrid (lb/ft) 5.25 28.50 5.00 UX1400:1333 156 8.54 W( 2.7,29.0) 3.25. 7.77 5.00 UX1400:1333 333 4.01 W( 4.7,29.0) 1.25 4.50 5.00 UX1400:1333 444 3.00 Tension -----------------------I--------- Efficiency of Strength Used vs. Available = 34.99 % Area of geogrids required (ft2/ft) = 15.00 In accordance with the "Tenswal" licensing Agreement, the designer must determine the suitability of program results. TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation ******************************************************************************** * * * GLENN A JOHNSON, PE p.l of 2 * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * HAMDEN, CT 06518 RETAINING WALL ANALYSIS * * * * * Version 3.2 * * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project ##: D-11592 Date: 10/10/02 Case: 4' HIGH ** INPUT Program Analysis for TENSAR Geogrid Reinforcement Only ** REINFORCED WALL FILL DATA Height (f t) = 4 Angle of Face (deg) 0 Density of fill (lb/ft3) = 130 Phi in degrees = 32 * Cohesion c (lb/ft2) = 0 RETAINED BACKFILL DATA Density of fill (lb/ft3) _ -130 Phi in degrees = 30 * Cohesion• c (lb/ft2) = 0 FOUNDATION SOIL DATA Phi in degrees = 30 Cohesion c (lb/ft2) = 0 Allow. bearing press. (lb/ft2) = 3000 LOADING DATA Height of backfill slope (ft) = 0.3 Slope angle in degrees = 4 Surcharge on top of slope (lb/ft2)= 250 TENSAR GEOGRID DATA Geogrid designation = UX1400 % Coverage of TENSAR geogrids = 100 Minimum Geogrid length (ft) = 4 Wall soil interaction coeff. = 0.9 F.S. for geogrid pullout = 1.5 Fdn. soil interaction coeff. = 0.9 MISCELLANEOUS DATA F.S. for sliding F.S. for overturning F.S. for uncertainties Design Methodolgy Construction Damage based on 1.5 2 1.5 = Tensar Guidelines = 3/4 minus gravel and Sand TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation ******************************************************************************** * * * GLENN A JOHNSON, PE p.2 of 2 * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 4' HIGH ** Program Analysis for TENSAR Geogrid Reinforcement Only ** OUTPUT F of S against sliding = 1.91 F of S against overturning = 3.50 Maximum Bearing Pressure (Lb/ft2) = 745 Angle of Inclination, Delta (deg) = 0.1 Eccentricity of Pres. Resultant (ft) = 0.55 Total Number of TENSAR Geogrid Layers = 2 --------------------------------------------------------- Elevation Allow. Length Working Max Force F.S. Control of TENSAR Vi of TENSAR Strength of TENSAR Mechanism Geogrid (ft) (ft) Geogrid (ft) (lb/ft) Geogrid (lb/ft) ------------------------------------------------------------- ------------ 3.25 28.50 4.00 UX1400:1333 156 8.54 W( 2.7,29.0) 1.25 7.77 4.00 UX1400:1333 265 5.03 W( 4.0,29.0) ------------------------------------------------------ Efficiency of Strength Used vs. Available = 23.70 % Area of geogrids required (ft2/ft) = 8.00 In accordance with the "Tenswal" licensing Agreement, the designer must determine the suitability of program results. TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation * * * GLENN A JOHNSON, PE p.l of 2 * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 10' HIGH INPUT ** Program Analysis for TENSAR Geogrid Reinforcement Only ** REINFORCED WALL FILL DATA Height (ft) = 10 Angle of Face (deg) = 0 Density of fill (lb/ft3) = 130 Phi in degrees = 32 * Cohesion c (lb/ft2) 0 RETAINED BACKFILL DATA Density of fill (lb/ft3) = 130 Phi in degrees = 30 * Cohesion c (lb/ft2) _ .0 FOUNDATION SOIL DATA Phi in degrees = 30 Cohesion c (lb/ft2) = 0 Allow. bearing press. (lb/ft2) = 3000 LOADING DATA Height of backfill slope (ft) = 0.3 Slope angle in degrees = 4 Surcharge on top of slope (lb/ft2)= 250 TENSAR GEOGRID DATA OF Geogrid designation = UX1400 Coverage of TENSAR geogrids = 100 Minimum Geogrid length (ft) _ 7 ca Wall soil interaction coeff. 0.9 9 CT F.S. for geogrid pullout = 1.5 Fdn. soil interaction coeff. = 0,9 MISCELLANEOUS DATA to %I0lp2 F.S. for sliding F.S. for overturning F.S. for uncertainties Design Methodolgy Construction Damage based on = 1.5 2 = 1.5 = Tensar Guidelines = 3/4 minus gravel and Sand TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation * * p.2 of 2 * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 10' HIGH ** Program Analysis for TENSAR Geogrid Reinforcement Only ** OUTPUT F of S against sliding = 1.84 F of S against overturning = 2.97 Maximum Bearing Pressure (Lb/ft2) = 2053 Angle of .Inclination, Delta (deg) = 0.0 Eccentricity of Pres. Resultant (ft) = 1.07 Total Number of TENSAR Geogrid Layers = 5 Elevation -------------------------------------------------------- Allow. Length Working Max Force F.S. Control of TENSAR, Vi of TENSAR Strength of TENSAR Mechanism Geogrid (ft) (ft) Geogrid (ft) (lb/ft) ------------------------------------------------------ Geogrid (lb/ft). 9.25 28.50 7.00 UX1400:1333 364 3.-66 W( 8.7,29.0) 7.25 7.77 7.00 UX1400:1333 493 2.70 W(10.0,29.0) 5.25 4.50 7.00 UX1400:1333 493 2.70 W(10.0,29.0) 3.25 3.17 7.00 UX1400:1333 561 2.37 Tension 1.25 2.35 7.00 UX1400:1333 850 1.57 Tension Efficiency of --------------------------------------------------- Strength Used vs. Available = 62.14 % Area of geogrids required (ft2/ft) = 35.00 In accordance with the "Tenswal" licensing Agreement, the designer must determine the suitability of program results. TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation ******************************************************************************** * * p.l of 2 * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 8' HIGH INPUT ** Program Analysis for TENSAR Geogrid Reinforcement Only ** REINFORCED WALL FILL DATA Height, (ft) = 8 Angle of Face (deg) = 0 Density of fill (lb/ft3) = 130 Phi in degrees 32 * Cohesion c (lb/ft2) = 0 RETAINED BACKFILL DATA Density of fill (lb/ft3) = 130 Phi in degrees = 30 * Cohesion c (lb/ft2) = 0 FOUNDATION SOIL DATA Phi in degrees = 30 Cohesion c (lb/ft2) = 0 Allow. bearing press. (lb/ft2) = 3000 LOADING DATA Height of backfill slope (ft) = 0.3 Slope angle in degrees = 4 Surcharge on top of slope (lh/ft2)_ 250 TENSAR GEOGRID DATA Geogrid designation = UX1400 % Coverage of TENSAR geogrids = 100 Minimum Geogrid length (ft) = 4 Wall soil interaction coeff. = 0.9 F.S. for geogrid pullout = 1.5 Fdn. soil interaction coeff. = 0.9 MISCELLANEOUS DATA F.S. for sliding F.S. for overturning F.S. for uncertainties Design Methodolgy Construction Damage based on 1.5 2 1.5 = Tensar Guidelines = 3/4 minus gravel and Sand TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation * * p.2 of 2 * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDING, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 8' HIGH ** Program Analysis for TENSAR Geogrid Reinforcement Only ** OUTPUT F of S against sliding = 1.85 F of S against overturning = 3.07 Maximum Bearing Pressure (Lb/ft2) = 1603 Angle of Inclination, Delta (deg) = 0.0 Eccentricity of Pres. Resultant (ft) = 0.87 Total Number of TENSAR Geogrid Layers = 4 ------------------------------------------------------------------------ Elevation Allow. Length Working Max Force F.S. Control of TENSAR Vi of TENSAR Strength of TENSAR Mechanism Geogrid(ft) (ft) Geogrid(ft) (lb/ft) ------------------------------------------------------------------------ Geogrid(lb/ft) 7.25 28.50 6.00 UX1400:1333 246 5.42 W( 6.7,29.0) 5.25 7.77 6.00 UX1400:1333 390 3.42 W( 8.0,29.0) 3.25 4.50 6.00 UX1400:1333 395 3.37 Tension 1.25 3.17 6.00 UX1400:1333 ------------------------------------------------------------------------ 632 2.11 Tension Efficiency of Strength Used vs. Available = 46.78 % Area of geogrids required (ft2/ft) = 24.00 In accordance with the "Tenswal" licensing Agreement, the designer must determine the suitability of program results. TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation a * * p.l of 2 * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDING, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 6' HIGH ** Program Analysis for TENSAR Geogrid Reinforcement Only ** INPUT REINFORCED WALL FILL DATA Height (f t) = 6 Angle of Face (deg) = 0 Density of fill (lb/ft3) = 130 Phi in degrees = 32 * Cohesion c (lb/ft2) = 0 RETAINED BACKFILL DATA Density of fill (lb/ft3.) = 130 Phi in degrees = 30 * Cohesion c (lb/ft2) = 0 FOUNDATION SOIL DATA Phi in degrees = 30 Cohesion c (lb/ft2) = 0 Allow. bearing press. (lb/ft2) = 3000 LOADING DATA Height of backfill slope (ft) = 0.3 Slope angle in degrees = 4 Surcharge on top of slope (lb/ft2)= 250 TENSAR GEOGRID DATA Geogrid designation = UX1400 % Coverage of TENSAR geogrids = 100 Minimum Geogrid length (ft) = 4 Wall soil interaction coeff. = 0.9 F.S. for geogrid pullout = 1.5 Fdn. soil interaction coeff. = 0.9 MISCELLANEOUS DATA F.S. for sliding F.S. for overturning F.S. for uncertainties Design Methodolgy Construction Damage based on 1.5 2 1.5 = Tensar Guidelines = 3/4 minus gravel and Sand TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation * * p.2 of 2 * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 6' HIGH ** Program Analysis for TENSAR Geogrid Reinforcement Only ** OUTPUT F of S against sliding = 1.84 F of S against overturning = 3.16 Maximum Bearing Pressure (Lb/ft2) = 1172 Angle of Inclination, Delta (deg) 0.0 Eccentricity of Pres. Resultant (ft) = 0.71 Total Number of TENSAR Geogrid Layers = 3 ---------------------------------------------------------- Elevation Allow. •Length Working Max Force F.S. Control of TENSAR Vi of TENSAR Strength of TENSAR Mechanism Geogrid (ft) (ft) Geogrid (ft) (lb/ft) Geogrid (lb/ft) ----------------------------------.---------- 5.25 28.50 5.00 UX1400:1333 156 8.54 W( 2.7,29.0) 3.25 7.77 5.00 UX1400:1333 333 4.01 W( 4.7,29.0) 1.25 4.50 5.00 UX1400:1333 444 3.00 Tension -------------------------------------------------- Efficiency of Strength Used vs. Available = 34.99 % Area of geogrids required (ft2/ft) = 15.00 In accordance with the "Tenswal" licensing Agreement, the designer must determine the suitability of program results. TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation * * * GLENN A JOHNSON, PE p.l of 2 * TENSWAL * BARAKOS-LANDINO, INC * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 4' HIGH ** INPUT Program Analysis for TENSAR Geogrid Reinforcement Only ** REINFORCED WALL FILL DATA Height (f t) = 4 Angle of Face (deg) = 0 Density of fill (lb/ft3) = 130 Phi in degrees = 32 * Cohesion c (lb/ft2) = 0 RETAINED BACKFILL DATA Density of fill (lb/ft3) = 130 Phi in degrees = 30 * Cohesion c (lb/ft2) 0 FOUNDATION SOIL DATA Phi in degrees = 30 Cohesion c (lb/ft2) = 0 Allow. bearing press. (lb/ft2) = 3000 LOADING DATA Height of backfill slope (ft) = 0.3 Slope angle in degrees = 4 Surcharge on top of slope (lb/ft2)= 250 TENSAR GEOGRID DATA Geogrid designation = UX1400 Coverage of TENSAR geogrids = 100 Minimum Geogrid length (ft) = 4 Wall soil interaction coeff. = 0.9 F.S. for geogrid pullout = 1.5 Fdn. soil interaction coeff. = 0.9 MISCELLANEOUS DATA F.S. for sliding F.S. for overturning F.S. for uncertainties Design Methodolgy Construction Damage based on 1.5 2 1.5 = Tensar Guidelines = 3/4 minus gravel and Sand TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation * * P.2 of 2 * GLENN A JOHNSON, PE * TENSWAL * BARAKOS-LANDINO, INCA * TENSAR GEOGRID REINFORCED * 215 SHERMAN AVENUE * RETAINING WALL ANALYSIS * HAMDEN, CT 06518 * * Version 3.2 * DESIGNER: GAJ * Revision Date 12/23/93 ******************************************************************************** Project: KITTREDGE CROSSING, MA Project #: D-11592 Date: 10/10/02 Case: 4' HIGH ** Program Analysis for TENSAR Geogrid Reinforcement Only ** OUTPUT F of S against sliding = 1.91 F of S against overturning = 3.50 Maximum Bearing Pressure (Lb/ft2) = 745 Angle of Inclination, Delta (deg) = 0.1 Eccentricity of Pres. Resultant (ft) = 0.55 Total Number of TENSAR Geogrid Layers, = 2 ---------------------------------------------------------- Elevation Allow. Length Working Max Force F.S. Control of TENSAR Vi of TENSAR Strength of TENSAR Mechanism Geogrid(ft) (ft) Geogrid(ft) (lb/ft). Geogrid(lb/ft) -------------------------------------------------------- 3.25 28.50 4.00 UX1400:1333 156 8.54 W( 2.7,29.0) 1.25 7.77 4.00 UX1400:1333 265 5.03 W( 4.0,29.0) ------------------------------------------------------ Efficiency of Strength Used vs. Available = 23.70 % Area of geogrids required (ft2/ft) = 8.00 In accordance with the "Tenswal" licensing Agreement, the designer must determine the suitability of program results. TENSWAL V3.2 - (c) 1986-1993 by The Tensar Corporation ,i f