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0155 WASHINGTON STREET - BLD 6 DERBY & WASHINGTON CONTROLLED CONSTRUCTION - BUILDING INSPECTION Gm'17���i�; ;, l S S in.��T.ivcsrnl �� CITY OF SALEM, MASSACHUSETTS �. PUBLIC PROPERTY DEPARTMENT 120 WASHINGTON STREET, 3Rb FLOOR SALEM, MASSACHUSETTS 01970 STANLEY J. USOVICZ, JR. TELEPHONE: 978.7459595 EXT. 380 MAYOR FAX; 978.740.9846 CONSTRUCTION CONTROL AFFIDAVIT Project Number. Date: ag�"' � (O Project Title: D �i ��Rcfll�Ad�I j ProjectLocation: '1�.Cj`j �✓ }r N�,"C �� Name of Building: Scope Of Project: �� p I _� u� IN ACCgRDANCE WITH SECTION 116.0 OF THE MASSACHUSETTS STATE BUIDING CODE, I gaZE K . MASS. REGISTRATION NO. BEING A REGISTERED PROFESSIONAL ARCHITECT HEREBY CERTIFY THAT I HAVE PREPAREB—AR DIRECTLY SUPERVISED THE PREPARATION SOF Alk DESIGN PLANS, COMPUTATIONS, AND SPECIFICATIONS CONCERNING: Civil Architectural Structural Mechanical Electrical Fire Protection Other(specify) FOR THE ABOVE NAMED PROJECT AND THAT,TO THE BEST OF MY KNOWLEDGE, SUCH PLANS, COMPUTATIONS,AND SPECIFICATIONS MEET THE APPLICABLE PROVISIONS OF THE MASSACHUSETTS STATE BUILDING CODE, ALL ACCEPTABLE ENGINEERING PRACTICES AND ALL APPLICABLE LAWS FOR THE PROPOSED PROJECT: I FURTHER CERTIFY THAT I SHALL PERFORM THE NECESSARY PROFESSIONAL SERVICES AND BE PRESENT ON THE CONSTRUCTION SITE ON A REGULAR AND PERIODIC BASIS TO DETERMINE THAT THE WORK IS PROCEEDING IN ACCORDANCE WITH THE DOCUMENTS APPROVED FOR THE BUILDING PERMIT AND SHALL BE RESPONSIBLE FOR THE FOLLOWING AS SPECIFIED IN SECTION 116.2.2. 1. Review of shop drawings, samples and other submittals of the contractor as required by the construction contract documents as submitted for building permit, and approval for conformance to the design concept. 2. Review and approval of the quality control procedures for all code required control materials. 3. Special architectural or engineering professional inspection of critical construction components requiring controlled materials or construction specified in the accepted engineering practice standards listed in Appendix I. PURSUANT TO SECTION 116.4, 1 SHALL SUBMIT PERIODICALLY, A PROGRESS REPORT TOGETHER WITH PERTINENT COMMENTS TO THE BUILDING INSP CTOR. UPON COMPLETION OF THE WORK, I SHALL SUBMIT A FINAL REPORT AS TISFACTORY COMPLETION AND READINESS OF THE PROJECT FOR OCCUPANCY. Signature Y* SUBSCRIBED AND SWORN TO BEFORE ME THIS DAY OF ° 28@4 a of l3 My commission Expires: I c Notary Public ONCHEE 10 CONSTRUCTLON CORPORATION 4 Controlled Construction Progress Report April 13,2009 Re: Site Inspection for Washington at Derby 155 Washington Street Salem,Massachusetts Building Permit No. 964-08 As the Architect of record,I conducted a site visit on April 8, 2009 for the above referenced Project as required by the Massachusetts State Building Code 780 CMR Section 116.2.2. I have reviewed the progress and the quality of the work as it relates to the design intent and to the best of my knowledge the current work is generally consistent with the construction documents and is in compliance with applicable codes and regulations. Ron Lamarre ��✓+ 2009.04.13 08:42:13 -04'00' Ron Lamarre Architect-Registration No. 10002 Observations and comments: 1. Stair No. 1 &2 guardrails and flooring remain to be installed. Drywall installation on-going along underside of stairs. 2. Glass storefront enclosure system has been installed on the 1"floor. 3. First floor gypsum ceiling installation is being completed. 4. Exterior siding and trim is mostly complete on all elevations; final painting remains to be completed. 5. Painting is on-going on all floors 6. Flooring is on-going on all floors 7. Appliance installations are being completed on all floors 8. Elevator is operational and pending final inspection. 9. Sprinkler mains and branch piping is complete on all floors and pending final inspection. 10. HVAC controls and devices are complete on upper floors. 11. Plumbing finish is being completed for final inspection. 12. Electrical finish is being completed for final inspection. 13. First floor lease-space fit-up by others is on-going. Completion comments: All work has been completed to the stage where finish work is being complete and final inspections are being scheduled. End of Construction Control Reports. Once the final inspections are complete and a certificate of occupancy has been issued, a substantial completion certificate will be issued to the Owner. 11 CORPORATE DRIVE, HELMONT, NII 03220 PHONY: (603) 527-9090 FAX (603) $27-9191 of Zin ccf Z. e�pp,CC,!! y October 14, 2005 RCG, LLC 17 Ivaloo Street,Suite 100 Somerville, MA 02134 Attention: Mr.Matt Picarsic Reference: Salem News Parcel, 155 Washington Street, Salem, Massachusetts Preliminary Geotechnical Engineering Services Ladies and Gentlemen: This letter report documents the results of our preliminary subsurface investigation and preliminary foundation design study for the proposed development to be located at 155 Washington Street in Salem, Massachusetts. Refer to the Project Location Plan, Figure 1,for the general site locus. This report wasprepared in accordance with our proposal dated October 3,2005 and the subsequent authorization of Matt Picarsic of RCG, I.I.C. These services are subject to the limitations contained in Appendix A. Purpose and Scope The purpose of this preliminary subsurface investigation and foundation design study are to define the general subsurface soil and groundwater conditions at the site as they relate to foundation design and construction and,based on this information,to provide preliminary recommendations for safe and economical foundation design and construction based on the proposed development options. Available Information Available informationprovided to McPhail Associates, Inc,by RCG,LLC consisted of a scanned 8 /2 by 11-inch plan prepared by Corporate Environmental Advisors, Inc.entitled"Site Layout'and dated October 4,2005. In addition to the above referenced site layout plan, subsurface information consisting of a soil boring log was provided. The boring log Is understood to be part of a previous subsurface investigation program performed by Corporate Environmental Advisors, Inc.of West Boylston, Massachusetts on Ocober 4,2004 and is contained in Appendix C. The soil boring location is identified as boring CEA-1 on the enclosed Figure 2. -• -Fronting onto-Washington StreeYtothe west,the subject site-isbounded by-FronTStYeet to theHorth and" " New Derby Street to the south. Based on the above referenced sitelayout plan provided by RCG LLC the subject site is currently occupied by two building complexes that are identified as Buildings 1 and 2. Building 1 fronts onto Washington Street to the west and extends from Front Street to New Derby Street, and varies from two to three stories. The two story portion of Building 1 is identified as a wood-framed and masonry structure,and the three story portion of Building 1 is identified as a wood-framed structure. Building 1 is also understood to contain one level below grade. Building 2 is located to the east of Building 1 and is bounded by New Derby Street to the south and a gravel parking area to the north. Building 2 is identified as a two story masonry structure and contains some below grade space. FPERRELyre n�a RCG, LLC October 14,2005 Page 2 Proposed Development The project is currently in its early stages of development, however, it is understood that development of the subject site shall initially consist of the complete demolition of the existing buildings. Currently, if is understood that the proposed scope of development being considered consists of constructing a six to twelve story steel framed building with one to two below grade levels. Investigation Procedures During the period of October 12 and October 13,2005,two(2)soil borings were completed at the site by Carr-Dee Corp.of Medford, Massachusetts under contract to McPhail Associates, Inc. Approximate boring locations are as Indicated on the enclosed Subsurface Exploration Plan, Figure 2,which is based upon the above referenced site layout plan dated October 20,2005. Carr-Dee Corp.'s boring logs are enclosed in Appendix B. The soil borings were performed using a truck-mounted drill rig and advanced through the fill layer utilizing 3-1/4 inch I.D. hollow stem augers. When the surface of the clay deposit was encountered the hollow stem augers were removed and the borings were then cased to the top of the clay deposit with 3-inch I.D. NW casing and advanced using a wet rotary drilling technique. Standard 1-3/8 inch I.D.split spoon samples and standard penetration tests were generally obtained at minimum 5-foot intervals of depth in accordance with the standard procedures described in ASTM D1586. onn s were advanced to depths ranging from 52 feet to 67 feet below the existing ground surface and ter laTM1 Inn the sand -eposit. Groundwa er eve s were recorded within the completed boreholes at the completion of drilling. Logs of the completed boreholes are enclosed In Appendix B. The field explorations were monitored by personnel of McPhail Associates, Inc.who prepared field logs, visually classified soil samples, monitored groundwater conditions in the completed borings, made minor relocations of the explorations due to existing conditions and determined the required depths of explorations based upon the actual subsurface conditions encountered. Locations of the borings were determined by taping from features such as building corners and driveways shown on the above referenced site layout plan. Subsurface Conditions The generalized subsurface conditions across the sites were inferred primarily from the two boring explorations performed 1) Carr-Dee Corp.and the information provided by the subsurface exploration w .n program conducted by others.as wed r, owledge n M g O ISgg „ --The boring-explorations-indicated that the$round surface across the-subject site is generally underlain by " a fill layer. The borings Indicated that the fill layer extended to depths ranging from 7 to 13 feet below the �l.L existing ground surface and consisted of a loose to compact light brown to bium,bURM with 11-a-P to some gravel and trace to some silt containing cobbles,wood, brick and concrete. Boring B-2 was relocated do to concrete obstructions encountered in the fill layer. Underlying the fill layer an organic deposit was encountered at boring B-2 and CEA-1. The organic deposit was observed to consist of a loose to compact black sand trace gravel and silt containing shells. Based on boring B-2 and boring CEA-1,the organic deposit was observed to range from 5 to 8 feet in �f,(� thickness. Underlying the organic deposit in borings B-2 and CEA-1 and the fill layer at boring B-1, a natural marine clay deposit was encountered. The surface of the clay deposit was encountered at depths ranging from 0 RCG, LLC ' October 14, 2005 Page 3 12 to 18 feet below the ground surface. The clay deposit varied from a stiff to very stiff blue/grey silty clay with some to trace sand,within approximately the upper 5-feet,followed by a soft blue silty clay with trace sand that extended to the bottom of the clay deposit. The clay deposit was observed to extend to depths of 48 and 37 feet below the existing ground surface at borings B-1 and B-2, respectively. Boring CEA-1 indicated that the clay deposit extended to a depth of 48 feet below the ground surface. Underlying the clay deposit a natural sand deposit was encountered at depths of 37 and 48 feet below the ground surface. At boring locations B-1 and B-2 the sand deposit consisted of dense to very dense orange/brown to light brown with trace to some gravel and trace silt. At depths of 66 and 44 below the ground surface the sand deposit was underlain by a sand and gravel deposit that consisted of a dense to very dense brown sand and gravel with trace silt. Borings B-1 and B-2 were advanced to depths of 67 and 52 feet below the ground surface, respectively,and were terminated within the natural sand and gravel deposit. Boring CFA-1 also indicated that the sand deposit consisted of a dense sand and was indicated to be terminated within the natural sand deposit at a depth of 57 feet below the ground surface. Groundwater was observed within completed bore holes B-1 and B-2 at depths of 8 and 7.5 feet below the existingground surface,respectively. Boring log CEA-1 indicated groundwater to be present at a depth of 6 feet below the existing surface. The observation well installed within boring CEA-1 was also gauged on October 13,2005 and indicated groundwater to be present at a depth of 8 feet below the existing ground surface. It is anticipated that future groundwater levels across the site may vary from those reported herein due to factors such as normal seasonal changes, periods of heavy precipitation,and alterations of existing drainage patterns. Preliminary Foundation Design Recommendations It is understood that the proposed scope of development being considered consists of constructing a six to twelve story building with one to two below grade levels. Based on the subsurface conditions described above and the wide range of development options being considered, it is anticipated that foundation support may achieved by transferring the building loads to the underlying bearing stratum consisting of either the marine clayor to the natural sand deposit which underly the project site. The appropriate bearing stratum woud be determined based on the combination of the final design building loads and the depth below the existing site grade(number of below-grade levels)the proposed building will extend. No Below Grade Levels A building containing no below grade levels will require foundation support which would transfer the building loads to the natural sand deposit that underlies the clay deposit. It is anticipated that for a building On from 6 to 12 stories_koun�d kitzrtsugnact mau k gf tr p t o+heti vtter� — ',�.` pNe"1e1]11'datf"tir�System-s"" '". . .-may �., pp fk least e ! 3�xa eterrystorrr. assbe stories lu lefoun s piles,.steel pipe-pilesor-precast concretepiles. fora bulidln�co,n- s ing of 1l0 2 stones a pile foundation system consisting of limber piles maybe considered. For a building containing no below grade space the lowest level slab would most likely be designed as a structurally supported slab. Underslab and perimeter drainage systems are not anticipated to be required. Dewatering during the excavation of pile caps and grade beams should be anticipated. Conventional sumping methods with on- site discharge should suffice as a means of construction de-watering during excavation at pile cap and grade beam locations. Based on the results of our subsurface exploration program the fill layer may contain obstructions that would affect pile driving activities. Therefore it would be recommended that each proposed pile location bere-excavated in order to remove o strut ions prior o c o asMe recommended a s for to the commencement of pile driving activities and that vibration monitoring be conducted during pile driving operations. Vibration monitoring using seismographs would be recommended to confirm that the vibration levels ar in acceptable thresholds for damage to structures. RCG, LLC October 14, 2005 Page 4 One Below Grade Level Following the removal up to 12 feet of soil overburden surcharge associated with the construction of a single below grade level and the results of our preliminary subsurface exploration program indicating that the surface of the clay deposit is located between 12 to 18 feet below the existing ground surface the anticipated foundation support for a six story structure containing one level below grade would consist of a conventional spread footing foundation system. Continuous perimeter and interior footings should bear directly on the underlying clay deposit or on lean concrete that extends from the bottom of the design footing elevation to the surface of the clay deposit. It should be noted that a settlement analysis would also have to be performed in order to determine if the anticipated total and differential building settlement would meet the required design criteria. Based on the limited number of soil borings performed as part of our subsurface exploration program as well as the information provided by others,over-excavation required to reach the surface of the clay deposit for support of the perimeter and interior footings may range up to 8 feet. Where required,the over-excavation at footing locations should extend laterally a minimum of six inches beyond the plan area of the footing and extend down to the surface of the underlying clay deposit and be backfilled with lean concrete. In consideration of the building loads associated with the construction of a 12 story building,the removal of an overburden surcharge load associated with approximate)y 12 feet of soil and the resulting net allowable bearing pressure on the clay deposit may not allow for foundation support associated with the loads of a 12 story building to be supported on the clay deposit. Therefore,foundation support consisting of a foundation system that transfers the loads to the underlying sand and gravel deposit such as a pile __,.foundA i9n Aystem described-above may.be.required........ It is anticipated that an excavation ranging from approximately 10 to 12 feet below the existing ground surface and up to 6 feet below the existing ground water level will be required across the project site associated with the construction of a single below grade level. Based on the required depth of excavation for the construction of the building foundations,a lateral earth support system would be required to protect the neighboring buildings,properties and below grade utilities against adverse movement and to provide fora groundwater cut-off. Temporary earth support consisting of hot rolled steel sheeting is considered to be appropriate for the anticipated subsurface conditions and for excavation to depths of up to 15 feet. Based on the ground water levels descried above the use of a hot rolled steel sheetingg earth support system is consisted to bean appropriate from of temporary earth support since it would be advanced into the underlying clay deposit and would provide a ground water cut-oft. Following installation of the temporary earth support system and achieving a groundwater cut-off, conventional sumping methods should suffice as a means of construction dewatering so that foundation construction activities could be Two Below Grade Levefs Following the removal up to 20 feet of soil overburden surcharge associated with the construction of two below grade levels and the results of our preliminary subsurface exploration program indicating that the surface of the clay deposit is located between 12 to 18 feet below the existing ground surface,the anticipated foundation support for a six to twelve story structure containing two levels below grade would consist of a conventional spread footing foundation system that bears directly on the underlying clay deposit. As described above a settlement analysis would also have to be performed. It is anticipated that an excavation ranging up to 20 feet below the existing ground surface and up to 12 feet below the existing ground water level will be required across the project site associated with the construction of two levels below grade. Based on the required depth of excavation for the construction of P Oil E L, to F;o RCG, LLC October 14,2005 Page 5 the building foundations,a lateral earth support system would be required to protect the neighboring buildings,properties and below grade utilities against adverse movement and to provide for a groundwater cut-off. Temporary earth support consisting of hot rolled steel sheeting with at least one level of bracing is considered to be appropriate for the anticipated subsurface conditions and excavation depths of up to 22 feet and where protection of neighboring building, streets, and utilities is required and would provide a ground water cut-off. Fallowing installation of the temporary earth support and achieving a groundwater cut-off,conventional sumping methods with off-site discharge should suffice as a means of construction dewatering so that foundation construction activities could be performed in the dry. Based on the observed ground water levels and in order to eliminate the hydrostatic uplift forces acting on the structure,the lowest level slab for both a one or two level below grade structure should be designed as pressure relieved slabs-on-grade that would prevent the proposed building from becoming buoyant. This may be achieved by sealing the perimeter walls of the proposed structure into the relatively impervious marine clay deposit and constructing the proposed lowest level slab as an under-drained slab-on-grade. It is also recommended that a pre-construction survey be conducted on neighboring structures prior to the commencement of the installation of the temporary earth support system and that vibration monitoring be conducted earth seismographs would bthe e reclotion of the mmended to confirm that the vibration ti system.ort levels Vibration rre within acceptable thresholds for damage to structures. It is anticipated that off-site disposal of dewatering discharge will be necessary in order to perform excavating and foundation activities associated with the construction of a structure containing one or two levels below grade.To allow for off-site disposal of dewatering discharge, it will be necessary to obtain an EPA and/or a City of Salem groundwater discharge permit. _.. ,_ _._.......... . B"ased upon the various proposed building configurations, it is anticipated that soil generated by the foundation excavations will require off-site disposal. Current Department of Environmental Protection (DEP)regulations for off-site disposal of soil require environmental characterization of the material prior to its disposal. Therefore,chemical testing of all soil to be disposed of off-site would be required. Summary and Final comments In summary,foundation design recommendation can not be finalized until the proposed building configuration and anticipated building loads are determined. However, based on the preliminary subsurface information obtained as part of our preliminary subsurface investigation,it is anticipated that a building containing no below grade space and ranging from 6 to 12 stories would require a deep foundation system consisting ofiles that would trarfe# q0 rhe _ trot+e as ra §PUS ..gcl0 i�d i6tn tk 4 M,.t..e4i4 ting,ground:,urfacoardtire ... iowest levels ai.tiQ designed as a framedstructural slab.-For-a building containing a singielevel of below grade space,it is anticipated that the foundation system for support of up to six stories would consist foundation system that would transfer the building loads to the surface of the clay deposit and for a building consisting of 12 stories,foundation support may require a foundation system that would transfer the building loads to the underlying sand and gravel deposit with the use of a pile foundation system. For a building configuration contain two levels below grade,it is anticipated that a foundation system consisting of a conventional spread footing foundation system would be appropriate. It is recommended that the lowest level slabs for the building configurations containing one or two levels below grade be designed as pressure relieved slab-on-grades with underslab drainage systems. Construction considerations for the building configuration containing no below grade space would include removed obstructions prior to the commencement of pile driving activities and performing a pre- construction survey prior to the commencement of pile driving activities and that vibration monitoring be UP took,r- SUBJEC-f a RCG, LLC October 14,2005 Page 6 conducted during pile driving operations. Construction dewatering by means of conventional sumping methods should suffice during excavation at pile cap and grade beam locations. Construction considerations for buildings containing one or two levels below grade would include temporary earth support in order to protect the neighboring buildings,underlying utilities and properties against adverse movement and to achieve a ground water cut-off. It is recommended that a pre- construction survey be conducted on neighboring structures prior to the commencement of the installation of the temporary earth support system and that vibration monitoring be conducted during the installation of the temporary earth support system. Following installation of the temporary earth support and achieving a groundwater cut-off, it Is anticipated that conventional Bumping methods should suffice as a means of construction dewatering so that foundation construction activities could be performed in the dry. It is anticipated that off-site disposal of dewatering discharge will be required. To allow for off-site disposal of dewatering discharge, it will be necessary to obtain an EPA and/or City of Salem groundwater discharge permit. For each building design case,disposal of fill and/or clay material generated by the foundation excavations regulations forlloff-site disposauire l of spoil require environrent mental characterization ent of ntal Protectionof the material prior to its disposal. Therefore,chemical analysis would be required in order to characterize all soil that would be disposed of off-site. Finally, once the final building configuration and building loads are determined,it is anticipated that additional soil borings would need to be performed to finalize the foundation design recommendations associated with the proposed building that is to be constructed. We trust that the_above_is.sufficient for your present requirements.-,Should --' '-n' you' ll us. ny questions conceinirSg the recommendations presented herein,please do not hesitate to call us. McPHAIL ASSOCIATES, INC. Harry J. Berlis Ambrose J. Donovan, P.E.,L.S.P. F:\W P5U66S%QS\Preliminary-Foundation-Recomend-LTR.wpd Enclosure V%a }..-<re,�y✓m` e;1 a �4pE�$•� + L�, e. s�j..r At' S � r xJ4 l E ON �A3q 1"� .7,P �v<5T� ; ��r�,T�' (q`,�//� '• vr.JsYM . .re, �w• '�5+U a 'V3 5s \ \��� Ia _�"•.� s r c 9 r/1aF Iwo\ Bif1 �a^a �$ �°�� b � r�.,,. k4 ��� � �i vis '<r.�A' r' 3ly' i.`F"'i r ^�'�kkV .` N `��rM1` fix" �"I�r s n"3c�v� 42 ✓`p' P �•N1�t, �'t r a Q J t1 4�' �E IIF Z 6$.s7) 12, �b 4 31 ` D•.� � s3 n v ' r '� r r� � t u ahi v t ° :,• . �"e1' y i r%! �c a�snr. lii'"' �E d'a, 9 J Y . r s "F's. � � �,tv o JG 11 ➢`' � '� jf �� &!' �"§'e7 ;e 4F,}. - �ti `r cr ri eqr@�j mw� szq"�yI FC�ru ` •t >, r'¢J '.;hti` "`"'�'�,-!j ° did.rf'�' . eI6 I Fir°'.,3 4. Np ME NE P�'�'ft l(p�tiZy .. . �yM1 h, ` + -,\�V -� ✓/(< �r� s"v V °it'G99' r N y,nc��" 'ry.; D++n. � 'y .�j ,�i „"`,� + �� �+Of�'�,�[� � � u`uyy.C`��+1 i �rQ s s J'(Y���a�u�� �'R�rss � � J - y^`✓ ✓ '2'ac 4 "'�\�+9�rZ L. �, 3a.,� , ,1u[s��+fl�9i ( _. S�.1d,(rl.�^ki'�V'J+�./� .F�� y i�� � ���_' v➢ + Int K a " ..�' �11 �1yky'�.,�' "a°„v\' 1����ii\A��'. 1�C �n',}�'w,. „wL r L fj✓'R' y -.� �C'J^Tf t y�el t� Q1 .• ``5� .. �1Aif+� r}�i� � r � x v .tirt��ri •F -. •oca�.4 � sq F�` Yi' - u � �i '�u. '� qr tT i{5f"FJ' t B * , 1Ya \��4 .y..' �� � Y b D 1{ y �YN�.S��ID rJlr.j 1 _ u ���d\�.dJ r ' °`��.t���a�['� ��� §rW.l � ��� t i J1Gr f 6ki 4r `Li,� b sl u'"cn �Y.e.Br�i r "` �'�,•,l�s,•.�� ��l� o»....,w ^-t��w� z �eu� v �...e.m.,'~ � ! Yp��,���� ��eF�Ma�"1FOW/�cg.��',,,),v rl� vu M1y~ � v61 l'rJ `Y �'.�;•.P.`Y IO���i � ` '. Qi'�e-, u•>'9'�,.,�.cd`=. � 6•/1LuD32_a.( r..I Sa.. r{;a. .S.,:`. �,m....�d"i7u+'s°...i.. .�w..`- PROJECT LOCATION PLAN 1i 1 •\11'1 �;� KCEL30 Norfolk Street Cambrid MA . 617/8 —1423 (FQ SCALE 111 Appendix A Limitations PREI n SUS m� _ Limitations This report has been prepared on behalf of and for the exclusive use of RCG LLC, for specific application for providing preliminary foundation design recommendations at the Salem News parcel located in Salem, Massachusetts in accordance with generally accepted soil and foundation engineering practices. No other warranty,expressed or implied, is made. The analyses and recommendations presented in this report are based upon the preliminary design scenarios and subsurface data obtained from the widely spaced exploration performed at the approximate locations indicated on the enclosed plan. Following the determination of a final building design, it will be necessary to perform additional subsurface explorations in order to finalize the foundation design recommendations for the proposed structure. It is recommended that McPhail Associates, Inc.be retained to provide design assistance to the Structural Engineer during the final design phase of this project. Appendix B Carr-Dee Corp. Boring Logs B-1 and B-2 3ERRs_N.^Y97. '_ r Q 37 LINDEN STREET CA"-DEE CORP, To: CPHAIL A SOCIATES )NC„P O BOX 87 MEDFORD,MA 02156.0001 30 NORFOLK ST. CA BRID E, Mq Telephone 16171 391-4500 Location: SALEM NEWS PARCEL 155 SHINGTON STRE Date: 70-14.2005"- ET SALEM, MA --, Job No.: 2005.197 _ BORING 1 Stele: 11n.= 5 ft. GROUND SURFACE (� y— S#1, 0' to 2' y" (15-29-40-28) RECOVERED 14 in. FILL SAND, GRAVEL, S#2. S' to 5'0 20/1 1" WOOD,BRICK RECOVERED 11n. S#3, 10' to 12' 12' (2-8-14-14) RECOVERED 9In. FINE TO MEDIUM SAND 14' LOOSE INORGANIC SILT, SOME FINE SAND,TRACE CLAY S#4(314-5-5)77 17' RECOVERED 20 In, S#5, 20' to 22' (2-2-2-3) RECOVERED 24 in. S#S, 25' to 27' (1.1-1-2) RECOVERED 15 in. SOFT w 5#7, 30' to 32' TO VERY RECOVERED 241n. SOFT _.".BLUE.,.,: _ ,. ,w..,,.. - . ..x,. ,,. , �, ....,.,: .."�..� -, ,.,.; .-. ,......• .,. . . _. . CLAY S#8, 35' to 37' (WOR-1-1.1) RECOVERED 24 in. 6#9, 40't*421 All samPles have been visually classified by DIULLER.Unlc r othn 4c spedfi d,water levet noted were obsmvtd at 0omplelien ofbD rsngs,aqaed do Dot nrilyY fepresm prrmNm1 ground water levels. FI yea in renlhva)s indieote etc numbrr 0f blows requ)rcd le dr�vc Two-arch SVVlil Sanlplu,6loches using-100 Ib.-wciggM Ib.waght fell'usg inWnS. iachesffl. F)Buin rglumu to tett (i(noted)indican nemher o!bows n dnve casing one toot,eamg 3U0 M rotates rcr m Sheet 1 of 2 57 LINDEN STREET CAP-R-D-EE CORP . To: MoPHAIL ASSOCIATES INC, P•0.BOX 67 M Location: S0 ORFOLK ST. EDFORD, MA 02765.0007 SALEM AlN WS PA CEL 65 WA CAMBR)DG MA SHINGTON S Telephone (617)391-4500 EET SALEM NIA Oet°' 10'14- 006 BORING 1 Job No.: 005-197 Scale: t in, 6 ft. RECOVERED 24 in. S#10. 45' to 47' 48' RECOVERED 24 In, FINE SAND, SOME BLUE Stet 1, 50'to 52' CLAY (4-3.4.3) 63' RECOVERED 13 in, S#12 65' to 57' (13.14-17.16) RECOVERED 21 In. FINE TO MEDIUM SAND S#13, 60' to 62' .. 112.14-17-20) RECOVERED 12 in. 86' S#14, 65'to 66' DENSE FINE SAND,SOME RRECO ) 67' MEDIUM GRAVEL ECOVERED gin. S#14A, 66'to 67' WATER LEVEL S' 124-25) SIZE OF CASING NW LENGTH 15'0" RECOVERED 9 in. DRILLER: GERALD SMITH,INSPECTOR:J. MCPHAIL DATE STARTED & COMPLETED 10-12-2005 w All farnpla have baYo visually Oassifmd by DRn.LEA.Uolesa omerwisc specified,wamr Inds nowd were observed al 00111ple[lon of botinge,and do not nwnasurUy reprurnl permanent grounn watu lovels. F{{�a�res In yuon0esis iodi'-'"me number ei hlnwa relulrc4 to dritc Two-inch 5plit 5aoiplu 6 loebu using 1461b,weigght f&114 3t Inches(t)._ Figura in column b kfr (if notod)imdioam number of blows ro drive casing one foot,mmg 3 W W.wught fanhlg 24 mcha(t). Shoot 2 of 2 37 LINDEN STREET !v t� 1� TO: McPHAI ASSOCIATES, INC.,30 NORFOLK 57„ A�[l-Dg COj�p Location: SALEM NE MEDFORD, MA O WS PAR BRIDGE Z76''-0007 CEL 65 WASHINGTON STREETS M~�—'� Dafa: 70- Toloplpno (677) 391.4500 ALEM MA 14.2005 80RING 2 ~` n, 7 Job ko.; 2005-797 Scale: 1 in, 7 �_4 ft, S. GROUND SURFACE - ASPHALT 881, 6'to 2.6. RECOVERED 3 in. S#2. 2'6" to 4' FILL (1.1-38-120/0") 3• 5'to7,RECOVERED 6 in. y SAND.GRAVEL. CONCRETE (3.3-9.8) RECOVERED 13 In, S/t4_ 10'110 72' 13' (63-71,9-9) MEDIUM DENSE FINE TO RECOVERED 4 in, MEDIUM SAND,SHELLS, E INORGANIC SILT SMS" 15'to 17' TRACE 18.10.12-9) RECOVERED 12 in. S#O- 20' to 22' (110-10-13.9) RECOVERED 20 In. MEDIUM TO STIFF BLUE CLAY, TRACE INORGANIC SILT Sk7, 30'to 32' 14.3.4-4) 37' MEDIUM DENSE FINE TO COARSE SAND,TRACE FINE TO 67(8, 40' to 42' (10.1412.12) MEDIUM GRAVEL - RECOVERED 12 in. 44' vc0y�hiee csnlc tr-a.� n n¢e �-.�.F�exes�ee >«�. _xs, ---- SAND;-SOME-FINE TO MEDIUM-'— — -RECOVERED 16 in, ""-- GRAVEL,TRACE)ORGANIC SILT 60' DENSE FINE TO COARSE SAND, S#10, 50' t0 52' GRAVEL,TRACE INORGANIC SILT (22-17.78-15) 52' RECOVERED 12 in. WATER LEVEL 8'6" SIZE OF AUGERS 2-1/4' I.D.LENGTH 15'0" SIZE OF CASING NW LENGTH 20'0" DRILLER:GERALD SMITH,INSPECTOR:J.McPHAIL DATE STARTED &COMPLETED 10-13-2005 All Samples have been visually classified by DRILLER.Onleas otherwise spsid•A1,water lovels noted*we obswved at[mapla[lon of borings,and do out ncresaarhy reprwwu,pemm�ent geooad water levels. FsYTT to puenfhwis indica¢The ausnbet of blows regalred to drive Two_v";h Split Sarnpler 6 orches using 1401b;wt. falling 30 inehaW. Fgurcs irl Wlumn to Icf� Of nOsedl iMis'aa number of blows IO drive casing one foa4 uautg 3 Ib.wsigac falling 24 hwhes(3). Sheat 1 of 1 Appendix C Corporate Environmental Advisors, Inc. Boring Log CEA-1 04/20/65 16:51 PAX 7817214073 GEI CONSULTANTS INC.__ 0002 BORING LOG CEA-1 Page 1 Df 2 Client: Winer Streetkdlltecls Borins Location Boring Method: h0110-Siem augers Contractor Drilax Salem Madtetpb¢ Auger 10100: W4S operator. Ground Elevation(It): Casing ID10D- . Logged By., RJones Total Depth(A): 67 Sampler: W0 spoon Date stadia Finish: 10141047014104 GroMdwateroopthtH): 5(SWNobs) HammerWUFall:.140/30` �tevpt,nnc• 8•SDa8pwn8nreb I4n•vaD4al1°nlenaP IlOpwp4dt Owasy Da�mdon g„o pocwTermne 5Tor3Dagm �i OP•DaeCl Puri,SempN 5K•Retmerylrnpm OVM=DryD�deyaDarNOW bDeDaetet vmuhemotarUr[ynlme4(pmpacssaSWVA Y•Un4atwDw Tuaa S,mpM WDRa Weyal Olnoda t4tlta=N0l Wpaneb.NDtMvIv,N O opDra m,e 3DnYla WOH=WM la Wmms SamDleintormation pp66 E Y atm EJ `Q Descriptions 6] 0 Fill HanOAe9N 51:SILTY SAND WITH GPAV&(SM);fine b aanas.Sol 61 �� 30130 O.0 to 24 medium send;c20-1 non.plesftMas,sunk 10 mngs h St p, boibm in Wa .M iS%subergulargr4vel.max . Concrete ilz";dads brownbWarx. vAsstla FOundalIan COo IEl.o sFar fa4,aacon 7S FEErr Pl:+-5 FSE7 Fat 6 Fit MFCMEI.4-Sv 1• 52:$1 SAM WITH GRAVEL(SM):fine b $2 2414 5.0 to 7.0 43-1-1 madWm sant a 25%subanoulartil nes Stan 0.7@';c 20%non-plasftPass.sunk tobotbm In Olganict am.shelf Oegmentbotlum 2' ads b :drown to S3 2419 7.01094 2-&8.7 and SON a&- . O.gadrs sed 6,-W SDod ,_ San tl 1.0r2ET1U-72 FSE7__ Ss:SILTY rom to medium sand;=25% 10 aubatgaler gravaL max sire 0.75.is20%mon- plastic gnat,sunk to botkrtt In wand•Ahab 84 2N14 10.Obt20 WOW15-3 fragment lluougiau`4dt brawn to block S4:SILTY SAND WITH GRAVEL(SM);be 10 medlum sand:=20%ron pluslic0nes,sunk to bottom In water,m 15%cubangular gravel.mox iae 036%less shell fragments throughout than 53:glass:orgaluodor,stron0estatllp;black 15 q3y Se(Top 97:SILTY SAND(Bbt);One to medium 66 2A119 15.010 t7.0 ti-7a5 nda25%non-plastic Ones,BWditoliOdomin ter.=_S%subangularglevsl,mssstu 114`, 11 Aagments;Glasr black 25.0 LFAN U-754 FRET 65(Boao,n 107ts 6% ry fine en medium ptaa0n'ry Anas.=_5%vcyf"v,a sand:aNe. 20 80:LEND CLAY(CL);medium Dles6dly tutor S SB 2404 20.0 to 22.0 t-20-1 5%very fine send;light ONe. Is. ... M RAFT SO Nates: Borehole backfilled v4th soli wtYJVJa and sa,M upon completion. Waterivel observed 1014/04 at 10:301116. § TAplavwhammerreleasC. 1409 Safety Hammer with 30-fall On T'OD Spit Spoon.300#Safety P§ggHammer with WWI On elD resins. Wakrtewl mada4:Mre0een meat atumos ane un4DrconaKv,s eyed. ProjectSalam MarKdt Place y„�as GFJ Consultants,lie Glwraraluwnu6tlmi mlv oaur4uole mnsiwncotlw Wnmox t((,v�h' 1021 Main Street Drculet Ne M1ne mealWDmmb waro meat. 0,.:.a Winchester,MA 01990 SwYloWn a,eropwwaDDmtlmeaeoun4ano:e•wem meyec GM Prej.Na: 613g0fi mnuWn:mlyenomDYdl. Wcabon: Salem.MA GEI c.ew..,� 10:52 FAX 7617214073 - --- -" - GEI CONSULTANTS INC. fdj D03 BORING LOG CEA-1 Page 2 of 2 Swpie Information � � J u N p an 30 S7:LEAN CLAY(CL);medium plastkily Onea S7 2414 30.Oto32.0 WORMS" 6%verySne Send;li0h[dive. i i a5 I 40 SO:LEAN CLAY(CL):meQum plaSfir tyfines; S92414 40.01042.0 WORT t0%velytme sand;Vp had a peke of 114•gravel; IightoSve. 45 _ Smd Send Sae TEETIEL 4S.O FMT SO S9(Top 221:MARROWLYGRADED SAND(SP); Sa 24162 6 60.0 to 0 2.9-2-4 One Wid:a7%non•pleac,Ams:light grey,no m _, .__' ......._..vlS&oraVactorycvldae of mr9am:na6on. .... ._.._.. _ S44d _ Sand 533 FEETI uS13 FLET 55 n!! S10:NARROWLY GRADED 8"(SP);Ane 'i::: 510 24111 55.0 to 57,0 10.1037.22 san0;GT4nan-pwftfncs;red t,::!: r streaks; ofwnlorevm;no vLsual or olfactory GO of mnYa tlenmingflon, SOnold OF SOREHQLI>SI.OFEUTIEL,-17.0 I=. 00 _ DRIFT as n � g F 70 Wool ball Rungs ne'eCGeL m able lkY and 9nOY:end111pN 6Ok6 Pro)eet Salem MarkelPlate j� Gipurv.+alvna4wu4n:myatcwasutonoum:ouxrOwn mez CM Consultants,Inc p:amntuN4 oncmawremenewR mnao. c ll�1T7/Jl 1021 Main Streal svadn4aw°oncRvreeWapproun)romund44Lwtwecn4dlOws: GEIPrej.Ne.: 613966 GL� Winehester.MA01890 w°nwnzmSrne i.+emt Locadow Salem,MA NORTj® SMaP, FIGURE 2 I MalE4-2 sr.tusauRr clRrw,ago O I GGNl PwMWO I6A ]M 11A VKW!DACE SVf�c Ir^ � xwruwy ots I O p RN I ?� BUILDING # �cEn-1 ,. aN_ 1��tM0l[ Rt e+mItN13 MO_If&-2 Sf{Y}.��IAIWINR((AIf 1 19M NH gl./ST � I i (ttPM%td 2W fIR WWVIf OfM£SP/4 µ� 52 / �y PMFD gMHYAY Fl9M � 1 , IVEI.011� / etm,Pxt k I r.S ' at1c� � - ,m Anot oFttiss / ' / go8I5-t t®�-z Stt vN0)NetIE a 14,SRlxa'G8G 19'B _ r (MD MCE59 m m YC a 9vfE Mata-a Sr.MW P1MME-GRCA IH]a �} PWMP�K.� � , -0V4®If 11YYO.&MINI BUILDING # 1 °sw 'r 57REE-f qZqNCE:TH15 PLAN WA5 PREPARED FROM A NOT TO SCALE _ DD NG ENTITLED,'SITE LAY0LM DATED OCTOBER 20.2004 WASHI` -ON P MpgRED BY CORPORATE ENVIRONMENTAL ADV15OR5,INC. NG t Fs�ig"T..r:r�-c `.iAIFM NEX5 ���11�I� SNPM NJ55FLHUSfT15 LEGEND SUaSURYn¢exnozAAou PUN -�- — LOCATION OF BORING PERFORMED BY CARR-DEE CORP.ON RCG,LLC OCTOBER 12 AND 13,2005 FOR MCPHAIL A550CIATE5.INC. P m y : _ MCPHAIL A550CIATE5.INC. LOCATION OF BORING PERFORMED ON OCTOBER 4,2004 Gmb n'Rya µq pyjyg m.sutac Prrnca w to-aMAS FOR CORPORATE ENVIRONMENTAL ADV150R5,INC. 61)8 -jp28 ovm ocmntwos a,�:�.es. eeu.�a. sem. res. 111)/8 -420(Fm) i a i T CARR-DEE CORP. 1 37 LINDEN STREET P.O. BOX 67_ MEDFORD. MA 02155-0001 - Telephone 391-4500 To HIDELL'EYSIER ASSOCIATES, INC., ACCORD M Date OCRUBER 21, 1986 Job No 86783 ovation 21E BIDDY T55 WASHDCMN STttEET SALEMDIA Scale 1" = 3 ft. BORING 2 cRaLL � PACS 018"_ ASPHALT 6 CONCRETE SLAB J 3 S# 1, FROM 0'8" TO 2'8" 4 REUJVERFD 14" 4 F I L L 3 l I SAND, 3 S2, Mal 5'0" TO 7'0" GRAVEL, 4 RECOVERED 16" 5 6 BRIG, -1 SLAG, J COAL DUST 2 Sli3, FFQ1 10'0" TO 12'0" l 1/12" REOOVEim 20" J 5 13'0"_ LA•DILM DENSE 1 FINE M MEDI184 SILTY SAND, 6 SIi41, FRLM 15'0" TO 17'0" TRACE OF 10 REODVERFD 18" JMEZS 10 J 17r0„ 11 WA1FR LEVE. 8'0" t� �d7"� � 'UL Yom{ Y+4x �_..t.'. �«" .^MaCP�'E Ma:+f^Yk*'+.G^"WN✓9Ar"3Y u�. '�'. _.DRILLM. L..MMEIROS_.. DATE STARTED b C MPLEI D: 10-3-86 INS MI-ED OBSERVATION WELL( 2" PVC PIPE, 10'0" SLATIID, 510" SOLID), 1510." BELOW GEDUND SURFACE, IP:CLUDING RO.41x4AY BOX. JAll samples haus been visually classified by TIRTT TPR Unless otherwise specified. water levels noted were ocserved at completion of Coring!.and do not neeeesarily represent permanent ground water levols. Figures in right hand,col'umAindicate numoer of blows required to drive s10-utrh 5Dlit saml T 6 inches using 140 lb.weight felling 30 inctlgs f Fig ores in column to left(it noted)indicate number of " blows to drive galling one loot, using 300 Ib. weight fallino 24 inches- %rli -175E= 77 1F. 37 LINDEN STREET P.O.-BOX-67 NIEDFORD,, I A 021CS-0001 Telepnone 391.4500 To HIDE7_L-EMER ASS()CT=, 12r.. M:COKD tM Date O(MBEK 21, 19116 Job No s'S'A'l _ 1 3tion 21E STUDY i55 WASHINGTON SLKE6T skum w, Scale 1" _ , It. BORING 3 GEm .a 014" AS P H A L T 13 Sl.`I, F1121 0'4 ' TO 2'4" 13 REOJVGRGD 15" 6 FILL 7 i SAM, GRAVEL, 19 V.1 2, Ml 5'0" TO 7'0" 12 t RcorivE_RED 12" 7 BRICK, 4 CINDERS, il{ _ (Mw e f 11 S03, FIRM 10'0" To 12'G" 11 RECOVERED 7" 4 6 14' !0" J WATER LEVEL 8'0" SIZE OF A[1GERS 3-3/4" I.D., IMM 14' 10" DRILIJ:R: L. MEIRCIS DATE SEAT= S Cavil?LEIED: 10-3-86 77 010""SOLID), 14'10"BELOW GR=, SOUACE, -Up M— IM FMWAY BC)X J , All samples have been visually elassiliod by nRTTT RR Unless otherwise specified, water levels noted were observed at completion t borings,and do ngl necessarily represent permanent ground water levels. Figures in right hand column indicate number of blows roquusd to dm two-inch5pllt S�file>: 6inches using 140 ib.weight telling 30 inches::. Figures in cofumr.to left(it roved1 rnaicb:e number to drive emtna one foot.using 300 to.weight lalling 24 inches t. . I i CARP.-DEE CORP. 37 LINDEN STREET P.O. BOX 67 MEDFORD, MA 02155-0001 TOCphone J91-4500 To. HIDE LL-EYSLLR ASSOCIATES. INC.. ACWto, m Date OCIOBE,- 21, 1986 Job No 86783 Lnr:ation 21ESfUL1Y. 155"WASHIbMDN SC EET_ SAUaj. MA Scale 1" 3 ft. BORING 4 GROUPID SURFACE 014e AS P HALT 4 St? 1, FeRall C-4" TO 2'6" 3 RECOVERED 14". FILL 7 7 SAPID, GRAVEL., 5 572, FROM 5'0" TO 7'0" 5 RECOVERED 18" ASHES, 4 4 SIQIS, CINDERS, 2 S73, FF@f 10'0" TO 12'0" WOOD 2 RECOVERED 2" 2 2 • 14'0" PFDILM DENSE FINE TO P4)nm 10 Slf4, FROM 15'0" TO 17'0" SILTY SAPID, 12 RECOVERED 20" TRACE OF S01_R 12 17'0 4 WATER LEVEL 8'0" K .MM"','fX�R� i4if3:Q., DRIIIFR. 1:V DEIROS DATE STARTED 6 C3-TLEiED: 10-3-86 I INSEALLED OBSERVATION WELL( 2" PVC PIPE, 10'0" St17TItD, 5'0" SOLID), 15'0" BELOW GRL7M SURFACE, INC7.DDItt ROACWAY BOX. 1 All samples have been visually classified by TWIT FR Unless otherwise specified. water levels noted were observed al completion of borings.and d0 not ntscessarilyfepresent permanent groundwater levels. Figures in right hand column indicslenumber0t blows reouucd to drive _ mrn inrh enl i t e,�m.lar 6 inches using 140 Ib.weight fAlling 50 inches:` Figures in column to len(it noted)incicate number of blows to drive easing one foot. using 300 Ib.weight falling 24 inches' 37 LINDEN STREET P.O. BOX 67 MEDFORD, MA 02155-0001 Telephone 391-4500 To 1iIDII.I.-EYSIER ASSOCIA rs, INC., tirmiD, MA Date OMBF!: 21, 1986 Job No 8,6783 Lnration 21E SIUDY, 155 WASh1IIJG1ON STREET, SSLFtt, MIScale 1'" = ft. BORING 5 GRDn q 0'4" A S.P H A L T �— 13 571, FROM 0'4" TO 2'4" 25 RE03VUED 18" 35 FILL 59 SAND, GRAVE., 5 5i,2, rR.ai 5'0" TO 6'0" 50 RECOVERED 12" BRILK, OJr\'Ci2L'tE, p 0 SE>FI7S, 2 Sf,3, FE01 10'0" TO 12'0" 2 RECLIVE'D.FD 5' CINDERS 2 l2 14'0" l ffDII)r4 DENSE FIFE TO Mul 5 Sv4, FRa`1 15'0" TO 17'0" SILTY SAND 7 RMOVERED 20" 12 17'0,1 13 WATER LEVEL 8'0" SITE OF A[�1RS 3-3/4" I D LFt3;IH IS'0" SThfLI'ID 6 fSqqPLE1LD: ID-3-86 JINSMLLFD OBSERVATION WELL( 2" PVC PIPE, 10'0" S1IJ=, 5'0" SOLID), 15'0" BEAW GFOW S'UWACE, INCLL712112 3 F 1ACWW BOX, 1 All samples have been visually classified by TR TTT''Z Unless otherwise specified, water levels noted were observed at completion of borings,and do not necesmr0y represent permanent ground water levels. Figures in right hand column indicate number of plows r0quirrod to drive two-1ndi EDLit Sat�let' 6 inches using 1401b.weight falling 30 inches:t- Figures in column to loll tit noted)indicate number of blows to drive casing one loot, using 300 lb, weight falling 24 inches-1.. 1 ! cuccc ..r CrAkti-DEE CORP. 37 LINDEN STREET P.O. BOX 67 MEDFORD. MA 02155-0001 Telephone 391-45C0 To H1DELL-EY= /SSOCIATF_5. 1PS' AOMRD Mn Date m=ER 1 1986 Job No �67R7 Location 21E STUDY 155 WASHIP=N STREET SALEM MA Scale 1" _ _3 ft. BORING 6 GROUND SURFACE SO 1, FRa%I G.S. TO 210" AUGER IFLICNL' S4 F-E FILL 3 SO 2, FROM 4-6" TO CC SAND, 4 RENVEFED 9" 5 4 GRAVEL, 2 5'13, FRCM 9'6" TO 11'6" 2 RECOVERED 10" It 3 BRILR 20 S(14, FFCM 14'6" TO 16'6" 15 RECOVERED II" 14 16,6„ 14 WATER LEVEL. VIP _ --DRILLER: -F VIWETECER _ DATE STAEt1ID & ORiPLE'LFD: 10-27-96 IN51s1LM OBSERVATION WELL( 2" PVC PIPE, 10'0" SCOITED, 1 5'0" SOLID), 15'U' BELOW GROUPED SURFACE, LNCL UDIPI„ RDADe1AY DJX. J i J All samples have been visually classified by nR111 Fp Unlcea otherwise specified.water levels noted were obaerveo at completion of boring%,and do pppt neceanarily represent permanent ground water levels. Figures in right hand column indicate number of blows required to drive CGD-in& SI)n S Ler 6 Inches using 140 lb.weight falling 30 inches f Figures in column to left(if noted)indicate numbor of " I blow 16 drive casing one toot, using 300 Ib.weight falling 24 inches t. 1 Y CARR-DEE CORP. 7 LINDEN STREET -P,O. BOX 67 --- --- --MEDFORD, .MA 02155-0001. _ - Telephone 391-4500 _.. HIDFLL-EYSTER ASSOCIATES DJC.. ACITIRU. R-1 Date L9 MIBER 3 1996 Job No wg i ,.tion 21E SIUDY, 155 WASHINSTON STREET, SALEM, MA Scale 1" 3 fl. BORING 7 GROUND SURFACE 5111, FROM G.S. TO 2'0" AMER FLIGHT SXL•IFLE FILL 4 --,',2, FSM 4'6" To 6'6" S 5 RENVFRFD 9" 3 7 GRAVEL, 3 FRa.1 9'6" TO 11'6" 7 NO RECOVERY 4 BRICK, 22 Mt 11'6" 'IO 13'6" _ .. .. . .._._.. _ 3 _,_N7 REOOVERY.__ 2 2 CINDERS 7 Sf13, FROM 14'6" TO 16'6" 19 RECOVERED 13" 11 21 16'6" SIZE-OF AUGERS 3-314'i I.Q., L�T�`f`rl_"(4y(it' •" •< ` •,`�, � . . , DR TIER: F. WII EMM DATE STARTED 6 030=: 10-27-86 INSTALIED OBSERVATION WELL( 2" PVC PIPE, 10'0" SLDTLID, 5'0" SOLID), 1510" BELOW GROW SURFACE, INCLUDING TMEWAY BOX. All samples have been visually classified by DRTT7 FR Unless otherwise specified. water levels noted were observed at completion of borings,and do not necesnerily repressnl permanent groundwater levels. Figures in right hand column indicate number of blows required to drive two—inch split sanmlei 6 inches using 140 lb.weight falling 30 inches Figures in column to lsh(if noted)indicate number of 37 LINDEN STREET P.O. BOX 57 MEDFORD, MA 02155-0001 Telephone 39.-45CO TO HIDE LL-EfSTER ASSOCIATES lj ArMED M Date wlDfxrp I 199A, Job No 867,-91 Location 21E STUDY 155 WASHINGTON STREET, SA1a4, 1AA Scale 1" = 3 ft. BORING 8 EXISTnr MAR 016" C 0 N C RETE Sr11, FROM 0'6" TO 5'0" CASH, &%uRE FILL SAM, 2 S112, IF01 5'0" TO 7'U" 3 RECOVERED 11" 2 3 GRAVEL, f 4 S#3, FR%19'6" TO 1i'6" 4 RECOVLMED 8" l5 SHELLS, 3 SILT 51 SIM, . FI01 14'6" TO 15'0" 47 RECOVERED 13" 16'0" 82 WATER LEVEL 9'0" SIZE OF CA-SIA1. NW, LEIM. 15'0" — ,.wr�s�..z �-,....,w.,,.'_.m ar:^w.�,eF.:.....ab'w+.,»�...a.,.�..: ..... ..... . ......... «...<..... .,,� _ ....,.1.... .m _.T1ATE-sTATQED-&-bot,'T =TAO--27m86 -- INSTALLED OBSERVATION WELL( 2" PVC PIPE, 1010" SLOTTED, 510" SOLID), 15'0" BELai GROUND SURFACE, Ii== FCADNAY BOX. 7 All samples have been visually classified by DRT11 M Unless otherwise specified. water levels noted were obsorved at complalion of borings,and dO Ol neceeya illy repre3e01 permanent ground watef levels. Figures in right hand column indicate number of blows reeulr7d to drive LW0-1IlC[I 51711[ Sal1§]l.ei b Inches using 140 ib.weight lalling 30 inches f Figures in column to left(if noted)indicate numuor of A blows to drive casing one toot,using 3001b.weight lalling 24 inches*- i 133 L S " e lob ...n v_Y`cnak �3,aa��E ia�'niwE�m$"xeK"s=.rzY'a.�fr,�+.v'— .yQ. .�i:F.a.ewEmn�aY•udrer'..•—• _ •%,aA•u ��3,aa-- .g• 3 n - S -, incl o;b ri 9 N e-s '7 S 1 9 �1N3WHab lt►_ '. GROUNDWATER FLOW MAP i T AC1/ E1\ 7 SALEM EVENING NEWS SCALE : 1 " = 1G' PROJECT ' 05-00121 S .4LF- M \ F� V t N I /J G \\ a-e A/ X5'1 v & NINv LOtcol''�'• —� ` c, p '4 l 13 Notes for Potentiometric Map e • 1 . Elevations relative to arbitrary a • 100 foot datum 2. Arrows indicate groundwater flow directions based on 3 point method. Arrow lengths are proportional to ground— water slope . 3 . Contour lines indicate potentiometric S T,- EE T surface . Lines drawn after numerical — interpolation based on observation well —_ levels. --"� Sit M4 ort. 9*f 064 FRONT 574E—j a {may i z ARS Ln Is tiro � Ucw t31d� �Rs�a Iry FOS S� 1- gVf LAO 6 O,JA-ova STR� - a{' Sb f�/Meer �A Fi>�Er LS S '�T&PROPERTY ADDRESS FMT h p,TO.,4, N Ms]-O Fm nEV Ibn,[i..-.T t /iaY,M Wsawmw S N Wm-R SNN Y.DaT DD S i �► BPwi#I,LE4u1$N. EET Q ,�. FRONT STRY Mab,.sSn.isFsTY[Ee[)Y. .,i. D ..OTT.m a,sma,,., FIFT xne,'oa[6TO.,_ vxlzsw. oxo uw�[rtmmstis wvxmis rto .' 'xm`oim mas[o, MSAw4 x-DeN axwv 1 AN REFEREENEE5 NL 4 4xl`p 'ZS 01[Mv, a ��T Y�.W6�,A�PFw ,[o w,xn w TK RNl pl WN 20NE bO$a r w u¢ x 6 �a ,x[arta,dEvr zwz G.w urw w Yndia nmzw, r.,=[xa ammTOOD-coa" &WaE➢nI.,ETOwm,f.,aLeDS'" _ T89 4 5 aw 00[ cur ss g gl grZoN NC 7A47 SLF' N$ a I 5 x tEE.T', - .axmu¢maruEl„ $315wy`p y MET\ fx - r WTTTL W v nuuu,a,w,w a,m i,¢(s,Mrtsk e mux[ 8,v 757, int �^ OTT 1 xDn[ °ww[m`w`R.xw[ra,°°aD _ - [O[ M1��k ,•".. aao aecMe.nm w cIaz eo. x.E olwnY rwa a xo or �,... 'wxw[rz ®w LO �" GAS TAX,_DR rurz JOT ® YDN,wR,o ra. _� µ � YH,[, a RDD!D„D.cPtl4.Tv YMYEF arMBa rww,momma Y.raw SMO YMfIIRM e0 RD,34 N, t [s,r/sa aw ixn,E/O 0.UF s,o'6 EPixD MD a m aExmx91O`"Pua,c s,PE[h W M YD x[r nDx` mmx F,,, sro,E awxn Wxx aau xoF FOUNDw.rc wA�n w s�m[in oe.rto ar ws vv.. Yu>�, r� ,wE soo,aTvnnw.cRam,o w rrw,w e orzMvo v,REs eY I s LQ ,w eI MM ILOTI Cw1PLL�4W ROT RRW16D -y� Y[ ,ar LQl,M fl[DM w ff WILL SIF➢.N ]tt Ci SN£1I PVHNIHG'.BOOPO `Bi, rOC ii vaR¢[c ♦ J ,O'E,P/n wI,[.sR,pP0 0 b y 11w'a, 4{_\, € vuwY[nr w,xDRov A.N.R PLAN Q gal FRONT STREET /16 NEW DERBY STREET rsa x[y.DRRD s ,w, /155-169 WASHINGTON STREET NEI1��E Mo. ScuT r SALEM, MA z.. ^'w�R� z'S„mTREET .voao<-F vTr mam ,asa7O sTeeco,am ra(nm S 97T NY Na,m (T IArz nuN: J OPECNEE CONSTRUCTION CORPORATION Controlled Construction Progress Report July 17,2008 Re: Site Inspection for Washington at Derby 155 Washington Street Salem,Massachusetts Building Permit No. 964-08 As the Architect of record, I conducted a site visit on July 16, 2008 for the above referenced Project as required by the Massachusetts State Building Code 780 CMR Section 116.2.2. I have reviewed the progress and the quality of the work as it relates to the design intent and to the best of my knowledge the current work is generally consistent with the construction documents and is in compliance with applicable codes and regulations. Ron Lamarre M� 2008.07.1711:17:41 -04'00' Ron Lamarre Architect-Registration No. 10002 Observations and comments: 1. The underslab drainage is installed and the gravels have been placed. 2. The foundation perimeter drain and mat has been installed along the Washington Street side. 3. The perimeter slab-on-grade insulation installation has begun. 4. The fourth floor deck concrete is being placed(first upper slab placement). 5. Stair No. 1 has been installed and prepared for construction use up to the fourth floor. 6. Stair No. 2 is installed through the second level and is currently being erected. 7. Rain leaders are being piped from the roof to the SOG; most are complete from the roof to the 2nd floor. 8. HVAC penetrations have been boxed-out on the upper slab decks in preparation for concrete placement. 9. Under-slab electrical conduits have been placed and risers are capped. End of Progress Report. x It CORPORATE DRIVE, RELATONT, N11 113220 PHONE (603) 527-9090 FAX (603) 527-9991 OPIUM CONSTRUCTION CORPORA'I ION Controlled Construction Progress Report November 04, 2008 Re: Site Inspection for Washington at Derby 155 Washington Street Salem, Massachusetts Building Permit No. 964-08 As the Architect of record, I conducted a site visit on November 04, 2008 for the above referenced Project as required by the Massachusetts State Building Code 780 CMR Section 116.2.2. I have reviewed the progress and the quality of the work as it relates to the design intent and to the best of my knowledge the current work is generally consistent with the construction documents and is in compliance with applicable codes and regulations. Ron L A+� 2008.11.0611.06 10:15:50-05'00' Ron Lamarre Architect-Registration No. 10002 Observations and comments: 1. Stair No. 1 and 2 are installed with inside guardrails and being used for construction to the fourth floor. 2. Gas connection from the street is installed and is being piped to the roof-top equipment 3. Roof-top HVAC units are installed along with the screening. 4. Masonry along all elevations is relatively complete, minor detailing is being completed. 5. Exterior wall framing is being completed; first floor area is the only remaining work. 6. Exterior wall sheathing is being completed around the first floor—all other areas are complete. 7. Final detailing is being completed on continuous foam board insulation, Tyvek air barrier, and waterproofing tape around I"floor fenestrations & old-to-new transitions. Seams in the exterior wall continuous foam insulation is being sealed on the interior side with low-expanding spray foam. 8. 3-hour fire wall between the existing to remain and new structure has been installed. RCG to review details of new-to-old trim connections. Transition details to be coordinated. (On-going). 9. Exterior siding and trim has started on the 2"a, 3`a, and 4"i floors of all elevations. 10. Window installation is nearly complete on 2"a 3`a and 4`h floors; only corner"curved" section remains. 11. Interior stud wall framing is being installed on 2"a, 3`a, and 4t'floors. Gypsum wall board is on-going at shafts and interior partitions. Insulating of the exterior walls has begun, along with the vapor barrier. 12. CPVC sprinkler mains and branch piping is being completed on 2"a 3`a and 4"floors. 13. HVAC ductwork is being insulated on 2"a, 3`a, and 4" floors. 14. Electrical rough-ins have begun; boxes and conduit for power and fire alarm. Wire is being pulled to from the main distribution panel to each Unit's distribution panel; from there device boxes are being wired along with connections to the roof-top units. End of Progress Report. I1 CORPORATE. DRIVV... RkLMON'r. Nil 03220 PHONE (603) 527-9090 FAX (003) 527-9191 GE OPCCHEE CONSTRUCr10N CORPORATION September 24, 2008 Mr. Tom McGrath Building Inspector 120 Washington Street Salem,Massachusetts Re: Fireretardant-treated Plywood at Washington at Derby 155 Washington Street Salem, Massachusetts Building Permit No. 964-08 Dear Tom: I am responding to your concern regarding the use of fire treated plywood on the exterior of the building. The new building design is an R2 Use Group of Type 3B construction. The non-loadbearing exterior wall consists of 6"light gage metal studs which are non-combustible. The exterior wall finish consists of fiber-cement siding with a fireretardant-treated plywood backer. The use of fireretardant treated wood is not restricted as a finish on the exterior side of the exterior wall per section 1406 2.2. Fireretardant-treated wood, as referenced in referenced 1406.2.2, needs to comply with section 2310.0 which requires the material to meet ASTM E-84. Our submitted fireretardant-treated plywood products conform to ASTM E-84. Please see the attached FRT product as manufactured by Dricon and Pyroguard as manufactured by Hoover. If you have any questions or concerns,please contact me. Thank you. JC_ / Ron M� Lamarr2008.09.2411 1:02:28 -04'00' Ron Lamarre Architect-Registration No. 10002 11 CORPORATE DRIVE. RHI.NIONT, N11 (13220 PHONE (603) 537-9090 FAX 16031 527-9191 GE 0KCHEE CONSTRUCTION CORPORATION September 24, 2008 Mr. Tom McGrath Building Inspector 120 Washington Street Salem,Massachusetts Re: Fireretardant-treated Plywood at Washington at Derby 155 Washington Street Salem, Massachusetts Building Permit No. 964-08 Dear Tom: I am responding to your concern regarding the use of fire treated plywood on the exterior of the building. The new building design is an R2 Use Group of Type 3B construction. The non-loadbearing exterior wall consists of 6" light gage metal studs which are non-combustible. The exterior wall finish consists of fiber-cement siding with a fireretardant-treated plywood backer. The use of fireretardant treated wood is not restricted as a finish on the exterior side of the exterior wall per section 1406.2.2. Fireretardant-treated wood, as referenced in referenced 1406.2.2, needs to comply with section 2310.0 which requires the material to meet ASTM E-84. Our submitted fireretardant-treated plywood products conform to ASTM E-84. Please see the attached FRT product as manufactured by Dricon and Pyroguard as manufactured by Hoover. If you have any questions or concerns,please contact me. Thank you. Ron Lamarre 2008.09.24 11:02:28 -04'00' Ron Lamarre Architect-Registration No. 10002 11 CORPORATE DRIVF_ BEL.1ONT. Nil 03220 PHONE ( 613) 517-909 FAX (603) 527-9191 OPECHEE CO N S'rR U CTI ON CO 1?PO R A'1 ION September 23, 2008 Mr. Tom McGrath 1. Building tnspecter 120 Washington Street Salem,Massachusetts Re: Fireretardant-treated Plywood at Washington at Derby 155 Washington Street Salem,Massachusetts Building Permit No. 964-08 Dear Tom: I am responding to your concern regarding the use of fire treated plywood on the exterior of the building. The new building design is an R2 Use Group of Type 3B construction. The non-loadbearing exterior wall consists of 6"light gage metal studs which are non-cotnbustible. The exterior wall finish consists of fiber-cement siding with a fireretardant-treated plywood backer. The use of fireretardant treated wood is not restricted as a finish on the exterior side of the exterior wall per section 1406.2.2. Fireretardant-treated wood, as referenced in referenced 1406.2.2, needs to comply with section 2310.0 which requires the material to meet ASTM E-84. Our submitted FRT fireretardant-treated plywood as manufactured by Dricon conforms to ASTM E-84. Please see the attaced Dricon submittal information. If you have any questions or concerns,please contact me. Thank you. wlt, � Ron Lamarre A,✓t 2008.09.23 13:50:43 -04'00' Ron Lamarre Architect-Registration No. 10002 0 it CORPORATE DRIVE.. RE1.9U)N1, NH 03220 PHONE (603) 527-9090 FAX (603) 527-9191 CHAPTER 14 EXTERIOR WALL COVERINGS 780 CMR 1401.0 GENERAL 1403.4 Structural:Exterior walls shall be designed 1401.1 Scope: The provisions of 780 CMR 14 shall and constructed to resist safely all superimposed establish the minimum requirements for exterior Inadc as required by 780 CMR 16. walls. Exterior walls shall be designed and 1403.4.1 Structural strength against wind constructed in accordance with 780 CMR. forces: In all buildings required to resist the wind pressures described in 780 CMR 1611.0, glazing 780 CMR 1402.0 DEFINITIONS in exterior window openings shall be designed to 1402.1 General: The following words and terms resist the wind loads specified in 780 CMR shall, for the purposes of 780 CMR 14 and as used 1611.0 for components and cladding. elsewhere in 780 CMR, have the meanings shown 1403.4.2 Structural strength of sash or frames. herein. Mullions, sash and frames of glazed exterior Exterior wn/1 finish: A material or assembly of window openings shall be designed to resist the materials applied on the exterior side of exterior wind loads specified in 780 CMR I6ll.0 for walls for the purpose of providing a weather- components and cladding. resisting barrier, insulation or for aesthetics, 1403.5 Fireresistance: All exterior walls shall including veneers, siding, exterior insulation and comply with the fireresistance rating requirements of finish systems, architectural trim and 780 CMR 705.0_ embellishments such as cornices, soffits, facias, gutters and leaders. 1403.5.1 Fireresistance rated openings: Openings in exterior walls, where required to Wall have a fire protection rating, shall comply with Apron wall: That portion of a skeleton wall the provisions of 780 CMR 7. below the sill of a window. Skeleton or panel wall: A nonbearing wall 1403.6 Flood-resistant construction:Exterior walls supported by each story on a skeleton frame. of structures that are erected in areas prone to Spandrel wall: That portion of a skeleton wall flooding shall comply with the provisions of above the head of a window or door. 780 CMR 3107.0. Veneered wall: A wall having a facing of masonry or other weather-resistant 1403.7 Ratproofrng:Exterior walls of buildings that noncombustible material that is securely are required to be ratproofed shall comply with the attached to the backing,but not so bonded as to provisions of 780 CMR 1215.0. exert common action under load. 780 CMR 1404.0 MATERIALS 780 CMR 1403.0 PERFORMANCE 1404.1 Wood:Exterior walls of wood construction REQUIREMENTS shall be designed and constructed in accordance with 1403.1 General:The provisions of 780 CMR 1403.0 780 CMR 23. shall apply to exterior walls and components thereof. 1404.2 Masonry: Exterior walls of masonry 1403.2 Durability: All exterior walls and construction shall be designed and constructed in components thereof shall be of approved materials accordance with 780 CMR 21. which maintain the performance characteristics required herein for the duration of use. 1404.3 Metal: Exterior walls of formed steel construction structural steel or lightweight metal 1403.3 Weather resistance: The exterior walls shall alloys shall be assigned in accordance with be faced with an approved weather-resistant 780 CMR 22 and 780 CMR 20,respectively. covering that is properly attached to resist wind and rain. The cellular spaces shall be so ventilated as not 1404.4 Concrete: Exterior walls of concrete to vitiate the firevtopping at floor, attic and roof construction shall he designed and constructed in levels,or shall be provided with an approved interior accordance with 780 CMR 19. noncorrodible vapor retarder, or other approved means to avoid condensation and leakage of 14045 Structural glass: Exterior walls of structural moisture. glass block shall be designed and constructed in accordance with 780 CMR 2115.0. 2/7/97 (Effective 2/28/97) 780 CMR-Sixth Edition 241 Dricon® FRT Wood Specification PART 1GENERAL 1.01 SUMMARY A. Section includes: Fire retardant treatment for wood, including framing, decking, sheathing and other wood construction, not exposed to weather. Specifier Note:Revise Paragraph below to suit project requirements. Add section numbers and titles per CSI Master Format and specifier's practice. B. Related Sections:Section(s) related to this section include: 1. Rough Carpentry: Division 6 Rough Carpentry Section. 2. Finish Carpentry: Division 6 Finish Carpentry Section 3. Architectural Woodwork: Division 6 Architectural Woodwork Section. Specifier Note:Article below can be omitted when specifying manufacturer's proprietary products and recommended installation. Retain Reference Article when specifying products and installation by an industry reference standard. If retained, list standard(s)referenced in this section. Indicate issuing authority name, acronym, standard designation and title. Establish policy for indicating edition date of standard referenced. Conditions of the Contract or Division 1 References Section may establish the edition date of standards. This Article does not require compliance with standard, but is merely a listing of references used.Article below should list only those industry standards referenced in this section. 1.02 REFERENCES A. General: Standards listed by reference,including revisions by issuing authority, form a part of this specification section to extent indicated.Standards listed are identified by issuing authority,authority abbreviation,designation number, title,or other designation established by issuing authority. Standards subsequently referenced herein are referred to by issuing authority abbreviation and standard designation. Most recent editions should be used. B. American Society for Testing and Materials(ASTM): 1. ASTM D 5516 Standard Test Method for Evaluating the Flexural Properties of Fire Retardant Treated Softwood Plywood Exposed to Elevated Temperatures. 2. ASTM D 5664 Standard Test Method for Evaluating the Effects of Fire-Retardant Treatments and Elevated Temperatures on Strength Properties of Fire-Retardant Treated Lumber. 3. ASTM E 64 Standard Test Method for Surface Burning Characteristics of Building Materials. C. American Wood-Preservers'Association (AWPA): 1. AWPA Standard C20 Structural Lumber-Fire Retardant Treatment by Pressure Processes. 2. AWPA Standard C27 Plywood-Fire Retardant Treatment by Pressure Processes. 3. AWPA Standard C31 Lumber Used Out of Contact with the Ground and Continuously Protected From Liquid Water-Treatment by Pressure Processes, 4. AWPA Standard P5 Standard for Waterborne Preservatives. 5. AWPA Standard P17 Fire Retardant Formulations. 6. AWPA Use Category System,Appendix H. 7. AWPA Use Category UC1. 8. AWPA Use Category UC2. D. Military Specification (Mil. Spec.): 1. Mil. Spec. L-1 9140E Lumber and Plywood, Fire-Retardant Treated, E. National Fire Protection Association (NFPA): 1. NFPA 255 Standard Test Method for Surface Bunning Characteristics of Building Materials. F. Underwriters Laboratories, Inc. (UL): 1. UL 723 Test for Surface Burning Characteristics of Building Materials. 2. UL Building Materials Directory. Specifier Note:Article below should be restricted to statements describing design or performance requirements and functional, not dimensional, tolerances of a complete system. Limit descriptions to composite and operational properties to extent necessary to link multiple components of a system together and to interface with other systems. 1.03 SYSTEM DESCRIPTION A. Performance Requirements: Provide fire retardant treatment which will perform in accordance with manufacturer's stated performance criteria without defects, damage or failure. Specifier Note:Article below includes submittal of relevant data to be furnished by Contractor either before, during or after construction. Coordinate this Article with Architect's and Contractor's duties and responsibilities in Conditions of the Contract and Division 1 Submittal Procedures Section. 1.04 SUBMITTALS A. General: Submit listed submittals in accordance with Conditions of the Contract and Division 1 Submittal Procedures Section. B. Product Data: Submit product data, including manufacturer's SPEC-DATA®product sheet, for specified products. C. Quality Assurance Submittals: Submit the following: 1. Test Report: Certified test report showing compliance with specified performance characteristics and physical properties. Include in test report certification that fire retardant solution does not contain ammonium phosphate. a. Evaluation Report: National Evaluation Report NER-303 or ICBO ER-5755 indicating fiamespread,strength, corrosion and hygroscopic properties. 2. Certificate: Certification from treatment plant certifying wood treatment applied complies with Dricon fire retardant treatment by Arch Wood Protection. D. Closeout Submittals: Submit the following: 1. Warranty: Warranty documents specified herein. Specifier Note:Article below should include prerequisites, standards, limitations and criteria which establish an overall level of quality for products and workmanship for this section. Coordinate Article below with Division 1 Quality Assurance Section. 1.05 QUALITY ASSURANCE A. Wood Treatment Plant Qualifications: Wood treatment plant experienced in performing work of this section which has specialized in the treatment of wood similar to that required for this project and a plant licensed by Arch Wood Protection. Specifier Note:Retain Paragraph below to suit project requirements;otherwise, delete Paragraph below. 1. Certificate: When requested, submit certificate indicating qualification. Specifier Note:Paragraph below should list obligations for compliance with specific code requirements. General statements to comply with a particular code are typically addressed in Conditions of the Contract. Repetitive statements should be avoided. Edit paragraph below to suit project requirements. B. Regulatory Requirements: Provide fire retardant treatment which complies with the following regulatory requirements: 1. New York City MFA(199-81-M, 200-81-M). 2. FHA Minimum Property Standard#2600. 3. HUD Materials Release 1261. 4. Wisconsin Material Approval 960073-W. Specifier Note:Article below should include special and unique requirements. Coordinate Article below with Division 1 Product Requirements Sections. Coordinate Article below with related Division 6 Wood&Plastics Sections. 1.06 DELIVERY,STORAGE&HANDLING A. General: Comply with Division 1 Product Requirements Sections. B. Storage and Protection:Store materials protected from exposure to harmful weather conditions and at temperature conditions recommended by manufacturer. Specifier Note: Coordinate Article below with Conditions of the Contract and with Division 1 Closeout Submittals(Warranty) Section. 1.07 WARRANTY A. Project Warranty: Refer to Conditions of the Contract for project warranty provisions. B. Manufacturer's Warranty: Submit,for Owners acceptance, manufacturer's standard warranty document executed by authorized company official. Manufacturer's warranty is in addition to, and not a limitation of, other rights Owner may have under the Contract Documents. Specifier Note: Coordinate Paragraph below with manufacturer's warranty requirements. Arch Wood Protection offers a 40 year roof warranty against heat degradation. Consult with manufacturer for warranty requirements. 1. Warranty Period: [Specify term.]years commencing on Date of Substantial Completion. PART 2 PRODUCTS Specifier Note:Retain Article below for proprietary method specification. Add product attributes, performance characteristics, material standards and descriptions as applicable. Use of such phrases as "or equal"or'or approved equal"may cause ambiguity in the specifications. Such phrases require verification(procedural, legal, regulatory and responsibility) for determining "or equal"products. 2.01 FIRE RETARDANT TREATMENT A. Manufacturer: Arch Wood Protection. Specifier Note:Paragraph below is an addition to CSI Section Format. Retain or delete Paragraph below per project requirements and specifiers practice. 1. Contact: 1955 Lake Park Drive, Suite 250 Smyrna, GA 30080 Telephone: (770)801-6600; Fax: (770) 801-1990. B. Product Treatment: Dricon fire retardant treatment for wood is produced by licensed treatment plant. Fire retardant chemical shall provide protection against termites and fungal decay,shall be registered for use as a wood preservative by the U.S. Environmental Protection Agency(EPA),shall comply with formulation FR-1 of the current edition of AWPA Standard P17,and shall be free of halogens, sulfates and ammonium phosphate. Treated wood shall have a fiamespread of less than 25 when tested in an extended 30 minute tunnel test in accordance with ASTM E 84, NFPA 255 or UL 723. 1. Corrosion Properties: Fire retardant treated wood in contact with carbon steel, galvanized steel, aluminum,copper and red brass shall exhibit corrosion rates less than 1 mil (0.025 mm)per year when tested in accordance with Fed. Spec. MIL-L- 19140, Paragraph 4.6.5.2. 2. Testing:Testing on fire performance,strength and corrosion properties of fire retardant treated wood shall be recognized by issuance of a National Evaluation Services Report. C. Fire Retardant Treatment: Manufacturer's solution for fire retardant treatment of wood. 1. Lumber Treatment Standard: Comply with AWPA Standard C20, current edition, and Appendix H of AWPA Use Category System. 2. Plywood Treatment Standard: Comply with AWPA Standard C27,current edition,and Appendix H of AWPA Use Category System. HOOVER TREATED WOOD PRODUCTS, INC. VAt'u`,g$` J' :3 ''7 t�+t55wrr''''e'nvsi.�s'^+ }'S,ts xA n� scs h �i '"• - s°WP9 a` ^"'�`9 �, 'x�` p�r ^+',aZt 'S e`p d. Tata,' 'k y w ss de' <. U.�3,i $" 1 u� s"i s 1p2, a. `.... FOR ADDITIONAL INFORMATION.• 1-800-TEC-WOOD(832-9663) SPECIFICATION GUIDE for PYRO-GUARD® Interior Fire Retardant Treated Wood PART I—GENERAL 1.01 PRODUCT INDENTIFICATION A. All lumber and plywood specified to be interior fire retardant treated wood shall be pressure impregnated with PYRO-GUARD®which has a flame spread rating of 25 or less when tested in accordance with ASTM E 84, "Standard Test Method for Surface Burning Characteristics of Building Materials".PYRO-GUARD®fire retardant treated wood shall show no evidence of significant progressive combustion when the test is extended for an additional 20 minute period.In addition,the flame front shall not progress more than 10'/2 feet beyond the centerline of the burners at any time during the test. B. Fire retardant treated lumber and plywood shall be manufactured under the independent third party inspection of Underwriters Laboratories Inc.(UL)Follow-Up Service and each piece shall bear the UL classified mark indicating the extended ASTM E 84 test. C. Each piece shall be labeled kiln dried after treatment(KDAT).Timber Products Inspection,Inc.(TP)shall monitor the process and the TP mark shall appear on the label. PART 2—PRODUCTS 2.01 FIRE RETARDANT TREATMENT A. Treatment shall be PYRO-GUARD®manufactured by Hoover Treated Wood Products,Inc. B. Structural performance of fire retardant treated wood shall be evaluated in accordance with ASTM D 5664 for lumber and ASTM D 5516 for plywood. Evaluation of plywood data shall be in accordance with ASTM D 6305. The resulting design value and span rating adjustments shall be published in ICC Evaluation Service Report(ESR)- 1791 issued by the ICC Evaluation Service,Inc. which includes evaluation of high temperature strength testing for roof applications. - - C. Interior fire retardant treated lumber and plywood shall have equilibrium moisture content of not over 28%when tested in accordance with ASTM D 3201 at 92%relative humidity. D. Interior fire retardant treated wood shall be kiln dried after treatment to a maximum moisture content of 19%for lumber and 15%for plywood. E. The fire retardant formulation shall be free of halogens,sulfates,chlorides,ammonium phosphate,and formaldehyde. F. Provide lumber of the appropriate grade and species as specified by the design criteria of the intended application after consideration of design value adjustments. G. Provide plywood of the appropriate size,grade and species as specified by the design criteria of the intended application after consideration of span rating adjustments. 2.02 PRODUCT SUBSTITUTION No substitutions permitted. PART 3—EXECUTION 3.01 FIELD CUTS A. Lumber:Do not rip or mill fire retardant treated lumber.Cross cuts,joining cuts,and drilling holes are permitted. B. Plywood:Fire retardant treated plywood may be cut in any direction. 3.02 APPLICATION A. PYRO-GUARD®fire retardant treated lumber and plywood used in structural applications shall be installed in accordance with the conditions and limitations listed in ESR-1791 as issued by the ICC Evaluation Service,Inc. B. Treated wood shall not be installed in areas where it is exposed to precipitation,direct wetting,or regular condensation. C. Exposure to precipitation during shipping,storage and installation shall be avoided.If material does become wet, it shall be replaced or permitted to dry to a maximum moisture content of 19%for lumber and 15%for plywood prior to covering or enclosure by wallboard,roofing or other construction materials. PGD-SPEC: 11105 a ONCHEE1 CONSTRUCTION CORPORATION April 16, 2008 Tom McGrath City of Salem MA City Hall Annex - 3rd Floor 120 Washington Street Salem, MA 01970 RE: 159-189 Washington and New Derby Street Washington At Derby Project Dear Tom, Thank you for taking time to go over you letter dated April 15,2008. I understand that any building permit issued before final design drawings for Electrical and Mechanical are submitted and permitted will be "at risk". I am comfortable with this condition as these items will not affect the basic building shell of foundation and structural steel. These two items generally take about 2 months to complete for a building this size and will allow time to finalize the Electrical and Mechanical designs. Sprinkler designs are complete and have been submitted to the fire department. The several items you mentioned in you tetter will be addressed as follows. 1. I have attached a door schedule. Doors for the bedrooms and the bathrooms will comply with Group 1 requirements by either being 3' wide doors or framed for a 3' wide door with an infill jack stud to accommodate a 2'8"door. 2. Our construction type is IIIB, per Table 602 structural members do not need to be Fire Rated. 3. The ratings indicated on the floor plans are to show Mechanical and Electrical contractors the rating that is required and the protection they will need to afford the wall if they penetrate the wall with their systems. These walls will be constructed as shown on the cover sheet. 4. Please see the attached a COM Check report prepared by the Architect of Record. 5. Please see the attached a COM Check report prepared by the Architect of Record. 6. Accessibility Issues: a. Group 2A doors for the bathrooms will have the swings reversed to obtain the 18" clearance on the pull side and 12" clearance on the push side to make them Group 2B units. These doors are currently 3' wide. b. Sinks at the Group 2A unit will meet MAAB 45.4.5. This will be noted on future plans. c. The disposal switch will be relocated to make it compliant for the Group 2A unit. d. Micro e. A retractable shelf will be added adjacent to the wall oven and shown on future plans. f Cabinet hardware will meet MAAB 45.9.2. This will be noted on future plans. g. Tub controls will comply with MAAB 44.6.1. This will be noted on future plans. 11 CORPORATE DRIVE, BELMONT, NH 03220 PHONE (603) 527-9090 FAX (603) 527.9191 h. As mentioned in Item 1. doors for the bedrooms and the bathrooms will comply with Group 1 requirements by either being 3' wide doors or framed for a 3' wide door with an infill jack stud to accommodate a 2'8"door. These units will capable of complying with 521 CMR 26.2 through 26.11 as required under section 9.5.1 with out structural changes. Please let me know if any additional items are needed to complete the building permit application. Sincerely, ��1�_ 2008.04.16 11 :08:22 -04'00' Jason C. Blais DOOR SCHEDULE WASHINGTON AT DERBY MARCH 21,2008 DOOR FRAME HARDWARE REMARKS a w z � � F- z a a a o ❑ w Q x .� F- F w x d p rn x ❑ V pw F `�' < w F O U O z U o ti _ U ry .N7 ] o N a o a s x z w o Q x o 3 ❑ w o, rL a L7 �. F ¢ x v �' u. m 3 o r~ Ev' m m FIRST FLOOR COMMON WOE] G 7'0"x 310" ALUMINUM ANODIZED FULL ALUM SS 2" PUS ITULL X US26D X X X DEADLOCK W/PADDLE 1OOE2 G 7'0"x3'0" ALUMINUM ANODIZED FULL ALUM SS 2" PUSIATULL X US26D X X X DEADLOCKW/PADDLE IODE3 G 7'0"x6'0" ALUMINUM ANODIZED FULL ALUM SS 2" PUSH/PULL X US26D X X X X DEADLOCK WTADDLE I00E4 G TO"x 6'0" ALUMINUM ANODIZED FULL ALUM SS 2" PUSH/PULL X US26D X X X X DEADLOCK W/PADDLE 1000 G TO".60" ALUMINUM ANODIZED FULL ALUM SS 2" PUSHRULL X US26D X X X X DEADLOCK W/PADDLE IOOE6 G TO"x6'0" ALUMINUM ANODIZED FULL ALUM SS 2" PUSH/PULL X US26D X X X X DEADLOCK WRADDLE IOOE7 G TO"x 3'0" ALUMINUM ANODIZED FULL ALUM SS 2" PUSHRULL X US26D X X X DEADLOCK WMADDLE INE8 G TO"x3'0" ALUMINUM ANODIZED FULL ALUM SS 2" PUSHRULL X US26D X X X DEADLOCK W/PADDLE IOOVS G 7V" 3'0" ALUMINUM ANODIZED FULL ALUM WOOD 2" PUSHRULL X US26D X X X IOOCRI A 71"x3'0" WOOD I PRE-F SOLIDI 5x20 I STEEL 4]/8 WOOD 2" KD PASSAGE-F75 X US26D IOOSTI A ]'0"x3'0" WOOD PRE-F SOLID 5x20 45 STEEL 47/8 WOOD 2" KD PASSAGE-F75 X US26D I00ST2 A TO"x3'0" WOOD PRE-F SOLID 5x20 45 STEEL 47/8 WOOD 2" KD PASSAGE-F]5 X US26D IOOEM A 7'0"x3'0" WOOD PRE-F SOLID 90 STEEL 55/8 WOOD 2" KD STOREROOM-F96 X US26D X ROM A I'll x3'0" WOOD PRE-F SOLID STEEL 47/8 WOOD 2" KD PUSH/PULL X US26D IOOW A TO"x 3'0" WOOD PRE-F SOLID STEEL 47/8 WOOD 2" KD PUSH/PULL X US26D IOOME A 7'0"x3'0" WOOD PRE-F SOLID 45 STEEL 07/8 WOOD 2" KD STOREROOM-F86 X US26D IOOPG A 7'O"x3'0" WOOD PRE-F SOLID 45 STEEL 47/8 WOOD 2" KD PASSAGE-FS X US26D X IWPGI A 7'0"x3'0" WOOD PRE-F SOLID 45 STEEL 47/8 WOOD 2" KD PASSAGE-F75 X US26D X IOOEL A ]'0"xJ'0" WOOD PRE-F SOLID 45 STEEL 47/8 WOOD 2" KD STOREROOM-F86 X US26D 100EL1 A 7'0"xJ'0" WOOD PRE SOLID 45 STEEL 4]/8 WOOD 2" KD STOREROOM-F86 X US26D 101 A TO"x3'0" WOOD PRE-F SOLID STEEL 47/8 WOOD 2" KD ENTRANCE-F81 X US26D 102 A TO"n3'0" WOOD PRE-F SOLID STEEL 47/8 WOOD 2" KD ENTRANCE-F81 X US26D SECOND FLOOR COMMON 200ST1 A 7'0"x3'0" WOOD PRE-F SOLID 5.20 45 STEEL 47/8 WOOD 1 2" SO IPASSAGE-F75 X US26D 20OST2 A 7'0"x3'0" WOOD I PRE-F I SOLIDI 5x20 1 45 1 STEEL 47/8 1 WOOD 1 2" 1 KD IPASSAGE-F75 I X I I US26D 2NME I A 7'0"x3'0" WOOD I PRE-F I SOLIDI 1 45 1 STEEL 1 47/8 1 WOOD 1 2" 1 SO STOREROOM-F86 I X I I US26D THIRD FLOOR COMMON 200ST1 A 7'0"x3'0" WOOD PRE-F SOLID 5x20 45 STEEL 47/8 WOOD 2" KD PASSAGE-F]5 X US26D 200ST2 A 7 O"x3'0" WOOD PRE-F SOLID 5x20 45 STEEL 1 47/8 WOOD 1 2" 1 SO PASSAGE-F75 I X I I US26D 200ME I A 1 TO"x3'0" WOOD I PRE-F I SOLIDI 1 45 1 STEEL 1 47/8 1 WOOD 2" 1 KD ISTOREROOM-F86 I X I I US26D FOURTH FLOOR COMMON 200ST1 A 7'0"x3'0" WOOD I PRE-F I SOLIDI 5x20 1 45 STEEL 47/8 WOOD 2" 1 KD PASSAGE-F75 X US26D 20OST2 A 7'0"x3'0" WOOD I PRE-F I SOLID 5.20 1 45 STEEL 47/8 WOOD 2" 1 KD IPASSAGE-F]5 I X US26D 200ME A 7'O"x3'0" WOOD I PRE-F I SOLIDI 1 45 1 STEEL 1 07/8 1 WOOD 1 2" 1 KD ISTOREROOM-F86 I X I I US26D UNIT TYPE 1 ACCESSIBLE-TYPICAL OF 1 ENTRY E 6'8"x3'0" WOOD PRE-F 1 SOLID 20 S'FEEL 51/2 1 WOOD W ENTRANCE-F81 US26D X X SPRING HINGES,FLAT FRAME A E 6'8"x4'0" WOOD PRL-FSOLID WD 4]/8 WOOD PRE-H BIFOLDS US26D I I I I I I lCONCEALEDTRACK D E 6'8"x3'0" WOOD PRE-F SOLID I WD 1 47/8 1 WOOD I PRE-H PRIVACY-F76 I I US26D C E 6'8"x3'0" WOOD PRE-F I SOLID WD 1 4]/8 1 WOOD I I PRE-H PASSAGE-F75 US26D , DOOR SCHEDULE WASHINGTON AT DERBY MARCH 21,2008 D E 6'8"x3'0" WOOD PREF SOLID WD 47/8 1 WOOD I I PRE-H PRIVACY-F76 I US26D E E 6'8"x3'0" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PRIVACY-F76 US26D F E 6'8"x1'6' WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PASSAGE-1`75 US26D G E 6'8"x6'0" WOOD PH- SOLID WD 47/8 WOOD PRE-H BIFOLDS US26D CONCEALED TRACK H E 6'8"x4'0" WOOD PRE-EF SOLID WD 47/8 WOOD I I PRE-H JBIFOLDS US26D ICONCEALED TRACK 1 E 6'8"x3'0" WOOD PRE-F I SOLIDI I WD 1 47/8 WOOD I I PRE-H PRIVACY-1`76 US26D UNIT TYPE 1 STANDARD-TYPICAL OF 2 ED E 6'8"x3'0" WOOD PRE-F SOLID 20 STEEL 51/5 WOOD W ENTRANCE-F81 US26D X X X SPRING HINGES,FLAT FRAME E 6'8"x5'0" WOOD PRE-F SOLID WD 47/8 WOOD PRE-HBIFOLDS US26D CONCEALED TRACK E 68"x2'8" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PRIVACY-F76 US26D E 68"x3'0" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PASSAGE-F75 US26D E 68"x2'8" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PRIVACY-F76 US26D E b'8"x2'8" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PRIVACY-F76 US26D E 6'8"x1'6" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PASSAGE-F75 US26D E 6'8"x6'0" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H BIFOLDS US26D CONCEALED TRACK E 6'8"x4'0" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H BIFOLDS US26D CONCEALED TRACK I E 6'8"x2'8" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PRIVACY-F76 US26D UNIT TYPE 2-TYPICAL OF 3 ENTRY E 6'8"x3'0" WOOD PRE-F SOLID 20 STEEL 51/2 WOOD W ENTRANCE-F81 dUS266D X X X FLAT RETURN FRAME A E 6'8"x4'0" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H BIFOLDS CONCEALED TRACK B E 6'8"x2'8" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PRIVACY-F76 C E 6'8"x3'0" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PASSAGE-F75 D E 6'8"x2'8" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PRIVACY-F76 E E 68"x2'8" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PRIVACY-F76 F E 68"x1'6" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PASSAGE-F75 G E 6'8"x2'8" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PASSAGE-F75 H E 6'8"x5'0" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H BIFOLDS CONCEALED TRACK 1 E 68"x2'8" WOOD PRE-F SOLID WD 47/8 WOOD PRE PRIVACY-F76 UNIT TYPE 3,45,6-TYPICAL OF 12 ENTRY E 6'8"x3'0" WOOD PRE-F SOLID 20 STEEL 51/2 WOOD W ENTRANCE-F81 US26D X X X FLAT RETURN FRAME A E 6'8"x4'0" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H BIFOLDS US26D I I lCONCEALEI)TRACK B E 6'8"x2'8" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PRIVACY-F76 US26D C E 6'8"x3'0" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PASSAGE-F75 US26D D E 6'8"x2'8" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PRIVACY-F76 US26D E E 6'8"x2'8" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PRIVACY-F76 US26D F E 6'8"x2'0" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PASSAGE-F75 US26D G E 6'8"x2'8" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PASSAGE-F75 US26D H E 6'8"x5'0" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H BIFOLDS US26D CONCEALED TRACK 1 E 1 6'8"x27WOOD PRE-F I SOLID I I I WD 47/8 WOOD PRE-H PASSAGE-F75 US26D UNIT TYPE 7,8-TYPICAL OF 6 ENTRY E 68"x3'0" WOOD PRE-F SOLID 20 STEEL 51/2 WOOD W ENTRANCE-F81 US26D X X X FLAT RETURN FRAME A E 6'8"x4'0" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H BIFOLDS US26D CONCEALEDTRACK B E 6'8"x2'8" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PRIVACY-F76 US26D C E 6'8"x3'0" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PASSAGE-F75 US26D D E 6B"x 2'8" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PRIVACY-F76 US26D E E 6'8"x2'8" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PRIVACY-F76 US26D F E 6'8"x2'6" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H BIFOLD US26D CONCEALED TRACK G E 6'8"x6'P' WOOD PRE-F SOLID WD 47/8 WOOD PRE-H PASSAGE-F75 US26D CONCEALED TRACK H E 6'8"x5'0" WOOD PRE-F SOLID WD 47/8 WOOD PRE-H BIFOLDS US26D CONCEALED TRACK �� mm CS FastWrapys XL � Commercial Kitchen Grease Duct Enclosure System Air Ventilation Duct Enclosure System Flwl( t'lER Fire Protection Products `�pSS/Fjfo Product Data & Installation Guide 1. Product Description '» Thermal Ceramics' new FireMasterO FastWrap XL is the thinnest and lightest flexible wrap material available that pass- _ es the ASTM E 2336 test standard required by the 2006 IMC and NFPA 96 for reduced clearance enclosure materials used IIITi to provide 1 or 2 hour fire rating for kitchen exhaust ducts. FastWrap XL is also UL Classified and Labeled per ISO 6944 as an alternative to a 1 or 2 hour rated enclosure for air venti- lation ducts. The FastWrap XL core blanket is manufactured - using Thermal Ceramics patented Superwool®fiber, a 2000°F } rated, non-combustible, alkaline-earth silicate wool with low biopersistence. FastWrap XL is the product of extensive ,m research and development resulting in break-through improve- ments in fiberization technology with significant enhancements in thermal properties beneficial to fire protection applications. FastWrap XL when used in combination with an approved firestop sealant provides an effective through penetration 4. Performance Specifications firestop in rated floor and wall assemblies. FastWrap XL is UL Reference Standard Standard No. Performance Classified and is part of UL's Listing and Follow-Up Service Program to ensure the consistent quality essential to the criti- Grease Duct Enclosure System ASTM E2336 Pass cal nature of this life-safety application. Section 16.1 - ASTM E136 Pass Non-Combustibility Product Features Section 16.2-Fire Resistance ASTM E119 Pass • Zero clearance to combustibles at any location (wall) • Thin and Lightweight at 1-1/2 inch thick, 6 pcf density Section 16.3-Durability Test ASTM C518 Pass • Contours easily to complex duct designs Section 16.4-Internal Fire Test ASTM E2336 Pass • Butt Joints on inside layer- save labor, space, and material Section 16.5-Fire Engulfment(duct) ASTM E814IEi19 Pass • Fully foil encapsulated for fast and clean installation • Completely inorganic and non-combustible Surface Burning Characteristics • Contains 2000°F rated fibers for added safety margin Flame Spread(foil/blanket) ASTM E84 5/0 • Contains no low temperature mineral or glass fibers Smoke Developed(foil/blanket) ASTM E84 5/0 • Wide variety of through penetration systems Thermal Resistance ASTM C518 7.3 per layer • Resistant to mold growth (R-value @ 70°F) Mold Growth ASTM D6329 Resistant • Extensive Listings and detailed installation instructions (75%-95%humidity) • Offered in 50 and 100 square foot rolls Air Ventilation Duct Enclosure ISO 6944 Pass •Available in 48 inch widths for less joints and installation Grease Duct Enclosure SystemJUL 1978` Pass labor 'Laboratory Listings will be withdrawn January 1,2009 forcing systems to be tested to ASTM E2336. 2. Applications •Applied in 2 layers to provide 1 or 2 hour fire protection to grease ducts exhausting Type 1 hoods per 2006 IMC, NFPA 96 and 2006 IAPMO UMC 5. Listings/Building Code Reports •Applied in 1 layer as an alternative to a 1 or 2 hour rated enclosure for air ventilation ducts or hazardous fume Listed Uses Agency Listing exhaust ducts Grease Duct Enclosure System (Zero UL G18 Clearance)-AC101 (ASTM E2336) 3. Physical Characteristics Grease Duct Enclosure System(Zero ICC-ES' ESR 2213 Units/Wt./ Clearance)-ASTM E2336 Product Unit Size Ctn. Ctn. Through Penetration FireStop System-ASTM See Figure FastWrap XL Roll 1-1/2"x 24"x 25' 1 37.5 lbs. E814/UL 1479 UL 2 FastWrap XL Roll 1-1/2"x 48"x 25' 1 75 lbs. Ventilation Duct Enclosure System-ISO 6944 UL V79 FastWrap XL Collar Roll 1-1/2"x 6"x 25' 4 37.5 lbs. 'International Code Coundl-Engineetlnq Service Color White blanket with silver foil encapsulation 6. Storage overlap each other by not less than 3". As an alternative to FastWrap XL must be stored in a dry warehouse environ- overlaps on adjacent blankets installed on the second layer, ment on pallets. Pallets should not be stacked. adjacent blankets can be tightly butt jointed and wrapped 7. Installation with a 6" wide FastWrap XL collar centered over the butt FastWrap XL shall be installed by a qualified contractor in joint. This outside layer can be held temporarily in place with accordance with manufacturer's instructions and design list- filament tape spaced 1-1/2" from each blanket edge, and ings. See figures 1 n 5 for complete details. spaced on nominal 10-1/2" centers along the center of the blanket. Mechanical attachment as described in Section D Materials and Ecuioment must be used to make the installation permanent. • FastWrap XL blanket •Aluminum foil tape C. 2 & 3 Sided Wrap Installation (Figure 5) When space does not allow for a complete wrap applied to • Minimum 1/2" wide filament tape (optional) the duct on all four sides, the FastWrap XL is approved for 2 • Carbon steel or stainless steel banding material, minimum or 3 sided installations with mechanical attachment to a 1/2" wide, minimum 0.015" thick, with steel banding clips rated concrete or CMU assembly. The FastWrap XL is • Hand banding tensioner and crimping tool • Minimum 12 gage steel insulation pins; steel speed clips, installed the 2 or 3 sides the duct described B with one B the installation methods described in sections A or minimum 1-1/2"x 1-1/2"square or 1-1/2"dia., or equivalent e sized cup-head pins; the starting edge of the blanket attached to the concrete te or • Capacitor discharge stud gun CMU assembly and then wrapped around the duct until the • FireMaster F2-HT-XL3 Prefabricated Door or Field other end can be attached to the other concrete or CMU Fabricated Door Hardware assembly, thus encapsulating the duct with insulation around •An approved firestop sealant all accessible sides. The blanket is to flange out onto the concrete or CMU assembly. It shall be secured to the adjoin- General ing assembly with min 3/16" diameter, 4" long concrete To minimize waste, FastWrap XL blanket should be rolled out anchors, footed to a minimum 1-1/2" wide x 3/16" thick steel tautly before measuring. Cut edges of the blanket shall be strip/strap with pre-drilled holes spaced a maximum 10" on taped with aluminum foil tape to prevent exposed edges of center. The steel strip is to be placed around the entire the insulation absorbing grease and moisture in the event of perimeter of the duct in the exposure area. The FastWrap a compromised grease duct joint. Overlaps are used to XL insulation wrap is secured to the duct with minimum 1/2" block heat transfer in the event of duct deformation resulting wide steel banding 10-1/2"centers. The ends of the banding from thermal expansion. are to loop into and around the steel strips/straps that foot A. First Layer the blanket to the concrete floor or wall, and tightened down. 1) Butt Joint for ASTM E2336 compliant grease duct D. Mechanical Attachment Methods for Insulation Wrap enclosure (Figure 1) - The first layer of FastWrap XL 1) Banding (Figure 1) - Minimum 1/2" wide carbon steel is cut to completely wrap around the perimeter of the or stainless steel banding, 0.015" thick, is placed duct with enough excess to provide a tight butt joint around the entire perimeter of the insulated duct on where the blanket ends meet. The joints of adjacent maximum 10-1/2" centers and 1-1/2" from each blanket blankets are firmly butted against each other. This edge or 1-1/2" from each collar edge when using the interior layer can be held temporarily in place with fila- butt joint and collar method. When banding, filament ment tape until either the second layer is installed, or tape can be used to temporarily hold the blanket in permanent attachment as described in Section D is place until the banding is applied. The banding is accomplished. While not required, the inside layer can placed around the blanket and tightened to firmly hold be installed with 3" overlaps along perimeter and adja- the FastWrap XL in place against the duct, but not cent blankets. cause any cutting or damage to the blanket. 2) Overlap for ISO 6944 compliant air ventilation duct 2) Pinning (Figure 4) - For duct spans larger than 24", enclosure (Figure 1) - For single layer enclosure sys- min. 12 gage, 3" or 5" long steel insulation pins are tems, the first layer of FastWrap XL is cut to complete- welded to the duct in columns spaced 12" apart, 6" - ly wrap around the perimeter of the duct with enough 12" from each edge and on 10-1/2" centers along bot- excess to overlap itself by a minimum of 3". The joints tom horizontal and outside vertical runs to prevent of adjacent blankets must overlap each other by a min- blanket sag. Pins are also required 1" from the end of imum 3". Filament tape is suggested to temporarily a duct and 1" from any edge near a 90" bend, spaced hold the blanket in place until steel banding or pinning on 6" centers. Pins are locked into place with 1-1/2" is installed to permantely secure the blanket. diameter round or square, galvanized steel, speed B. Second Layer—3" Overlap, or 6" Collar (Figure 1) clips or cup head pins. Pins that extend beyond the The second layer of FastWrap XL is cut to completely wrap nate sharp edges or the excess length outer blanket wrap layer shall be turned down to elimi- around the perimeter of the first layer,with enough excess to u[ off. Cup overlap itself not less than 3". Joints in the second layer head pins should only be used in conjunction with banding. should be staggered a minimum of 12 inches from joints on the inner layer. Adjacent blankets on the second layer must E. Grease Duct Access Door Installation (Figure 3) • If the damaged area is small (less than 8" x 8"), the dam- Four galvanized steel threaded rods, 1/4"diameter by 4-1/2" aged area must be cut away and replaced with a new sec- to 5" long are welded to the duct at the corners of the door tion 1" larger in length and width than the cut out are, such opening. Four 4" long steel tubes fit over the threaded rods that the new section can be compressed tightly into the cut to hold the door to the duct and protect the wrap from dam- out area. All cut edges of the new section must be taped age as the door is removed. Four 5" long 12 gage insulation and sealed wth aluminum foil tape. The new section must pins are welded to the door panel for installation of the blan- be held in place with either pinning or banding per Thermal ket. Three layers of FastWrap XL are impaled over the 12 Ceramics installation instructions. gage insulation pins on the 16 gauge door panel and held in place with speed clips. Each layer must have minimum 1" T Limitations Thermal Ceramics FastWrap XL shall be installed in accor- overlap over the previous layer. When the door is installed, dance with these installation instructions. The integrity of this first and second layer must fit tightly against the wrap FastWrap XL systems is limited to the quality of the installa- surrounding the door opening to form tight butt joints. Pins tion. that extend beyond the outer layer of FastWrap XL shall be turned down to avoid sharp points on the door. The steel 'For personal protective equipment recommendations see the MSDS. tubes are placed over the threaded rods. The insulated door Thermal Ceramics is a trademark of Morgan Crucible Company plc. panel is placed over the threaded rods covered by the steel FireMaster and FastWrap are trademarks of Thermal Ceramics Inc. FastWrap products are manufactured by Thermal Ceramics Inc. and are distributed by tubes and held in place with washers and wing nuts. authorized distributors. FireMaster F2-HT-XL3 Access Doors are tested and approved per ESR 2213 as alternatives to field fabricated Tremco and Fyre-Sil are trademarks of Tremco Inc. doors. Installations instructions for the FireMaster F2-HT- XL3 door are included with the complete assembly. F. Through-Penetration Fire Stop System (Figure 2) When the duct penetrates a fire rated wall, ceiling, or floor, an approved fire stop system must be employed. Prior to installing this firestop system the surfaces of all openings and penetrating items needs to be clean and dry. Cut the aluminum scrim facing off FastWrap XL blanket to expose the core blanket. FastWrap XL scrap blanket must be packed into the annular space at minimum 50% compres- sion. The packing material must be recessed a minimum 1/4"from the surface of the concrete or gypsum wall. Install a minimum of 1/4" of approved firestop sealant into the recessed opening. When there is no room in the remaining annular space to wrap the duct with FastWrap XL material, the enclosure may terminate above and below the floor/ceil- ing or wall assembly as shown in figure 2 by mechanically attaching the FastWrap XL to the termination point above and below the termination area with bands or pins. G. Support Hanger Systems Support hanger systems do not need to be wrapped provid- ed that the hanger rods are at least a minimum of 3/8" diam- eter and spaced a maximum of 60" on center along the length of the duct, and the angle iron is a minimum of 2"x 2" x 1/8" or SMACNA equivalent support system (excludes band strap support systems). Horizontal trapeze support system may be incorporated into the wrap enclosure. 8. Maintenance and Repair No maintenance is required when installed in accordance with Thermal Ceramics installation instructions. If damage is limited to the foil facing, aluminum foil tape can be used to repair the foil facing. If an area of blanket is found to be damaged the following procedure must be incorporated. • If the damaged area is larger than 8" x 8" the entire wrap section must be removed and replaced according to Thermal Ceramics installation instructions. FireMaster FastWrap XL Commercial Kitchen Grease Duct Enclosure System Air Ventilation Duct Enclosure System 1 or 2 Hour Shaft Alternative/Zero Clearance to Combustibles 4 a• r J . ,. ,4. BUtT-J91NTr3"OVi RL.AP k3 71-Jf5WCOL AR N.tr-Y•`�f- •i•9.9 t. Ta'arrl�i'/- lY"4'Y lZw--'`" tr-C�Fa` 3T Pi//^-ham'^f-rer`i:�J'>ti"i�. [ .e -yam l�"i .��`-t't�^�1 Telewope VTap op':l -.Uj.Jainl oGlint checkwhcam V•hap,Option SptJG€..W LAYER OR OU'T51DE LAYER ieJ TAI.l.AT10:'J OPT9ON 5. Figure 1 Two layers FastWrap XL for grease duct enclosure system 1' One layer FastWrap XL for air ventilation duct enclosure system 2. Steel banding minimuml/2"wide by 0.015'thick 3. Tight Butt Joints on inner layer Minimum 3"overlap on perimeter and between adjacent blankets on outside layer 5. Minimum 3/8" diameter hanger rod Minimum 2"x 2"x 1/8"angle for grease duct enclosure system 6. Minimum 1-1/2"x 1-1/2"x 1/8"angle or SMACNA equivalent for air ventilation duct enclosure system 7. Optional 6" FastWrap XL collar FireMaster FastWrap XL Commercial Kitchen Grease Duct Enclosure System Air Ventilation Duct Enclosure System Through Penetration System t t { rif ' ' I r ..... 71 , I II 1 v , ra tnivsP X' cr xtous flxcvQ nS 4MtiV 1^xSne 2FX �rir.nuauS 411Glp� r1C0�"Gcr'.Wlxyai:rnf-+,a'�' ....._----- ---_._......... _._. ...._.. .._..... _.. ._._.. ._.� c i ftaSnapXlt a6§(cIeds«s6xzcc. - - I€" xaxl,Irvn^rus,lu;l at Ilse rw and FaYlam 7 I te afmay wall assemNty the fico+ isur ce of assenhy , E._..__. __ _ _.._..._.. .._......... ding UL Listings per E 814/UL 1479 Through Penetration C-AJ-1562 -AJ-7004 Figure 2 C-AJ-7012 C-AJ-7014 1. Rated floor/ceiling or wall assembly C-AJ-7019 -AJ-7021 2. Duct C-AJ-7047 C-AJ-7095 3 Two layers FastWrap XL for grease duct enclosure system -AJ-7098 Z;-AJ-7119 One layer FastWrap XL for air ventilation duct enclosure system F-A-1093 F-A-1094 4. Steel banding minimuml/2"wide by 0.015"thick or pinning F-A-3048 F-C-7036 5. FastWrap XL (packing material) F-C-7037 -L-7009 6. pproved through penetration firestop sealant -L-7121 -L-7145 J-7086 Go to www.0/.com and select Certifications to find design details. FireMaster FastWrap XL Access Door Systems Commercial Kitchen Grease Duct ` FireMaster F2-HT-XL3 Door System i QrP".A4dsoti4&pT,Yile'anAi U`&F21e11C"$ Labet Required Accesso n w 1- 60 _ f V Do EVoI Obs`suci `f s f1 44) FireMaster Field Fabricated Door System_ 1 Label Require / ff Access Oooi �Jat Obstruct r Figure 3 1 DuctMateO F2-HT Access Door or 16 gauge field fabricated access door cover plate 2. II thread rods 3. Installation pins with speed clips 4. Three layers FastWrap XL with minimum 1"overlaps and all edges sealed with aluminum tape 5. Spool pieces 6. ing nuts and washers r. Outer cover plate labeled "ACCESS DOOR - DO NOT OBSTRUCT' FireMaster FastWrap XL Typical Insulation Pin Layout for Duct Spans > 24"Wide to Prevent Blanket Sag SIDE ELEVATION END ELEVATION t w Y +L 1 .J4^ BOTTOM VIEW VARIES Figure 4 1, Iminimum 12 gauge steel insulation pin FireMaster FastWrap XL Commercial Kitchen Grease Duct Enclosure System Air Ventilation Duct Enclosure System 1 or 2 Hour Shaft Alternative/ Zero Clearance to Combustibles 2 and 3 Sided Wrap Detail for Attaching to Walls and/or Ceilings l 3„ 5 + . j o 9 e i L\� t \. Ncte.. Ducts must 5e ia&,pcnder ly 5ii,,) wted per cede^ Figure 5 1. 1 or 2 hour rated concrete floor, ceiling or wall 2. Two layers FastWrap XL for grease duct enclosure system One layer FastWrap XL for air ventilation duct enclosure system 3. Concrete fastener system 4. 3/16"thick x 2-3"wide bar stock perforated 12" o.c. 5. kir gap (8" max.) 6. Duct 7. Steel banding minimum 1/2"wide by 0.015"thick 8. Banding clip www.thermaiceramics.com 7 14-236/11.06 CITY OF SALEM PUBLIC PROPERTY s DEPARTMENT B KIMBERLEY DRISCOLL MAYOR 120 WASI'IING'fON$'1REE'f+ SALEM,MASSACI'IUSB'1-f3 01970 Tri.:978-745-9595 ♦ FAX:978-740-9846 March 10, 2009 Dr. John Burke 15 Church Street Salem, Ma. 01970 By email to: drjburke@hotmail.com RE: 15 Church Street, Salem Ma. Dear Dr. Burke, The Permanent Certificate of Occupancy issued on 9/16/92 for the office space at 15 Church Street is still valid and will remain so until there is a change of use and/or significant renovation project. I did a brief inspection today and am satisfied that there are no safety or other code issues at the property. Please call if you have any questions or direct any questions from MBIIP to me. Sincerely, Thomas McGrath, AIA Assistant Building Inspector System No. W-J-1042 - System No. W-L-1085 m .. F Rating-,4 Hr - - F Rating -1 awl 2 Hr(See Item IW I Rat -0 W ; ._ T Rating -.0.Hr - - - L Rating At Anbent -Less TFun I EFM/S4Ft L Rating At 400 F'-4 CFN/Sa Ft - A HEADS LOCATED �. .. IA - 3 _ AT LTCEILINH FLDDR O A .. G ONLY -r _ -_ re 71/ 2 II A C I e _ ISA SECTION A-A ° — — A SEC TION'A-A L.1 Mor 6y me 1 or z-k fire-mW gymm.awJ texad ami onexi Mull W avelruv4e N W nolei nM ii Me rt rn er aredw N Ik ioMMI M or WLO kfin WJ aM Poililm Destine'm u.In In hafmnt.DMote,am Mr'none,Me.roWvq mrelrulin Imleee, - _ I.Waf MrM1ntlr W z s/6 n Ni,aM mambiI rmearni al amu x m "1 av w 4'Wj n to L➢ .1 Ann GmIM&v9a• un e M1 m.rhea.m.Wer Pam a A STtla Wag fNmlq re,Annew a'I'..eni or NW..d amm.Waal e1Wa ID tv@M p '�so, ❑ ❑ ne'id'P ❑ e o- ❑ _ grtirq 61J]/6 n of 21 4'a LrtMr voi 16 n OC.Seem state to d inn 2-1/2 in etle mem epicia into 0 C%]. 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AT 4TH FLOOR ] P P ❑ P P ❑ na — c Cr.Av iced!; Mn 6-in amn(n aMkr)trye L(or hmin) CEILING'ONLY W B Lm A,Mm 13 n Gom(a monei wM v twine irm Pee. k D.Copper Pp-1km 6 n Gam(v vmMr)Ra6ubr(w Mention)aqy a Wraml More 6'v.'Dan(w Mi Ii tlebttl mamF¢lair;v steel IIIR` _ Pp - D,Cooper iWy Nmr 6 ie tom lu arose)Try!L(v Minter)I.We Wer, 3 fir.Vof or Orr Moli-kdent-len'x'n,Iliaone opp6tl E.Dow Ap RIM 6 in 6 lar vlW.)MoRI(or Moi text Me, o p X o Q o w i—W.W N OaN eA—of KL 3.re,Vaa or Conry WerMP--Swlwt'FJ rmWgl W N fora ipla Nsear"to madmom alga _HAD DINSAM R,PIDIM.VS W Or peeAM hi Ii n i0 W N oAaMf wN that a nor 1/4 in Goan it larmtl awed Me ❑ p ay. Y J eX Mi,INC.-Pi- Sm4n1 'nee"rem ma wirer,1/4 0.tri IM prpuy of Me,oPH, Y — lka tg IM a Daairtalim Ana'. an C❑ISIFICIION❑IEIYCILS ov 0r ❑ ❑ `� ISA p an AG--PHOne SwwM� _ _ — _ _ •ear,W Ul Ctinfimbr WHEN C% c re r'�r�Fi �� � an �ry� �SSIFirn _ ❑ _ _ I�I _ _ r_ �t _ _ — _ L-zLIL�LJ 0, ^rP Nrp xaR s.avM al S'®� Lra-A.A�LJ Mwrm 4 raR tc r..ri x C'®� J — m uf'ol.In] (`. GS eaf16a wvA ai too— n G G$ *COUPLING OR HANGER _ Use— ❑ O 84R JOIST \ ❑,maran P p A, P pld Q 77777 PANEL POINT w 'P E%tEND ROD DO NOT E%CEED 4J' TYP I�e,Y/T° WITHIN t/I6" INSERT k _AT ALL LOOPED CONNECTIONS 1J�1 OF TOP OF PIPE CM SCREW RIMA CRIMP owr hw m 1 WI UVV J/8- DRILL anib al ,e.o 1c•Gs W BEAM DEACTEO liar Tale Mao m.efieN '2ND, 3RD & 4TH FLOOR l{IAL��."LJ/y,pFL SEISMIC CABLE .MrW rap am xm amwa. r V ON /J10 BCR JOIST umnlERE RING RESTRAINER CRIMP CRIMP FIRE SPRINKLER PLAN FOR CPVC ONLY DO NOTE%GEED 45' TYP AT PLL LAOPED CONNECTIONS SCALE: 1/8-=1' 0' vRArP CABLE TILE x-mer ulEP.4 _ D B UPWARD RESTRNNT METHODS AROUND PIPE Narnirp SEISMIC PROTECTION NOTES: + ALL SEISMIC BRACING WILL BF FKUNfl ED PER NEPA-I3. mMMufM/ • aw \,,Ai PIPE 20 GAUGE METAL ROOF DE AFCDN LATERAL EFRTHaWI(E seti NIN TMEna.OE foal RIYXIOrt' ' • . fmrw ..E/ - TYPICAL N11 HANGERSTYPICAL IMO6S HANGERS TYPICAL &O6 HANGERS TYPICAL &SX- HANGERS_ TYPICAL 95F-'.HANGERS TYP GAL 4SW- HANGERS .a ' �orraimew NO SCALE NO SCALE NO SCALE NO SCALE NO SCALE NO SCALE Y 1 --ALR r I --Ai.P. I --AT.R. rrSax I -ALP. _ I --ALR 1 --0.i.P. 1 --PoNC I --RING I --NNC I -PoNC I --PoNC - I --AIR SWM!%PRESS I --SPEEDY FASTNER I --SDE WWDER I -i.BC. I --HLTI SHORTY WCON 4 WAY EMTHQUANE ARMEE I --REANINC STRAP VC-CONCRETESMC-CONCPElf . SYS-STEEL. S'S-STEEL SY5-$IEEL - IFRK/LWi1tUa1XK fAN1MRWAE 6111 WAI FABUWLYmQATA new _ Fl PROI TfW ENOINEFA BTIMP PND,BH064TN fLC°PBDETAl18 RmFaf Ai WAMNIKKi1CN AT DERBY ^' 186 WA8HWQTIXN bT. terra N _ vav+a o4 - �ELLEN.MA p16N G wu + " FIRE PROTECT/ON " ` p 0 erAflilr rvENxerowTN AVEruetoNpfwvSwwW,M/amva eamaeaa PECHEECIXNMTRUCTION Po O wvmdw aaae6 ((a�aJJ sru _ N ', PVAMt HAAWBNYRE6RraE.MYCpA 0• II CORPOMTEDR i M44aLOML/r AMS -YFRaKWrCERfe/Ra - MwFwarrte eT BEIMONT,NM09PN F.L. I _ m I - - tpro 17A — n[c c[. �aAWA 1eNO'om _ •,�8900 ho _ _ S e OR T1 aM CMC C=1 END o q02 .re NI hlrbAw Nrm O a 1x'Im $50 gm Mm abou FIRELINE PLAN GENERAL NOTE& ALL NEW PIPING TO BE HYDROSTATICALLY TESTED AT NOT LESS THAN 200 PSI SCALE:N.T.S. FOR 2 HOURS, OR AT 50 PSI IN EXCESS OF THE MAXIMUM PRESSURE WHEN THE MAXIMUM PRESSURE TO BE MAINTAINED IS IN EXCESS OF 150 PSL PER N.F.P.A. 13, i0R WHETHER OR NOT INDICATED ON THE DRAWINGS. THE FOLLOWING ITEMS ARE TO BE PROVIDED ' - SPARE HEAD CABINET WITH WRENCH PROVISIONS FOR FLUSHING CONNECTIONS AND DRAINING OF ALL P[PE INSPECTORS TEST CONNECTION FOR EACH SYSTEM IST FLOOR: ALL THREADED PIPING 2' AND SMALLER TO BE SCHEDULE 40 BLACK STEEL WITH OAST IRON SCREWED FITTINGS ALL GROOVED PIPING 14' AND LARGER TO BE SCHEDULE 10 BLACK STEEL WITH GROOVED COUPLINGS AMC FITTINGS AND WELDED OUTLETS. ® PIPING IN OPEN SHELL SPACE SHALL BE EXPOSED BELOW THE SHEETROCK FOR FUTURE TENANT FIT-LI BOR 2ND, 3RD 6 4TH FLOORS FLOOR CONTROL VALVE ASSEMBLY PIPE AND PIPING IN THE STAIRWAYS AND COMMON MECHANICAL ROOMS i0 BE SHCEOULE 90 BLACK STEEL. ALL 2' PIPE AND SMALLER TO BE CAVE WITH CPVC FITTINGS. A rvi n ALL SYSTEM PIPING TO BE HUNG PER N.F.PP. 13. &'PER O.P.V.L. GUIBLINES, HANG FROM TOP CHORD OF JOIST OR INTO CONCRETE DECK, ry� PLANS ARE SUBJECT COORDINATION, MINOR DEVIATIONS ARISING FROM FIELD CONOTIIAN NP �irn mea C W`� ANO/OREFWORKMINOR DEVIATIONS WILL NOT AFFECT LOGE COMPLIANCE OR SCOPE OF WORK. OWNRTOPROVIDE=EQUARMEATTO4 Y101AEWTMOWROINOTHATCOMAIN iLwi�¢in N i u• AT WUT MRIMMLEY PIPINO.MAOPOHIRO FIRE MOTECTION CIA WG MILL NOT BE RE ER LDNIl,NOW.NOR IN THE FU VRE FOR A11T WUO&OEO TM11T M1;DDE MTME PREESINO, nwi�mrvD.[ioini'A,ur. - — R - OLID WROGODENT BURSTING OF WATER PU.JUD WMNN PURIM EM lit RISER DETAIL M CR BITTER VA ftALTXAY CORDDOR 1 SEISMIC BRACING ID BE INSTALLED PER N.P.P.A. 13.-� t W/iMPER MICH STAIRWELL WALLSCALLI/2'-1'-0' CENTER OF TILE IS REQUIRED IN ACT CEILINGS. .WHO CHECK YA E•GW.SN .jF®N ROW SWITCH STEEL TO CPYC ALL MIRING TO BE GONE BY OTHERS. VERUY VKVE HANDL[ COUPURG ADAPTOR •O NLO OIRELiION WITH CVNBR AT END. 30 a IM FLWRS SPRINKLER SYSTEM DESIGN AND INSTALLATION TO CONFORM WITH N.F.RP, 13. 14 AND TO THE 6th E0. MASS. BUILDING CODE AND ALL OTHER APPLICABLE CODES, 24'HDSL VALVE SYSTEM ALL STORAGE ROOMS & CLOSETS SHALL HAVE A MINIMUM CLEARANCE OF IB' BETWEEN ImIN V/2@'MS.i." BOB Ib.PRESSURE THE TOP OF STORAGE AND THE DEFLECTOR PER N.F.PA. 0.5.6.1. UNDERGROUND STUB UP V/ ROD UNDERGROUND THROUGH WALL V/ ROD IE'EFT.REDJCER GAUGE NAY src.WM b V/[AP AND LININ a BUILDING CONSTRUCTION- NAY STORY BUILDING WITH STEEL JOIST AND BEAMS AND CONCRETE ON METAL ru¢°Mmr[muioi � UINRRGND LEAD-INS AO TO BE 4'O.ICLP,R390 G°M "' FINISHED fL� o' 'NoILST a DUN Yl DECKING ELEVATIONS R ARE AS FGLLOWS� MDCE4 WU49E4 NC-HILE4 FLU B,RRL PPpY - 6� IST FLOOR = 010' B AND TESTED. TEST CERTIFICATE TOR 2ND FLOOR = 14'0' ® F [XD TO 4AMPSHIRE FIRE PROTECTION SCALE U IDICE.POP 2440 INK HOSE VALVE DROP F'.C.V.A. DETAIL 3RD FLUOR 25'1' Kim t0 CONMCiIIX 2•RILL.PDe = 3520 OM 4TH FLOOR = 36'2'AK N� i :MT.S TWO-HOLE DETAIL scu-E:N.rs. - ROOF - 4e'z' N.,.a n'°"M�a°�iR" FLUSHING FLOW RATES WAlFA 816RY MTA rtW 18T RCORANOTES RM4T FlA BTEC RST a TM WASNINKOOHATDERBY yV ButINWAPHHINKMONST. )/ N F4T O 5 [raa�a a RaLEM.MAOMiO A ^" �' O orvaaa FIRE PROTECTION GGM� Wnrxrtll vR.Yed)�AVENI/EapNpCXyDEp.Y,nwaMw OPECHf£CONBTRUCTION Nu/L IMMPBNwE®f�gEYv4Y.xi `- ewa 11 CORPDMTEOR ^ N.t98LA1Y]WI ,WM/P!/4ILY r WETNONreERTFMo - Np�W aYeMWeoen. BFIMOM.NHO.XIIO � ROOME & GUARRACINO, LLC Consulting Structural Engineers 48 Grove Street Somerville,MA 02144 Tel: 617.628.1700 Fax: 617.628.1711 March 26,2008 RCG LLC Attn: Mr.Alex Schnip 17 Ivaloo Street, Suite 100 Somerville,MA 02143 Reference: Washington at Derby Salem,MA Subject: Independent Structural Engineer Review Dear Alex, We have reviewed the structural design for the above referenced project in accordance with the provisions of Section 110.11 and Appendix 1 of the Massachusetts State Building Code-Sixth Edition. We based our review on the structural drawings dated February 14, 2008 with latest revisions dated March 26,2008 prepared by Opechee Construction Corp.and Geotechnical reports prepared by McPhail Associates,Inc. dated October 14, 2005. We also, had discussions with Mr. Jeffrey Nawrocki, P.E. of JSN Associates Inc. regarding the design procedures and detailing for lateral seismic analysis in order to clarify some questions we had regarding the design. Mr.Nawrocki, P.E.was able to provide us with the appropriate information and responses to our inquiries. It is our opinion that the structural design for the referenced project meets the requirements of the Massachusetts State Building Code-Sixth Edition. If we can be of any further assistance,please do not hesitate to call. Very truly yours, tH OF dtA9 ROOME&GUAR IN C ori �c J 2 CARMINE yGN c GUAARACINO U STRUCTURAL 401 C4 armine Guarracino,P.E. qro R�GISTEaE° Partner �FS9jONAL CG:cg U O m - m O N F z A A3 B B.I G G.5 D O E F G G.5 H HS J K 5 L LS M N X 0 O Lir 101/2" • ^L. 1_ • _ II _ II I_ 5 _ 1_ 11 1 Y 1 Y 1 1 11 _ I p 1 11 1 Y . 1' 5 I II 1 p 2' ID 3 1 . _ _ _ .. . 7 3' b T '! 5' I _ _ 5 . 10 03 643 6- I 14-4 � y 51 5 4 8 38 163 t44 17 II 81 q 3 100 2 2 /q1' /8 -� / , �6 �b p 8 8 2q p 5 3 gg1_3. 111_8" 12' 20 44-55/e," N ' 2'-O" 2'-0' I_Ilh 4 1_81121-41',2-b" 6'-1" 61_1 4'-2Y 6'-0' 5'_8 V-011 51_8" 61-011 M.O. MA. MO. M.O. M.O. 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I AQ 2078 - - - - - 2w in 2WF ATH 1 ❑ 1A n 2054 n I GL. 5 2" 202H / 51M IGTChf. --- --- - -- – — – I 2 o - I '---� C7 I �; --- --- o -- I - o. NT 00MII 2 h–i CHAIR RAIL (TYP.) ra z ;p G—� 51 • 31'-8y2Y 4'-41°v ® 22 811 (/2 HR. 41_ 1 26'-t�/4 O2 UNI'I�M2 `fl l/ 2HR. �GL � _ – �.......�I:.«LI. 20 !.. Q _ alE> — ob - — I © — I — I zo# -I O I E- —I—I— — G - { —I 4- NF N I KITGH. GL 91f4 BATH II L 206 KITUi. KITGH. i ❑ .BATH 9CL /� r 2081' BATH ( U 2 BA " o B i 206fA " a a I KIT » / INIPIG / b 2 fV 2088 o � � 206620W n2t*E 104J IA I P I I I to �' DINING a D1NIN6 DINING �" �4E 2040 I 1' 6 200H UNIT#e 20 UNIT#b UNIT 04 2" y0g6 I/2 HR. p s I O qB / O F O 206 20 I I I I I IVIN� I 1 i I I L m Aib BEa 1 BEG 2. LIVING RM. Ht I 2 LiVINb RM. LIVING RM. BED 2 BED i 9i IE m - - - - - - 13 m IA O OD o O O — IA Y i E D . 1-� A13 AI4 AI5 A2q tom! V-4Y 61_011 51„811 6._O» 41_0 MA. Mb. M.O. ( MA. MA. { I I I ( ( I I I I `��F(tfi0I#ft No.10002 I61_3,1 -10 141-4" 19'-11" 181_1 14,x, q13" 101-0Y T-2Y 3'`6y2 T'--13/4 5'-103/8» V-4Xro'I 61'�3W6" 5--�8 `1`-85/8" o CAMBRIDGE q 7 y2 I oy lTy PS�'PCa 21_5" 2'-loy2" I'-4" 10 MATE: 02-21-Ob 50ALE• 5EE PLAN 2ND FLOOR PLAN DRAWN BY: ar4b A2 . SHEET: - �_ - T , } m m 0 0 A A3 B B.I G 5 D D ! E F G G5 H H5 J IC 5 L L 5 M N k 0 II' I,-4„ 3'-8" Ib'3„ _IO 14'-4" 1T-II" 18'_I" Igr q• 2'-5' A'-3 10'-O" T-�2 3'-by2 2'-10 T-75/4' 5'-103/8 6._43 " 6'_513 5'_ 4'_85 . 1�2l /I'b �6• 7y8 /8 I I I I I I I I I I { I I I I I I I I I I 12' 2' 44' sNa" I z0 2'-O" 2'-0" _ II J 61-1 4'-2" 6'-O M.O. MA. M.D. M.O. M.O. A17 A14 A15 G O IA H IB HI IA Op O LEV U7J ITY IA ° R. KITGH ° I DIWNS LIVING 4 Y / �ry m N I _ — I I _ — I — — ( - _ i I — Ip2r- 3016 — --L-- - 1 —UNIT#11 _ ip O301 D H F.E. � i 501 io X STAIR I : 2 -- - / b m Q M r OR 2 HR 0 30111 ..- 777777A J2' — ��'-8 - I - "— 12'- " — - _ -8" ID '- 3/li ®O HR HATH 2 0B 15W. z o 0 a io iov v — 301E — D — 4.1 C a v a ac A31 EL DIAl2 DIDI D! DI DI IAIA DIDI n Q o U.� .� .. �Y F@5 IB N J z m o0 N 2 I A 11301E 3016 AIb ' ISD I BED 2 LIVING W. HED 1 2 LIVIMt6 RM. ' LMN&RM. BED 2 HED ( 307E Ufie-- D ° F 1 I I I I I I I I t I I 1 3o1J . I w '0 I 6 x 00 UWT UWT ' UWT NOTE 5EE INDIVIDU U IT PLANS ♦ I h�� 307N 507 /, • 305 . 303 I FOR INTER OR UNIT L TYPES 51M 4 N 0 Y, 6-076J • 3026 AND DIME 510N5 fTYP G �` ' 3010 307E DINING 3 Ci O €!^ DINING DINING ea��.. 303E 303D rr -�-- BED 1 O O N m e 3036 ' a- U. 3056 u.. s'-2° iN O BATH I 0 A c ° GL + BATH � � TH 2 3078 301E a 302H / N — — KITGH. — 305E GAn. 3D5 K1TGH. — Ln KITGH_ ,� BA 1 1 — GLR, — N — — r 303E — — — -- - AIR2 --- --_ o° __ I _-ami n I ___ ___ o - I - o° --- n m m I - Sox i _ a 0 - , I u I I I Q ... F E. 1' CL N Q T CORRIDOR 2 CHAIR RAIL (TYP) F.E. -�4 307A p p " 5' 2' 31'-8y2" 1,4-4- -4- U ® 222-j-5-- k_ 26' 10}4' � X02 UN17�#2 ' — — GLR � --- --- O --------- iv O LL-q KITGH. N 306E n O n ❑ BATH 30 BATH L � 306 KI'IrGH. ® I- / r 308E BATH I V L 3 BA e o CL- N 7 71i 306A KITGIf. A tl G U. I J INING O . N M 8 p o e I KIT b J _ 3068 _ e am - I �� 3olc I I 13066 �u. - 3aG � 1 i - - - - - I � � I � 3o0D O m DINING o6D 306E m '�' 1DINING DINING -- �e O ®® 30011 ® 30611 UNIT WT#4 3o4N LIVINd `� AIb BED 1 BED 2 LIVING RM. BED i 2 LIVINIG RM. LMNG RM. BED 2 gEp I 1 a IE I I r ' ' I F 12 13 E-4 A4«NIA' F i W I AI3 A14 A15 A2A AI3 ~ Q 5'-8« b'-O A=2" A'-2' b' O" 5'-8.. b'-O« 5'_8" b.�. 9'-4' W-O« 5'-b" W-O" A._D r� M.O. I, MA. II No.10002 �. . -7---75/4' " 3 „ 3 " ._ 5 CAMBRIDGE U 5'-8 Ib-3 10 14-4 17-II' 18'-I 14-4" A-3 10 O 7-�2 5-66 5-105/8 b-4/jb b r51�b 5'-*8 `I 8/b yo MASS. Jy QW 1&1 9Fg4 OFMa`'SPc� 2 1 Q0.0. m DATE: 02-21-Ob 5GALE, 5EE PLAN DRAWN BY= dwb 3RD FLOOR PLAN A 3 A3 Vb I-o SHEET: o 11'-4' 4'-4"DLR. b' b" (GTR OF TPJ g'- 2 1 2 HR. 2 HR 1 2 HR. 2 HR. 2 HR 00 Y OD �i SHAFT 0 < ~ °o Q1 N 12 HR. ;p d 2 HR 2 HR. z 0 � ------------------ ------- SOFFIT Qn tv V 2 HR. QQp0. 5HAff lu 0 10' by4' a ii 1'-10"4 � Y0542 W3024 W2442 W3624 2 d ii ' y -� II 'r Q 2'-H" 4'-103/g Q ry O o I 5 4 _____ ____- -__ ___ 10'-O/2' R II ry V== s \ � — o o F1g � 60" DIA ❑ _-- N O I ( V TURN-SND -� --- 4�' BREAKFAST BAR 2'-0" 2 bY4 TYP. 50" KALL. OVEN COUNTERTOP —— — — — — — — — — — — m 0 50" MICROWAVE �Q Q BACK SPLASH + p 3 !-O/ 2= BACK SPLASH ip I" FILLER OF BREAKFAST BAR 10'-oy2" GLR. _- 2 ® GFITO UNDERSIDE N ® In END PANEL 4 —VA ild GLR. 5'-Ilye' GLR ° 0 0 6 0 [IND ° GFITG nNOTE: INTERIOR UNIT WALLS QGFig -_______ ______ 8,TO BE WALL TYPE7N 1/2 HR. IVA, 11'-3' i/2 HR o A O O OVEN CABINET S5 15" TRASH B59 55 5/4" REFRIGERATOR 5I5 5650 BI5 5835 24"DISHWA5HER COMPACTOR 10'-by4" CLEAR 9'-105/4 CLEAR le I ` z 0 N .. UNIT TYPE 4 AGGE551BLE KITCHEN UNIT TYPE I AGGE551BLE KITCHEN a z N 2 THUS I THUS . a xo a ° e 2 UNIT NO. I AGGE551BLE KITCHEN u 3 UNIT ND. I AGG1=551BLE KITCHEN w I/2" = I'-0" RNi. 204 d X04 1/2' = I'-O" RM. 201 z w ° 0 a ` F Q ra UNIT NIO. 4 AGGE551BLE a a � I/4" = 11-0" RM. 204 d 904 a z z' 0° x v a 0 U Atel oa IAV �� wW �I zWQ 1-� Q � Wz BACK-SPLASH BAGKSPLASH 51005PLA5H 51DE5PLA5H r. 1 FILLER FILLER O N N N N � Q 51-O" V2: V-01 A AD Q�C���'�P 0 LAAs9'p/rEcr' �4 Q� 5 VANITY BA5E CABINET 5' VANITY BA5E CABINET CI THUS, 12 MIRRORED 5 THUS, 6 CAMBRIDGMIRRORED �� �,sM o E �" U O or DATE: 02-21-0S q VANITY BASE VETAIL5 VANITY BA5E D1=TAIL5 SCALE: SEE PLAN 1/2" = 1'-0" a 1/2" = 1'-0" DRAWN BY: dwb 9 L. SHEET. O } m W O O N ' F 2 _O a 0 O - Ih45/B" II'-O" BED i. SID 2 ,N LMN6 W. BED 1 BED 2 LMN6 RM. x0 Q m N in NOTE: INTERIOR UNIT WALLS NOTE: INFERIOR UNIT WALLS TO BE WALL TYPE 7A UN.O. TO BE WALL TYPE -!A U.N.O. V a GLR. AB GLE w 1/2 HR. ---GL-----J -- _ GL ' GLFAl, U. m CLEAR G1 t g LIN. %) HR. m J TB 7 m J z HR. FIRE- _ 4 711 GL Li I I o - o I 1 q v d ii I 1 0 0 1 1 z . o RATED SHAFT BATA 1 J II II J 11 0 N .+ CLEAR 5MIR. 4-Itt) J 211 " } J 5-4. 10'-rOY4't Gl.. ii 7. `" �sL. w KITaIENLw 3 h a EQ. EQ. 5-O -7f p 3 CLEAR i Q BATH 1 5 11 ' A31 ( �' Z ti TB CLEAR a tgi KITC+EN 5-t2 a 2'-8., ip t� 6�. 3- /b t 240. J �..✓ (� x N h (~ M N 2 HR. A u --- --- GLR. LIN. G1 iiA 2 2 HR. FIRE-11 G RRATED SHAFT1GLR cr 0 OO 1 2HR. 2 HR OO � 0 V O ----- - ------ -v ---- - ---- - 2 HR. 2 HI;_' FIRE- 1/2 H1/2 HR. zJ �a RATED SHAFT 0 0 p a tta 4„ I/2 HR 2 NR. I/2 HR RATED RE- ,,,IAFt 2 HR. 5B I/2 HR. I., 0 , " . ] ao 20-4 4' 4 I I-4. CLEAR CLEAR (, w to UNIT 7 t 5 I UNIT 3, 4, 5, 6, z x A31 1/4" = 1'-O" RM. 20-1, 50-1, 40-1, 206, 50b, 408 A31 1/4" = 1'-0" RM. 203, 303, 403, 404,205,305, p ~ 405, 206, 306, 406 z V1 SOFFIT 1�'I � W2742 W3024 W3042 M624 0 E-4 I" FILLER FILLER w CO m o o FI� o 0 8'_7• V L M o 5RE COUNTER TOP 30' MICROWAVE BACK SPLASH BACK SPLASH TO UNDERSIDE ® 6FI ® GFI OF BREAKFAST BAR I' FILLER _ E00:1 C-1 C«J ENP PANEL- 1" FILLER Orl REF D N DW ------ _____ ___-_ m to 6FI u ® N pq B2'1 30" RANGE 530 55 5/4" REFRIGERAT D527 COMPACTOR MPACTOR TRASH 5839 24' DISHWASHER 50 101-6" CLEAR z W F-1 Q UNIT TYPE 3-8 KITCHEN UNIT T'YPE5 3-S KITCHENCO E-1 -7 THUS, SEE PLAN FOR MIRRORED 7 THUS ��5�`� oAM 2 UNITS 3-5 KITHc.Hr 3 UNITS 3-b KITFiGF1 N No.10002 A✓I 1/2" = I'-0" RM. 203, 303, 403, 404, 205, 305, A31 1/2" = P-0' W. 203, 303, 403, 404, 205, 305, :72, MA s. y CAMBRIDGE -405, 206, 506, 40(9, 201, 501, 4010 405, 20b, 306, 406, 20-1, 507, 407, oy `sem 208, 308, 408 208, 306, 406 OFMPgsP 1 DATE: 02-21-08 SGALEt SEE PLAN DRAWN BY: dwb A31 SHEET: m a to 0 0 9Q N 4a L7 O Q g 5 Q 00 YY Q 0 SM U. :fl 1 m I ��-tt b'-Oy2" O IIO'-2" U O I � 0 � SOFFIT (� Q 1 CLEAR o I GL i KITGH. — I DININ6 LIVING W.. m W3624 W1542 VeO24 Y0042 tilull _C4EAR 23 FILLER ` . . 1/2" FILLER L wlw 0 1/2 HR. 4 GC BREAKFAST BAR0 t I3'-6318» 4. 0. - - — COUNTER TOP \cY. JJ W 0 e a BACK SPLASH 0 a k GLR. 2VR. GLR. SO" MIGROYJAVE TO UNDERSIpE 2 R RATED SH 2 HR. 240" 4» FI Q BAG SPLASH OF BREAKFAST BAR U a U ii GL 1' r-11 LER C C-1 CeoJ 00i > a RATED SHAFT 5 /8• ii END PANEL E 0 O N i R. REF o o I/2" FILLER o 0 0 6FI �0 0 a b 4MIR. 6FI . . ' N n 06G n a o v 5'O• BED2 -_____ _____ ___\ i4o in 6FI 8 1 J f� W 94 0 BATH 2 T 6" . .\ OZ v w CLEAR 3-�• • —+ ®RNC U ^ 2 m 2 HR FIRE- GLR. 7n 3'5 B/4" REFRIGERATOR IBIS 30" RANGE B30 BIB 24"D15HMSHER 5639 15. TRASH DB21 RATED SHAFT O p 9'-5• CLEAR 9'-10" CLEAR COMPACTOR o N UNIT TYPE 15TANDARD KITCHEN UNIT TYPE 15TANDARD KITCHEN 0 0 1 Bm I 3 THUS 3 THUS Qy 1/2R. "t7"B To I g 2 UNIT NO. I STANDARD3 UNIT NO. 1STANDARD w U I/2" = I'-0" RM: 201, 301 B 401 _ I/2" = I'-O° RM. 201, 301 4 401 10 A pGi A GLR. i 4'-0' D CLEAR V LIN U F Q a cLR. m Z I/2 W. 1/2 HR. E...I UNIT NO. I STANDARD d _ 1/411 - 11-0" P.M. 201, 501 d 401 o � N N as Iz�1 Q ARhy�T No.10002 Qi AMAS DGE ' 9tfN M►'gS ! DATE. 02-21-08 56ALE: SEE PLAN . DRAWN BY: dwb 3L2 A : a/J REPORT OF CONCRETE FIELD/COMPRESSION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: June 02,2008 REPORT#: 08-FTS-061-008 General Location: Footing Wall Date Cast: 05/05/08 Field Rep.: Jarred Porper Contractor: Opechee Supplier: Redimix Admixtures: N/A Air Temp: 650F Weather: Sunny Nominal size of Aggr.: 3/4" TICKET#/CYL SLUMP AIR CONTENT CONCR.TEMP. ELAPSED TIME 16071473/4 C 1 4.25 5.7 67 95 min DATE OF TEST AGE SPECIMEN AREA COMPRESSIVE STRENGTH(usi) _ _ _.,_.. — .m.. ., 05/09/08 7 12.56in2 2970 06/02/08 28 12.56mZ 4620 06/02/08 2812.56m 4850 H 12.56in SPECIFIC LOCATION: F-10 Main Entry Wall,5-1.5 Line X Wall DESIGN STRENGTH: 3000 PSI YARDSPLACED: 7.5 YARDS REMARKS: NH ME MA VT CONSULTJTC.COM JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T603.749.1841 F603.516.6851 T 603.610.7104 F 603.610.7108 T 413.642.0138 F 413.642.0164 T 207.833.7878 F 207.883.3365 CFO ITC REPORT OF CONCRETE FIELD/COMPRESSION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 23,2008 REPORT#: 08-FTS-061-003 General Location: Footing Date Cast: 04/25/08 Field Rep.: Jarred Porper/Marshall Hookais Contractor: Dulac Concrete Supplier: Maclellan Admixtures: N/A Air Temp: 61°F Weather: Sunny Nominal size of Aggr.: %" TICKET#/CYL SLUMP AIR CONTENT CONCR.TEMP. ELAPSED TIME 17006766/4 C 1 3.75 4.4 66 80 min DATE OF TEST '.. AGE SPECIMEN AREA I COMPRESSIVE STRENGTH(Dsi) 05/02/08 7 12.56inZ 2440 5 _----- ...__.-.___ 05/23/08 28 12.56inZ 5110 ------_.---- — _--- _. -_._..___ ____.._— _________ __----------- 05/23/08 28 12.56in2 5370 — ----- SPECIFIC LOCATION: C At 11 DESIGN STRENGTH: 3000 PSI YARDSPLACED: 12 YARDS REMARKS: NH ME MA VT CONSULTJTC.COM JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T 603 610.7104 F 603.610.7108 T 413.642.0138 F 413.642.0164 T 207.833.7878 F 207.883.3365 a ry i C REPORT OF CONCRETE FIELD/COMPRESSION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 27,2008 REPORT#: 08-FTS-061-021 General Location: Frost Walls 5line From A-D.9 Date Cast: 05/20/08 Field Rep.: Tom Regan Contractor: Opechee Supplier: MacLellan Admixtures: Entrained Air Air Temp: 60°F-65°F Weather: Sunny-Cool Nominal size of Aggr.: 3/4" TICKET NCYL SLUMP AIR CONTENT CONCR.TEMP. ELAPSED TIME 16071948/4 C 1 4.25 5.8 73 60 min 16071953 4.0 65 min DATE OF TEST ___________AGE­___­.j SPECIMEN AREA COMPRESSIVE STRENGTH(psi) 05/27/087 12.56in2 3380 06/17/08 28 12 56m= 06/17/08 28 12.56m H 12.56in SPECIFIC LOCATION: 5 Line At B DESIGN STRENGTH: 3000 PSI YARDSPLACED: 15 YARDS REMARKS: N11 ME MA VT CONSULTJTC.COM JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T603.749.1841 F603.516.6851 T 603.610.7104 F603,610.7108 T413,642,0138 F413,642.0164 T207.833.7878 F207.883.3365 �J REPORT OF CONCRETE FIELD/COMPRESSION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 23,2008 REPORT#: 08-FTS-061-019 General Location: Interior Column Footings 7C,71),7F/Grade Beam H Line From 1-4 Date Cast: 05/16/08 Field Rep.: Tom Regan Contractor: Opechee Supplier: MacLellan Admixtures: NWRDA,Entrained Air Air Temp: 60°F-62°F Weather: Overcast-Mild Nominal size of Aggr.: 3/411 TICKET#/CYL SLUMP AIR CONTENT CONCR.TEMP. ELAPSED TIME 16071852/4 CYI 4.0 4.8 68 1 65 min 10671857 4.0 1 62 min DATE OF TEST AGE SPECIMEN AREA- j COMPRESSIVE STRENGTH(psi) 05/23/08 7 12.56in2 1 2450 ___--- .._._.___ __—__._- -._.._—._._....._..____ 06/13/08 28 _ 12 56mZ 06/13/08 28 12 56mZ H 12.56in2 SPECIFIC LOCATION: 7C DESIGN STRENGTH: 3000 PSI YARDSPLACED: 16 YARDS REMARKS: N11 ME MA VT CONSULTJTC.COM JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T603,610,7104 F 603.610.7108 T413,6410138 F413.642.0164 T207.833.7878 F 207.883 3365 afj REPORT OF SOILS FIELD COMPACTION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 22,2008 REPORT#: 08-FTS-061-023 General Location: Roof Leader Trench Backfill,5 Line and F.5 line Field Rep: Tom Regan Contractor: Opechee Construction Earthwork: Linskey Air Temp: 50°F-55°F Weather: Overcast-Cool Soil Type: Reclaimed Gravel Proctor Value: 120.5 lbs/ft' Optimum Moisture: 7.0 % Gauge Type: Troxler 3430 Required Com action: 95 % TEST NUMBER DEPTH/ELEV. MOISTURE DRY DENSITY PERCENT COMPACTION 1 12"/-8"BG 5.4 116.7 96.8 LOCATION: 5 Line At A.2 Line 2 1 12"/-8"BG 6.1 117.0 97.1 LOCATION: 5 Line At B.4 Line 3 1 12"/-8"BG 6.3 116.5 96.7 LOCATION: 5 Line At C.1 Line FFFF 4 1 12"/-8"BG 6.5 116.8 96.9 LOCATION: 5 Line At D Line 5 1 12"/-8"BG 7.0 116.5 96.7 LOCATION: F.5 Line At 3.5 Line 6 1 12"/-8"BG 6.5 116.5 96.7 LOCATION: F.5 Line At 6.7 Line 7 1 12"/-8"BG 6.7 116.9 97.0 LOCATION: F.5 Line At 5.1 Line 8 1 12"/-8"BG 6.5 116.5 96.7 LOCATION: F.5 Line At 4.3 Line REMARKS: NI-1 ME MA VT CONSULTJTC.COM JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T 413.562.4400 F 603.610.7108 T 413 642.0138 F 413.642.0164 T 207.883.7878 F 207.883.3365 Particle Size Distribution Chart 100 90 80 70 uJ 60 Z Z 50 W "110�U LU 40 a 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %Cobbles Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 26.2 32.1 9.3 17.9 10.7 3.8 SIEVE PERCENT SPEC.' PASS? Material Description SIZE FINER PERCENT (X=NO) Reclaimed Sand&Gravel 3 100.0 2 100.0 Atterberg Limits(ASTM D 4318) 1.5 94.1 PL= LL= PI= 1 80.9 3/4 73.8 Classification 1/2 62.8 USCS= AASHTO= 3/8 56.7 Coefficients #4 41.7 D85= 28.9673 DB0- 11.1830 D50= 7.0580 #10 32.4 D30= 1.6008 D15= 0.4464 D10= 0.2541 920 22.1 Cu= 44.02 CC= 0.90 #40 14.5 Date Tested: 05-20-08 Tested By: Shawn Roberts #80 7.6 #100 6.6 Remarks #200 3.8 (no specification provided) Sample No.: 08-225 Source of Sample: Onsite Date Sampled: 05-16-08 Location: Elev./Depth: Backfill Checked By: Jim Corti Title: DTS JOHN Client: Opechee Construction Corp. Project: Washington at Derby TURNER 155 Washington Street Salem, MA Dover, NH Project No: 08-PTS-061 Figure 016A I — —J_ — FAT, I T ,—f T #s IRAPARIaLOP ALLEY ( -s -- — R . .Pr_"� c -OR HUIUR _- – ���.1��`'-`�'.'�a`"� RP ' _p :, I � 1 0 Igl•xl I � �. b ,®'� - u 1 .'�;= TT -i-+L� F y1-I+, �'a � ' �`�J fir:�- A��• - — °{'�" !• 7 ,—�(y TL--I[ A4 A RA —RAPe a` F 91 T ��m / o -� — - - mm ;Oil i Po w ym e o 1I I _ TRE 111 •..m Q va.n APSO, WA 77/AG7DNTTREF ' - -�l d �® - , ""��/ v Jn9ry PR A�Ma 5.5 OIA WP I Flw SJ1A1{pm B ]S.IRO yi I •••._�.�. - y �/ -.I hskEo i!0 9pm We obxorce EIRELINE PLAN GENERAL NOTES ALL NEW PIPING TO BE5 PSI IN TESTED MAXIMUM AT 1 LESS THAN 2pp PSE _ - FOR 2 HOURS, U AT 5p PSI IN AICESS 3m THC ESSOFPRESSURE, WHEN THE SCALES i.3. MAXIMUS PRESSURE TO HE MFlINi AINE➢ IS IN E%CESS OF t5B PSI. PER NF.P.A. 13. k IDR `.'NETHER OR NET INDICATED ON THE DRAWINGS, THE FOLLOWING ITEMS ARE TO 3E PROVIDED SPARE HED➢ CABINET WITH WRENCH PRGVISTONS FOR FLUSHING CONNECTIONS AND DRAINING OF ALL PIPE INSPECTORS TEST CONNECTION FOR EACH SYSTEM IST FLpoR'. ALL THREADED PIPING 2' 9N➢ SMALLER ID BE SCHEDULE 40 BLACK STEEL WITH IRON RON SCREWS] FITTINGS ALL GROOVED PIPING SIR' AND LARGER TO BE SCHEDULE 10 SLACK STEEL WITH GR00VEJ COUPLINGS ABB PITTINGS AND WELDED OUTLETS. PIPING IN OPEN SHELL SPACE SHALL BE EXPOSED 3ELOV THE SHEETROCK FOR FUTURE �zrvs we�x TENANT FIT-UP'S. B➢F 2ND, 3RD 6 47H FLOORS FLOOR CONTROL VALVE ASSEMBLY PIPE AND PIPING TO THE STAIRWAYS AND COMMON MECHANICAL ROOMS TO BE SHREDDED 40 BLACK STEEL. ALL 2' PIPE AND SM9LL R TO BE CPVC WITH CPVC FITTINGS. "'NOnum ALL SYSTEM PIPING TO BE HUNG PER NF.E,A, 13. A PER CP ERC GUI9LINESIN_ . HANG FROM TOP CHORD OF JOIST OR INTO CONCRETE DECK. BrP IM-L. PLANS ARE SUBJECT TO .MINOR DEVIATIONS ARISING FROM FIELD CONDITTDCS ITOP P IT AMD/QR COORDINATION. RUDER DEVIATIONS WILL NOT AFFECT CGDE COMPLIANCE DR SG[IPE OF WORK. un 'w JP OWNER TO PROVIDE ADEQUATE NEAT TO ALL AREAS GF THE BUILDING THAT CONTAIN .1 01 111 A \L �C WET SPRINKLER PIPING.NAMPSNIRE FIRE PROTECTION CO.INC.WILL NOT BE HELD n.a¢Menu�o rz e _ I� S LIABLE,NOW,NOR IN THE FUTURE,FGR ANY DAM1WGES THAT ARISE DUE TO THE FREEZING, Enauvn TO,ALL ^^ O RISER DETAIL AND SUBSEQUENT BURSTING OF WATER FILLED SPRINKLER PIPING. U� F %GR.BJTRRFEY V4 STAIRWAY YCD-ARION SEiSNIC BRACING TO BE INSTALLED PER III 13. .a.nv TO CENTER_ LPMPER SfiDCX 441RNELL WALL SCALE:1/2":L'-O' CENTER OF TILE IS REQUIRE➢ LM ACT CEILINGS. x 1 GA.SASS CHECK VA 2'LAV v SLIP FLOW SWDCH STEEL 10 CPUC ALL WIRING TO BE DONE BY OTHERS. "AD11-- UNDERGROUND CDUPUNC ADAPTORu¢¢rtu IAT ONE IRO A IID LOOPS SPRINKLER SYSTEM DESIGN AND INSTALLATION'' TO CONFORM WITH NFP.A. 13, 14 AN"uTOK" THE 6th ED. MASS. BUILDING LODE AND ALL OTHER APPLICABLE CODES. SYSTEMALL STORAGE ROOMS i CLOSETS SHALL HAVE A MINIMUM. CLEARANCE OF 10' BETWEEN SOD lIN PRESSURE THE TOP OF STORAGE ANO THE DEFLECTOR PER N.PPP. 9.56.1UNDEERRGROUND STUB UP V/ RUO UNDERGROUND THROUGH WALL V/ ROD IA LEL BE➢UCER GAME 0 v CAP AND Cxnn, e BUILDING CONSTRUCTION u tt�b8' e FOUR START BUILDING WITH STEEL JOIST AND BEAMS AND CONCRET[ C MCTPL 9' IT P - 390 Wx " FINISNCO FLOOR UNION TEST A DRAIN VA. DECKING FOR FLOORS. — rt.a oxFnw�o¢mn.� d WOERGFOLwp LEAOiNS ORE ID 6E ELEVATIONS PRE AS FOLLOWS RpppCp,PLLNBED.TVD-4RED,FLJSNE➢ 6'BI[L Pp° BBD ITS IST FLOOR OO' (�Q (� a ANp IISTEO. 1ESi CERTIII[ATC 10 BC 6 DIOL Pp 1560 GPH 2ND FLOOR 14 0- U N� 1➢'OICL P 291p UPS - l.! "- Pe➢vmE➢mlwnPSHIRE TIRE PR01Enl0x P HOSE VALVE DROP E.C.V.A. DETAIL 3RD FLDGR zs'1, PRIW m CDNNEclmrv. 12'OLCL P'P 3520 GIN .T PTH FLOOR 36 2' / - ]FOR TOGRAIRITT.OHOLE DETAIL O O ROOF 492' SCALE:NS.S. SCALE:IDES.: ELUSNING FLOW RATES MUM K B wawa WARMOSUPPLYOATA s°RIwnER9 IST FLWfl A SISTER LRM: RREMROI£cTON INSNEERsiuM WASHINGTON AT DERBY AB s'ni°v ' - 155WASHINOTIXJST.05'-IE STAIII I- AIR 4, ' O 5 SALEM,MA 01970ARHIRI fj.4/ \y Ly F FIRE PROTECT/ON pNk a•G ` u 1�y�L 4 W y1 OPECHEE CONSTRUCTION j-•[I 1x��A M PM B 1dA91 / j� _ ®® 11.1 M 5_RRA,ROOM 11 CORPOMTE OR. ( YF System No. W-J-1042 IQ System No. IJ-L-10©5 _ F Rating-4 Hr - F Rafmg-1 and 2 OF (See Ren IB) T Rating-0 Pr T Rafmg -0 Hr L Rating At ADbent-Less Than 1 CFM/Sq Ft L Rating At 400 F - 4 CFM/SD Ft - __A IIET➢S LO Pl E➢ AT PLO DE LGGR V' , ,(3� IA CEILWG D4Lv it Er L __ I�a �iIa K r Wpen / r F>I—_rvl de II~II�1�]�,J - lo SECTION 4 P SECiiI]N A-9 I.w I A¢e bl Re 2F r row tib a IW a bl ncu' I lad -r I Ih 1 I. shel' a Fe IM Ih N"f o NiL400 S wll a Pornl'on 0 9 - Ih Ul 1' 9es'rs 0' N; hll Na P IAbdYJEr ondrams ei � 1 m O °Ui3G c' Y I bull k dr Y.]5/8 IN eall s blp constructed r UL P,Ron ng 4 1 om q 1 of lne,eased 1 aBear4np 1 st�d Wood 1 a 1 % eoil I x ° op ." Ll e�f - - _ Chooled Ourbable Black I.Wn Y M fil rearld oull US,tl'Car Of 1 rasons E by 4-in number @ d 16'.OC SIN III to be man 2-112 1, endeON sprel ma. p Sig Carlos a'k (rut)Intel' IM r R 1 D mrY n .oc. far reasso al brenuar,fireare B o,an Ba'E 5/8 End,4 11%rds WIN sp RIParal do The clipas. cRMrS"Ips, __ _ L d IM1 ud F L D IaP A, a 1 I d 9 M 1014-0 b r I to, rd n 1 I' N II h becknor Lh o m E om pats O C C tres,Al On firrade, fear ful oWil a,10S 11 an P IBI,mader N Q. lopei 9 IJ 1/r I riRdl,normotbar an WP.1i an art al. h ika,ARE, Dart of "or,oar OREScutmo'gb g,RuP onebral a nom Was. II nParrins,to 6 In 1/9 � _ ' •I e. _ PSign, I- s susmos qpe Mil Y 1 6'q a.the pe phery of IM1 p q 4'II -r.to real 1/2'In.larger thor steeldom of though 9h p elmrl Ron 2) TO,r M F going o1 0e be ma n/8 In to 1/1 In-manalThe II Ng No.pats ries m r 1 p ral a equal to he fair i of g of the u osembry er enho it m Installed — elmrt ppm oone'1 OW tubing may As mut 2 11w g i'vistarents One bratelapope.Wal or tubing I be 1 lea one,Wromnlonally 0,eeeenlrmlr a A Steel Ase Nom 12 an A'mm(or smaller)schedule ID(a,banar rain 11Boston rysl Par asher I tru,sing,L,be gdvormandad a,Into a u msemdr..for The Iiii alE 1.nmynp 1 I a fee lorpro,IT Bep in,artlb ran 0e e m 1 B.a dml-Ann 1 n.Eum(x 5n al stood 0I annoIt I Nng w to man IH a The I la'n,Aphs Pan eves of ardourc paces.cardeas or IRS may N Yed; HEADS LOCATED R in dAm start co'duL '. AT ArFLOOR ' s D L ceY Tube, uan 6 m from(u—!or)rrL l 1 Safe m 12 a umepo- O D O_ I.e bin Ppe N12o ( cA O j. LEIuuG ONLY prism ° aewpP« mr,6', dr (r,sof BegM 1 h ' )mi C. 6 M 6' a ( -.I I I 1 ong I el rme CY ��' r ° ti-k — 6 P. •_ A / o.mppc Barg Ran s a f : )T (or ) a.Iw�ng. - - - pw E C purr P it,.E - nSea, 1 a T M,u tl DaTo sal salmi Nn 2 m.umk rFPHM C [ ) ( Mw) s', pp. n m nAC im bra wenn of BE 3 Fu v [ lr III s RoilW me d e- m a Nlm EDISI-5 SersVS pV C! paned E3 Im I h mPN e than n Irl T. 'a kr M Pound arm _ _ _D -- HILA LG l IS'FYE ro, pen g I. d Ca I/9 Lryua De Pa'Fnery o.Ice aFNrcgrr n _ _ O ru Beoieg The IR Small Morbng NET,MI..CNIJAIR S BN OF L ° HI➢INC Nei Sall - ur 11,TO ms UL O 'bolme'bring a xr E% F -y- n Ig o 9 AD So -- -- p ° - -- - - - f C® COUPLING OR HANGER - - - - ® BAR JOIST \ _ ___ _1 _ O.. O ". �I PANEL POIM r ra O E%TEND ROD ` DO NOT E%CEEO .rb xm TO WININ AT ALL LCIOPED CONNECT OnS OF TOP OF PIPE "S T go RIF:P CRIMP }/8" DRILL a�9 LV BEAM Be V neo r lanes R SEISMIC CABLE I4J.19 pm0 of°P.pre 2ND 2e"�D p. 4TH I I ODI\ EARvJO15T rabbir ERE Mfes Im qpm Xou Na.v..e IV J \ (X. 'Y n L AFCON #31D CRI.aP FIRE SPRINKLER LAN RING RESTRAINER CRIMP FOR CPUC ONLY DO NOT EX CEED 45' FOR TIO - Ai ALL LOOPED CONNECTIONS SCALE I/8 "AP CABLE TVICE� _µpY LATERAL D 6 UPWARD RESTRAINT METHODS AROUND PIPE 2 DENOTED SEISMIC PROTECTION NOTES: ALL SEISMIC BRACING WILL BE PROViDEO PER NEPA-13. Floexc \eeeC[PIPE �innxc E 20 GAUGE METAL -. 5 n PPE rb un 1 Ro9F ➢CONING PFCDN LPTCRPL EPRiHODAKE BRPCE R[E TME Er 0 0 all .� sw..aP.eE/ TYPICAL 11 HANGERS TYPICAL kO6S HANGERS_ TYPICAL #06 HANGERS_ TYPICAL ISX— HANGERS APICAL #SF— HANGERS TYPICAL #SW— HANGERS Ni l FlmNa T NO SCALE NO SCALE NO SCALE NO SCALE NO SCALE NO SCALE Y I -AiR --0.i.R, -ALR. Xn -ATR. I --0.TR. -0.Cf. 1 --RING --RING --RING I -RING 1 --ReNG I -RING I -SPNMY XPRESS 1 --SPEEDY FAEiNER I -510E WINDER I --r.BE, 1 --HER SHORTY I --LED SHIELD A CON 4 WAY EARTHOUAKE BRACE -RUNNING ALSO? SIL-CONCRETE SVC-CONCRETE LAIERALEERGI rOuNuo EARTHIBAwE PEACE 5%S-4EEL SFS-STEEL SWS-SUED- WATEfldUWLV OPTA S Eornal 4are FlPE PXOlEGl1ON ENGIHEEFSTPMP 2ND.3RD It 4TH FLOOR 6 DETAILSa. Pr9Mf TenTn e. WpSHINOTON AT DERBY N a' -ToeallonallFW­III 1­11 155 WASHINGTON ST. "kf RRIBROYOO de, SpIfM.M401B]0 V A f PROTECT/ON 1 r gTry wE'sofWbrva , taH ."WerY NN osaza OPECHEE CONSTRUCTION (ew)aazanr v -mewl avvrw R _ j N E.NAISL ONDNAE�ener"A'Ab"Ared II C°RPoMTE Dfl. @ToFj REPORT OF PRE-CONCRETE FORM & REINFORCING STEEL INSPECTION CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blois Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 20,2008 REPORT#: 08-FTS-061-020 Supplemental Information Reinforcing Steel Inspection Field Representative:Tom Regan 1.Rebar size per approved drawing? Yes Weather. Sunny-Cool 2.Are all bars accounted for? Yes Temperature: 60-65°F 3.Vertical spacing within tolerance? Yes Forms 4.Horizontal spacing within tolerance? Yes Is the subbase approved by the engineer? Yes 5.Rebar supported properly? Yes State Forms(Width/Depth) 6.Dowels properly placed? Yes Water&debris removed? Yes 7.Overlap specification?(Inches/Diameters) Yes Are the forms in good condition? Yes 8.What is the supporting system for bars? Tied Tight? Yes 9.Are bars tied and clean? Yes Clean? Yes 10.Is clearance from ground/forms as specified?Yes Oil?(If applicable) Yes 11.Was Debar disturbed during placement? No Control joints placed? N/A Does footing call for keyways? N/A Embedment in and correct? Yes Form Temperature? 60°F NI-I MA ME VT CONSULTJTC.COM JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T 603.610.7104 F 603,610.7 108 T 413.642 0138 F413.642.0[64 T207.883.7878 F207.883,3365 Reinforcing Steel Details Observation: Exact location of placement: Frost Wall,5 line From A-D.9 1. Footings: Description of Horizontal: N/A Description of Vertical Dowels/Hooks: _ Detail Drawing#: 2.Pier/Column Footings: 5 line From A-D.9 Mats: Vertical Dowels/Hooks: #6 Detail Drawing#: Opechee Page S.3,Detail#1 3. Foundation Walls: 5 line From A-D.9 Vertical: #4 Horizontal:#5,#6 Detail Drawing#: Opechee Page S.2,detail#'s 2-5 f gs�J REPORT OF CONCRETE FIELD/COMPRESSION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: June 11,2008 REPORT#: 08-FTS-061-014 General Location: Footing Wall Date Cast: 05/14/08 Field Rep.: Jarred Porper Contractor: Opechee Supplier: Redimix Admixtures: N/A Air Temp: 65°F Weather: Sunny Nominal size of Aggr.: 3/4' TICKET#/CYL SLUMP AIR CONTENT CONCR.TEMP. ELAPSED TIME 17006916/4 C 1 4.75 5.2 69 95 min _DATE OF TEST_mAGE j_SPECIMEN AREA_—! COMPRESSIVE STRENGTH(usi) 05/21/08 7 12.56inz _ 2550 ___---- ._._ __..._.__ ---.__-, ------ 06/11/08 28 12.50n= 4970 06/11/08 28 12.56in2 5150 H 12.56in' SPECIFIC LOCATION: Line A13-A5,Piers(A.3-8)(B-8) DESIGN STRENGTH: 3000 PSI YARDS PLACED: 8.5 YARDS REMARKS: NH ME MA VT • • JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T 603.610.7104 F 603.6 1117 108 T 413.642.0138 F 413.642 0164 T 207.833.7878 F 207.883.3365 r i -h %JTC.St REPORT OF CONCRETE FIELD/COMPRESSION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 28 2008 REPORT#: 08-FTS-061-005 General Location: Walls,6' Left of C13-F13,Piers 6.5-12,H.5-11,X line,2-1 Footings Date Cast: 04/30/08 Field Rep.: Rodney Boudreau Contractor: Dulac Concrete Supplier: Maclellan Admixtures: N/A Air Temp: 540F Weather: Partly Cloudy Nominal size of Aggr.: TICKET#/CYL SLUMP AIR CONTENT CONCR.TEMP. ELAPSED TIME 17006791 4.5 62 110 min 16071388/4 C I 4.25 5.7 61 120 min DATE OF TEST !. AGE [ SPECIMEN AREA COMPRESSIVE STRENGTH(psi) 05/07/08 --_-7 _._._1 12.56in2 2410 -...__. ._ _.___. _ __,_ , ----_--- __ _ _,_,..._.__ 05/28/08 28 12.56inz 5220 05/28/08 28 12.56in2 5400 H r 12.56in2 SPECIFIC LOCATION: C.5-13 DESIGN STRENGTH: 3000 PSI YARDSPLACED: 14 YARDS REMARKS: NH ME MA VT CONSULTJTC.COM JOHN TURNER CONSULTING,INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH03920 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T 603.610.7104 F 603.610.7108 T 413.642.0138 F 413.642.0164 T 207.833.7878 F 207.883.3365 Moisture Density Relationship 142 137 1k I 132 U a N E N a 127 122 ZAV for Sp.G. _ 11.7 2.63 0:5 3.0 5.5 8.0 10.5 13.0 15.5 Water content, % Test specification: ASPM D 1557.00 Method C Modified Oversize correction applied to each point Elevl Classification Nat. %> %< Depth USCS AASHTO Moist. Sp.G. LL PI 3/4 in. No.200 Backfill 2.63 26.2 3.8 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density= 134.0 pcf 126.0 pcf Reclaimed Sand&Gravel Optimum moisture=7.0% 10.0 % Project No. 08-FTS-061 Client: Opechee Construction Corp. Remarks: Project: Washington at Derby ID08-225 155 Washington Street Salem, MA o Source: Onsite Sample No.: 08-225 Elev./Depth: Backfill JOHN TURNER CONSULTING Dover, NH Figure 016A 4 • ` •PT jTG. ryO REPORT OF PRE-CONCRETE FORM & REINFORCING STEEL INSPECTION CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 16,2008 REPORT#: 08-FTS-061-018 Supplemental Information Reinforcing Steel Inspection Field Representative:Tom Regan I.Rebar size per approved drawing? Yes Weather: Overcast-Mild 2.Are all bars accounted for? Yes Temperature: 60-62°F 3.Vertical spacing within tolerance? Yes Forms 4.Horizontal spacing within tolerance? Yes Is the subbase approved by the engineer? Yes 5.Rebar supported properly? Yes State Forms(Width/Depth) 6.Dowels properly placed? Yes Water&debris removed? Yes 7.Overlap specification?(Inches/Diameters) N/A Are the forms in good condition? Yes 8.What is the supporting system for bars? Chairs Tight? Yes 9.Are bars tied and clean? Yes Clean? Yes 10.Is clearance from ground/forms as specified'?Yes Oil?(If applicable) Yes 11.Was rebar disturbed during placement? No Control joints placed? No Does footing call for keyways? No a Embedment in and correct? Yes Form Temperature? 60°F NI-I MA ME VT • omil JOHN TURNER CONSULTING,INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T 603.610.7104 F 603.610.7108 T413.642,0138 F413.642.0164 T207,883,7878 F 207.883 3365 Reinforcing Steel Details Observation: Exact location of placement: Interior Column Footings 7C,7D,7F and Grade Beam H line from 1-4 line 1. Footings: Description of Horizontal: Description of Vertical Dowels/Hooks: Detail Drawing#: 2.Pier/Column Footings: Mats: (8)#7 bars each way Vertical Dowels/Hooks: Detail Drawing#: Opechee Sl 3.Grade Beam: H Line, 1-4 Vertical: #5 Detail Drawing#: Opechee S1 %JTIC. NT ry0 REPORT OF PRE-CONCRETE FORM & REINFORCING STEEL INSPECTION CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NII 03220 DATE: May 16,2008 REPORT#: 08-FTS-061-018 Supplemental Information Reinforcing Steel Inspection Field Representative:Tom Regan 1.Rebar size per approved drawing? Yes Weather: Overcast-Mild 2.Are all bars accounted for? Yes Temperature: 60-62°F 3.Vertical spacing within tolerance? Yes Forms 4.Horizontal spacing within tolerance? Yes Is the subbase approved by the engineer? Yes 5.Rebar supported properly? Yes State Forms(Width/Depth) 6.Dowels properly placed? Yes Water&debris removed? Yes 7.Overlap specification?(Inches/Diameters) N/A Are the forms in good condition? Yes 8.What is the supporting system for bars? Chairs Tight? Yes 9.Are bars tied and clean? Yes Clean? Yes 10.Is clearance from ground/forrns as specified?Yes Oil?(If applicable) Yes 11.Was rebar disturbed during placement? No Control joints placed? No Does footing call for keyways? No Embedment in and correct? Yes Form Temperature? 60°F NII MA ME VT CONSULTJTC.COM JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T 603.610.7104 F 603.610.7108 T413,642.0138 F 413.642.0164 T207,883.7878 F 207.883 3365 Reinforcinp Steel Details Observation: Exact location of placement: Interior Column Footings 7C, 71),7F and Grade Beam H line from 1-4 line 1. Footings: Description of Horizontal: Description of Vertical Dowels/Hooks: Detail Drawing#: 2.Pier/Column Footings: Mats: (8)#7 bars each way Vertical Dowels/Hooks: Detail Drawing#: Opechec Sl 3.Grade Beam: H Line, 1-4 Vertical: #5 Detail Drawing#: Opechee S I SEAOC 2004 CONVENTION PROCEEDINGS Rammed Aggregate Pier Design and Construction in California - Performance, Constructability, and Economics Tom Farrell MS, GE Aaron Taylor MS, SE Farrell Design-Build Companies, Inc. Placerville, California ABSTRACT cement columns, rammed aggregate piers, vibro- replacement stone columns, and compaction grouting give Faced with an increasing number of poor soil sites being the engineer the opportunity to tailor a foundation considered for new development in California, solution for a particular site condition. Geotechnical and Structural Engineers are coming to current ground improvement technologies to reinforce Very similar to massive excavation replaced with unsuitable soil and fill in place for conventional footing engineered fill, rammed aggregate pier (RAP) support. Recommending and designing conventional construction is a technology based on the same principles: foundations and slabs-on-grade supported by massive remove a soft weak soil then improve its stiffness, its excavation replaced with engineered fill, or designing strength, and its ability to manage foundation loads. RAP deep foundations with structural floor slabs are costly and construction can be considered a discrete excavation and time consuming options. Foundation selection is replacement with rammed aggregate (engineered fill). influenced by long-term settlement performance, Helpful insights of RAP ground improvement can be management of seismic loads, local constructability gained by understanding the design and construction requirements, and schedule and cost savings. Rammed process; presented next is a brief description of the RAP aggregate pier supported shallow foundations are one construction technique and conventional footing design. system recommended for building support by engineers. Understanding the basic structural design concepts used with this ground improvement technology allows the RAMMED AGGREGATE PIER CONSTRUCTION structural engineer to design conventional shallow foundations bearing on improved ground and to reduce To remove soft and weak soil or fill, individual RAP overall project complexity,schedule and cost. elements are typically drilled 30 inches in diameter and are constructed to depths ranging from 6 to 30 feet using After a decade of successful project delivery, cost the simple construction process shown in Fig. 1. savings,and measured performance in California,Geopier rammed aggregate pier construction has become a main- stream application for public and private projects. This E paper discusses rammed aggregate pier performance, r constructability,and economics in California. ......... �-` -- nN�n A. B.B. C. INTRODUCTION Fig. 1 Rammed Aggregate Pier Construction Process A. Drill 30"and 33"diameter RAP shafts Engineers have several foundation systems to choose B. Ram 2"crushed rock into the"bottom bulb" from for different site and loading conditions. When it C. Ram 1/4" to 1'h" crushed, road base rock in 12" comes to soft and/or weak soil sites in California, lifts up to the bottom of footing plus 6"to 12" engineers are limited to a handful of alternatives. The "tried and true" driven concrete pile and cast-in-drilled- The ramming equipment consists of a 45,000 pound hole concrete pier are becoming more expensive to build hydraulic excavator equipped with a 3,500 pound and local constructability requirements have forced hydraulic break hammer and a specially designed 45° engineers to consider and design alternative foundation beveled ram,see Fig.2. The hydraulic hammer delivers systems. Various ground improvement techniques such t as massive excavation replaced with engineered fill, soil nl/,�✓rN �.Q- I 147 SEAOC 2004 CONVENTION PROCEEDINGS �s improved soil behavior and to design for the appropriate IK% ¢ a. allowable footing bearing pressure. ' i. In practice, each RAP is designed to act as a stiff element in the reinforced soil mass, attracting most of the applied + footing load and/or floor slab loads while in most cases - permitting the soil between the elements to support a _ ^ M_.; portion of the applied load. The most common conditions that govern RAP footing design include footings bearing directly on RAP elements and footings bearing in engineered fill over RAP elements,see Fig. 3. Fig. 2 Typical RAP Installation Equipment Where foundations are in contact with the RAP element, the footing is designed to bear directly on the RAP and between I to 2 million ft.-lbs. of energy to the ram at the improved soil. Thus, a high bearing capacity of the approximately 400 blows per minute. RAP improved soil (qa) is used to size the footing, which is typically two to four times the allowable bearing After drilling, the high frequency ramming action of the pressure of the unimproved soil (Hall et al 2002). Using beveled ram embeds a lift of crushed rock into and ASD load combinations from Chapter 16 of the California compacts the bottom of the drilled shaft, commonly Building Code,footings are sized and laid out by the RAP referred to as the "bottom bulb" In weak soil, several design-builder. Based on this layout, the structural cubic feet of crushed rock can be rammed to stabilize the engineer then determines footing thickness and bottom bulb. Once the bottom bulb has stabilized,the rest reinforcement using conventional reinforced concrete of the drilled shaft is filled. The equipment rams and design. In cases where the footings are not in direct embeds thin lifts of crushed rock into the sides of the contact with the RAP elements, the footings are sized for drilled shaft radially into the adjacent soil. The net effect the allowable bearing pressure of the engineered fill. is an increase in strength and stiffness of the soil mass up to one RAP diameter from the drill edge(Pitt et al 2003). WEAK`SOILS P ENGINEERED FILL R OVER WEAKSOILS �J\ In comparison to vibro stone columns, RAP elements are DampanenSeam. rammed into soft and weak soil and not vibrated. Side by ` Eakin—N!FJI `Pre,.ar° side full-scale load tests performed in Iowa show that Weak llwlrallNn2helr Deanna FJI Pressure Weak 5olls or RAP stiffness is 5 to 10 times greater than vibrated stone -°` OnaamrollW FiII columns in the same soil(Pitt et al 2003). MBEium a4X MMium lke la°li a, Io Nefter b In comparison to soil cement columns or concrete piers, area�ar oroener RAP construction compacts and densifies the soil at the Fig. 3 Conditions Governing Design of RAP Foundations bottom of the shaft and radially outward around the shaft. That is, the RAP element is not simply a structural Design of RAP supported footings falls into two distinct element within the unimproved soil,but also improves the categories: soil. This results in higher end bearing capacity and higher shaft friction around the RAP element. 1) Heavily loaded footings are supported with RAP elements spaced at less than three RAP diameters and are An analogy can be made.with a smooth and deformed designed as spread footings or small mats between frames reinforcing bar in reinforced concrete. The smooth bar and shearwalls. The plan dimensions of footings must be has a good bond and some friction in the concrete,where selected-to develop full coverage of the RAP elements the deformed bar has a good bond and much higher and to have a RAP area replacement ratio of at least 30%. friction in the concrete. A RAP element is like a deformed reinforcing bar in the improved soil. 2) Continuous footings are supported by RAP elements spaced at greater than three diameters, and may have to CONVENTIONAL FOOTING DESIGN structurally span between the RAP elements. As such, for weak soil conditions the continuous footing may be The design of conventional footings supported on RAP designed as a beam on an elastic foundation, improved soil or fill is no different than footings designed incorporating the corresponding spring stiffness of the on competent, naturally deposited soil or on engineered RAP elements and the unimproved soil. fill. The structural engineer needs to understand the RAP 148 pnpy SEAOC 2004 CONVENTION PROCEEDINGS: v The primary properties needed for conventional footing P design are RAP stiffness modulus (ks) and the allowablek�°•Po^°= P u,,,,, composite bearing pressure (qD). These properties are Ir(` : Lt initially derived from the Standard Penetration Test(Nspo and undrained shear strength (s„) properties of the r--O unimproved soil and are well described in the literature (Lawton 1994, Fox & Cowell 1998, Wissmann 1999, _O_ 10 TO A Minks 2001, Majchrzak et al 2004). As discussed later, FOOi1XG SUPPORT SECTION SMUEMENT L S.TOP OF MF STRESS I FS these values are verified with full-scale modulus load tests RFP STIFF SPRING DESIGN ANALOGY at each project site. Preliminary design values for kg and Fig.4 RAP Stiff Spring Design Analogy q,are shown in Table 1. stiff RAP elements and soft soil settle uniformly (Handy Table 1. RAP Stiffness Modulus&Allowable Composite 2001),Fig.4. For equal displacement,the top of the RAP Bearing Ca a ity for Preliminary Design Estimates element has concentrated stresses in proportion to the Native Soil stiffness ratio of RAP to the unimproved soil. In practice, properties kg&q� ks&qe kg&q� p Sands Silt and Clay Peat stiffness ratios of RAP to native soil range from 10 to 50. N,D, se N ks ci &(ks ( ci)& ks ci &(ksO Total footing settlement is calculated by adding upper 3 0.50 165 & 5.0 125 & 4.5 75 &3.5 zone settlement to lower zone settlement, see Fig. 5. 6 1.25 225 & 6.0 175 & 5.0 110 & 4.0 Upper zone settlement is derived by dividing the RAP 9 1.75 260 & 7.0 210 & 6.0 125 & 5.0 stress by its stiffness. The lower zone settlement is 12 2.30 285 & 8.0 250 & 7.0 calculated using classical soil mechanics. A description 16 3.00 310 & 8.5 260 & 7.0 - of the calculations of RAP design can found in Majchrzak 25 4.50 325 & 9.0 275 & 7.5 et at 2004 and Pitt or al 2003. >25 5.00 360 & 10.0 300 & 8.0 1. For 30-inch RAP elements supporting spread footings D with a min.area ratio of 30%(Fox and Cowell 1998). Ultimate Capacities UPGe, RAP Z.- element Depending on density and strength of the unimproved soil or fill, the ultimate vertical bearing capacity of a RAP :a element can range from 100 kips up to 300 kips. With the 1 addition of a specially designed structural steel anchor, - -- -the RAP can also resist uplift loads generated by �Oe earthquakes and wind (Lawton 2000, Caskey 2001, and Wissmann et at 2001). The RAP uplift element can be designed to resist up to 200 kips of ultimate uplift force. Fig.5 RAP Upper Zone and Lower Zone Concepts In practice, ultimate uplift capacities of 100 to 150 kips are usually specified. Floor Slab Support Since the RAP is composed of very dense, crushed rock, Floor slab support is also an important and useful it exhibits high sliding resistance to lateral loads. As a application of RAP construction being implemented at result,footings over RAP elements have higher resistance soft soil sites in California. A warehouse or distribution to lateral sliding forces(Lawton 2000 and Wissmann et at center floor slab with area loads of 150 psf or higher, up 2001). The RAP soil mass exhibits ultimate coefficients to 800 psf, can be designed to span 10 to 15 feet over of friction between 0.8 and 1.1, which is applied to the RAP elements in very soft bay mud or weak uncontrolled entire footing bottom. Appropriate factors of safety are fill instead of using a more costly pile and grade beam applied to determine allowable design values. supported structural slab, see Fig. 6. RAP slab support is classified as either slab-on-grade or structural and Settlement depends on the fill thickness between the slab and RAP elements. A structural slab design (reinforcing is Settlement of the RAP supported footing is estimated by "active") is required when the slab must span the clear modeling it as a rigid plate supported on a system of stiff distance between RAP elements. A discussion of this RAP springs and soft soil springs,and assumes that the application can be found in Minks et al 2003. 149 SEAOC 2004 CONVENTION PROCEEDINGS #1A Full scale modulus load tests measure the bearing spring Floor rad t°n stiffness (stiffness modulus, kg) of RAP elements. The RAP modulus test is run in general accordance with New FII ` TMs"n°'° ASTM D1143 pile load test with modifications specific to RAP construction. Because design parameters are based seas°nmpm°slNn on full scale load test data, the RAP behavior is well ,nils PAP understood, and the data can be used for conventional ""r°°t code design or for performance based design. Pa°nt i I specing(a) mils 99 slabon-grade supported on layer of compacted fill Floor load(P) SOM1 opmP,ea 01a Paid 5X s RAP M:y rent O K, •''' C I astion,tai i anlla4. Direct support of floor slap . .:a. 'ra.tt..rY 5k9t ,.1Jc F,-IP7 Shx 254. w`tL.bS:.NS Fig. 6 Conditions Governing RAP Supported Floor Slabs Fig. 7 Photo of RAP Modulus Test Set-up The compression element is loaded to 120% of the PERFORMANCE maximum RAP top-of-pier stress to measure the stiffness modulus and is then loaded to 200% to measure its pseudo-ultimate capacity (break in the load deflection RAP construction provides the engineer with increased curve), see test setup in Fig. 7. Although the purpose of confidence in the performance of the foundation system, the modulus test is to verify the RAP stiffness modulus both for static loads and dynamic loads. Well defined used for design calculations, the tests also add useful stiffness of RAP construction and settlement performance insight into how the RAP behaves in various soils. The are the main reasons for this increased confidence. failure mechanism of a RAP can be identified during load testing because of telltales installed at the bottom and Well defined stiffness of RAP construction is proven by: middle of the element. As shown on Fig.8 at a site in 1. Full scale load tests at every job site. Dublin, the telltale only moved slightly while 2. Regularity and simplicity of construction. The deformations at the top of the pier increased above the RAP rock bucket holds the volume of two 12 stress of about 25 ksf. This behavior indicates that the inch rammed lifts, ensuring thin rammed lifts for RAP is bulging slightly outward at higher stresses instead every element installed. of plunging (Majchrzak et al 2004). Bulging is the 3. A large boring at every RAP element confirms to preferred RAP behavior and"limit state." the Geotechnical Engineer that the site is represented by the soil investigation borings. RAP.,F an...,"°„ P . ,n ,l :P . sP ss .n Defined Stiffness _ _ During RAP construction in medium to stiff soil layers, 010 --- - " -- I _ the rammer will embed rock into the soil with medium _ _ a,•, _ lateral sidewall deflection, and at soft soil layers the rammer will imbed rock with large lateral sidewall deflections, increasing improvement where it is needed. a 12•I".,lo•.,..,."°p.<••' 4 .....•.,. As a result, unidentified soft and weak soil layers are n,p --- --- -- I"•"�•°w•;, "Wirt*'„w.¢---- . °.°° improved with higher rock volumes (rock takes) during -------- ----- construction. This improvement is evidenced by several _ modulus load test results at soft soil sites in California. ° ---- Fig. 8 Modulus°Test Results Graph, Dublin 150 SEAOC 2004 CONVENTION PROCEEDINGS Uplift Performance 140 Allowable Uplift Capaci0"60 Nips — -- ----- A RAP uplift element is constructed almost identical to a ,° ""' ��% �S• dm:a cvm r bearing only element with the exception that a vertical "dead-man" anchor is placed at the bottom bulb during a'°° +°+%A U construction of the element. The structural steel anchor o B0 111%A consists of four #7, 75 ksi, Williams Form All Thread i Rebar with a minimum ultimate strength of 60 kips each, w see structural properties of the rebar in Fig.9. 4 }" _ Structural Properties j Minimum Yield CUltimate Tensile 75 KSI 100 KSI as a.,a °.e° aa° °.w oso °.a° °.r° °.e° s.as i a° (517 Mpa) 1 (698.4 Mpa)_ Vertical Displacement(Inches) Typical Elongation in 811 bar Fig. 11 Cyclic Load Test on 33-inch by 15-foot deep 7%_9% Unique Thread Form RAP Uplift Element at 1801 L Street in Sacramento. Fig.9 All Thread Rebar Properties and Threads ASTM D3689 quick pile uplift load test procedure, this At the bottom,the all thread rebars are bolted to a hot dip test was performed at a project in Sacramento. The soil galvanized 1-inch thick A36 steel plate. The assembly is condition at this site is loose sandy silt and soft silty clay protected with a polyurethane spray-on coating at the extending 30 feet below the ground surface (bgs) with bolted connection and over the entire plate, see Fig. 10. water at about 18 feet bgs. SPT "N-values" ranged from The top of the all thread rebus receive 4" square bearing 2 to 5 blows per foot in the sandy silt and silty clay soil. plates, which provide the necessary anchorage in the footing. In consideration of long-term reliability, the For this particular test, the uplift element did not fail. unique all thread rebars are oversized and hot dip However, in general the behavior of a RAP uplift element galvanized and then protected by a 25 mil thick high is similar to that of a belled concrete pier, in that it begins density polyethylene that is tightly bonded to the bar by a to progressively heave a large mass of soil at the ground flexible bituminous mastic, see Fig. 10. This effectively surface as the element reaches its ultimate capacity eliminates migration of moisture and oxygen to the steel, (Lawton 2000). Note that almost 50%of the initial elastic which are requirements for corrosion. deflection is in elongation of the steel, well within its prescribed elastic range. The uplift element maintained The uplift load test results in Fig. 11 show the linear stiffness after multiple overstress cycles. repeatability in linear stiffness of a RAP uplift element in soft soil after two multiple cycle events. Based on the Settlement Control With regard to footing design, structural engineers seem to be more familiar with bearing pressures(strength), and less so with the subgrade modulus (stiffness). Sometimes a structural engineer is faced with the choice of either using requiring moderateel bearing p essuresfor design footings or opting instead to use large footings with a low bearing pressure t. or a deep foundation system with structural slab support. Regardless of the approach, the superstructure must be r,,,,e., .,pb '1 >rl gin" 1✓r I { rl t}I�11 ,;'! protected from both total and differential settlement between adjacent columns. k tj RAP design and construction results in both reduced total settlement and reduced differential settlement(Majchrzak --j-=�- et al 2004). How important is it to control differential t settlement? Consider the case of a two-bay concrete - IAV"; T'`=. moment frame that has differential displacement of 1/4" at x .-ai I .�,A'�'t m —+- '� the middle column. For typical bay lengths and member Fig. 10 RAP Uplift Element at UC Davis Math Sciences dimensions, up to 40% of the yield moment can be realized in the beams from this settlement alone. 151 SEAOC 2004 CONVENTION PROCEEDINGS 4 To provide a long term picture of RAP settlement control, two 6 story structures, one in Sacramento and one in m.Lt+ti tM.x,A Dublin, were monitored for settlement and are discussed ML.JOB Ww in detail in Majchrzak e[ al 2004. The following case ' histories show good uniform settlement control at sites with soft to medium stiff clay soil that extends to depths of 30 feet. At both projects, average 20 to 25 foot deep mW:J 5FN �( j 'I� iLj�s RAP foundations replaced 75 and 65 foot driven piles N•A ALLEY .L-U.t4.M1 o.wusb.Nxs _ / WA Mt4. - MW95 WP. 1 WN)B bLrt9]FIw WB MlA.ntl MSB 0•LMxI Fip.N] W� wdv]tp.xs N Time01 imem1 -year) g� MgL�]tY tlw Yx ML•]tO tb.N. EL -�V $ 5 a 8 L ML.sJ W YIF.mN ____ �MMMfMM Vb ®®MLNJShIpe M11 M4510kip.ea ML•370 Flw Me I - � �--��------ Unf kik Mo-vaxlw Mu Mo-hkai FIw as,a m0 N10 }�.us z ML4h •k' _ "♦ ,p as. Y0 C. e e =_• L-colo-- %-t% tri,--,ai -�-_�- HY C --- MIO A—%,Wcb ----- ___ m.eM..mats MON. ---- - _ -- 'P' SiRCCi Imm�e.Mn.m lmpmnn�'a Uwlm1. m Tam.(mpna-y.) �m�u.M J-1c g ¢ $ } g € B� S� "aq § 4 § & Sd, $ q -�-M1A(398 kips) M2A(398 kips) -k-M3A(597 kips) $ S 7 @ 3 8 �M4A(297 kips) -MSA(499 kips) tr Mi B(297 kips) -F-M2B(648 kips) -xt-M3B(597 kips) MB(597 kips) -MSB(398 kips) ,M98(499 kips) --- _ -" Fig. 13 Surveyed locations&Settlements-Dublin o.1 -- - the maximum value and the average of the values less �_ --- -- f•^= ---- f --- -f-- than the design estimates(Majchrzak et al 2004). 1-a. .1 miWM.Imm M-1(138 kips) tM2(710 kips) -o-M-3(421 kips) CONSTRUCTABILITY + M4(]10 kips) �M-5(357 kips) M-6(379 kips) -o M-7(1200 kips) �M-8(510 kips) M-9(210 kips) �M-10(1800 kips) -+-M-11(835 kips) ---M-12(210 kips) The repeatable performance exhibited by RAP elements is Fig. 12 Surveyed locations&Settlements-Sacramento the direct result of simple construction technologies and quality control. The use of common crushed aggregates In Sacramento, 12 column locations were monitored with available at local rock quarries helps maintain the quality gravity dead plus live loads ranging from 138 kips to 835 of constructed RAP elements. And the use of specially kips and two shearwalls with dead plus live loads of 1,200 designed structural steel anchors from Williams Form and 1,800 kips at the each end. The results of foundation Engineering ensures the repeatable performance of RAP settlement surveys are plotted against time in Fig. 12. uplift elements. The results indicate that the foundation settlements have From a contractor's perspective, building conventional ranged between 0.3 and 0.8 inches with both the shallow foundations over improved soil is far easier than maximum value and the average of the values less than constructing pile caps or pier caps and grade beams. In the design estimates(Majchrzak et al 2004). some cases where massive excavation replaced with In Dublin, several locations where monitored including C engineered fill is recommended, but the bottom of the gravity columns with dead plus live loads ranging from excavation is below or near the water table, using RAP 300 kips to 600 kips and at moment frame mats with dead construction can preclude a stringent dewatering system. plus live loads of 1,500 and 2,300 kips. The results of Because of the improvement in adjacent unimproved soils foundation settlement readings for the Dublin site are and uncontrolled fill,RAP elements do not always need to plotted against time in Fig.13. Actual measured go to a com etent dee soil ayer, w tc reduces settlements ranged between 0.3 to 0.7 inches with both construction difficulties. T is eamre makes the system 152 ° SEAOC 2004 CONVENTION PROCEEDINGS applicable in most soft and weak soil conditions. Typical LEED'" certification program (USGBC 2004). The use production rates for RAP elements approach 40 to 60 of local construction materials in the RAP foundation elements per day. The speed of the RAP construction, assisted DPR in receiving this award by adding LEED'm allows contractors to start footing excavation earlier, points. This was the first privately owned project in the getting the building superstructure out of the ground faster Central Valley to receive the honor. At a recent project in than a deep foundation project. Modesto,Kaiser Permanente selected the RAP foundation system for its"green"characteristics for medical offices. From a quality control perspective, RAP construction is observed and tested by the Geotechnical Engineer of ECONOMICS Record as with any other foundation system. From modulus load testing to the daily dynamic cone While every building system is judged primarily by its penetrometer tests and bottom stabilization tests, the performance and constructability, the system will not be Geotechnical Engineer's field representative also records used unless it also provides economic benefit to the drill depths, average ramming times per lift, aggregate owner. The RAP foundation system has been used in types per lift, average lift thickness, and unusual soil over 1,000 projects in the United States, with over 75 of conditions encountered in the drilled shafts. RAP quality those in California, on both private and public-owned control is similar to that of concrete pier quality control, structures. Because many public projects have published except that RAP construction includes a full scale load bid costs for base bids and their bid alternates, they test on every job. A detailed discussion of quality control provide examples of how much savings can be realized testing for rammed aggregate pier installations can be with RAP supported conventional shallow foundations. found in the ICBO ES Report ER-5916(2002). Consider three different projects at the University of Due to the relative size of RAP construction equipment, California at Davis (UCD). 1) For the West Entry overhead restrictions are seldom an issue. As well, tight Parking Structure, rammed aggregate piers where a bid city and urban sites in residential areas lend themselves to alternate to belled concrete piers. According to public the technique because RAP construction produces low records, the reported savings was $950,000 for the RAP noise. This is because the hammer is muffled down[he alternate over belled concrete piers. 2) RAP construction sENT80% of the time. In addition to the low noise competed against straight concrete piers at the effects,the high frequency,transient vibrations are nearly Mathematical Sciences Building, with $145,000 in imperceptible at distances of 25 to 30 feet from the reported savings. 3) At the Activities and Recreation rammer. Unlike the steady state vibrations of driving Center, McCarthy Building Companies reported a concrete piles at peak particle velocities reaching 2 inches $300,000 savings using RAP elements instead of a 10 foot per second, vibrations from RAP construction are under massive excavation replaced with engineered fill base bid. 0.2 inches per second at 10 feet from the rammer. For city zero lot line sites, RAP elements can be constructed CONCLUSIONS as close as 18 inches from an existing building, eliminating the need for shoring. RAP construction is a ground improvement method for the support of conventional shallow foundations that has The main limitation of RAP construction is depth. That is become well-accepted within the geotechnical and why RAP construction has been coined"the intermediate structural engineering communities. As demonstrated in foundation system." Normally consolidated soft clays or this paper, engineers have another reliable foundation liquefiable soils that extend more than 30 feet below the alternative to recommend for soft clay, loose silt and ground surface cannot be improved due to equipment sand,undocumented fill,and generally poor and weak soil restrictions. While the deepest RAP elements cons sites with demanding floor slab and foundation loads. in California are 36 feet bgs, 00/o of RAP elements are With RAP supported footings, engineers can be assured less than ee eep. In addition,casings are s�mes of simplicity of design, good long-term performance mporart dded'ttr aving soil conditions. characteristics, demonstrated constructability, and economic competitiveness. Green Construction RAP construction is successfully being delivered on both RAP elements can be enhanced by the addition of or public and private projects throughout California. The substitution with recycled concrete and recycled case histories noted illustrate that the use of RAP soil aggregate. In 2003, DPR Construction Inc. completed reinforcement for the support of high bearing capacity construction of their regional office in Sacramento and footings resulted in cost savings within the same received the silver medal award for Green and Sustainable performance standards as other conventional deep and construction from the US Green Building Council in the shallow foundation systems. 153 SEAOC 2004 CONVENTION PROCEEDINGS *(Id REFERENCES Minks, A.G., Wissmann, K.J., Caskey, J.M., and Pando, Caskey, J.M. (2001). "Uplift Capacity of Rammed M.A. (2001). "Distribution of Stresses and Settlements Aggregate Pier Soil Reinforcing Elements." Masters Below Floor Slabs Supported by Rammed Aggregate Thesis.University of Memphis. December 2001. Piers." Proceedings, 54th Canadian Geotechnical Conference. Calgary,Alberta. September 16-19. Farrell Design-Build Companies, Inc. (January 1999). Block 224 Parking Garage Geopier Design and Pitt, J.M, White, D,.J., Gaul, A., Hoevelkamp, K. (2003). Construction Recommendations, Sacramento, CA. Highway Applications For Rammed Aggregate Piers In Iowa Soils. Iowa DOT Project TR-443. Farrell Design-Build Companies, Inc. (June 2000). Corporate Headquarters - Geopier Design-Build USGBC (2004) DPR-ABD Office Building, LEED Submittal, Dublin, CA. #0480. LEED Version 2 Certification Level: Silver. http://www.usgbc.org/Docs/Certifed_Projects/Cert_Reg l 15.pdf Fox, N.S. and Cowell, M.J. (1998). Geopier Foundation and Soil Reinforcement Manual. Geopier Foundation Wissmann, K.J. (1999). "Technical Bulletin No. 2 — Company,Inc.,Scottsdale,Arizona. Bearing Capacity of Geopier - Supported Foundation Systems."Geopier Foundation Company,Inc. Blacksburg, Hall, K.M., Wissmann, K.J., Caskey, J.M., and VA. Fitzpatrick, B.T. (2002). "Soil reinforcement used to arrest bearing capacity failure at a steel mill." Wissmann, K.J., and Fitzpatrick, B.T., and Lawton, E.C. Proceedings, 4th International Conference on Ground (2001). "Technical Bulletin No. 3 — Geopier Uplift Improvement.Kuala Lumpur,Malaysia,26-28 March. Resistance." Geopier Foundation Company, Inc. Blacksburg,VA. Handy, R. L. (2001). "Does Lateral Stress Really Influence Settlement."ASCE Journal of Geotechnical and Wissmann, K.J,,and Fitzpatrick, B.T., and Lawton, E.C. Geoenvironmental Engineering, Vol. 127,No.7. (2001). "Technical Bulletin No. 4 — Geopier Lateral Resistance." Geopier Foundation Company, Inc. ICBO ES Report ER-5916 (Reissued September 1, 2002) Blacksburg,VA. ICBO Evaluation Service, Inc. • 5360 Workman Mill Road,Whittier,California 90601 •www.icboes.org Lawton, E.C., and Fox, N.S. (1994). "Settlement of structures supported on marginal or inadequate soils _ stiffened with short aggregate piers." Vertical and Horizontal Deformations of Foundations and Embankments, A.T. Yeung and G.Y. Fella (Editors), American Society of Civil Engineers,2,962-74. Lawton, E.C., Fox, N.S. Fox, and Handy, R.L. (1994). "Control of settlement and uplift of structures using short aggregate piers." In-Situ Deep Soil Improvement, Proc. ASCE National Convention,Atlanta,Georgia. 121-132. Lawton, E. C. (2000). "Performance of Geopier Foundations During Simulated Seismic Tests at South Temple Bridge on Interstate 15, Salt Lake City, Utah." Final Report,No. UUCVEEN 00-03,University of Utah, Salt Lake City,Utah. Majchrzak, M., Lew, M., Sorensen, K., and Farrell, T. (2004). "Settlement of Shallow Foundations Constructed Over Reinforced Soil: Design Estimates vs. Measurements." Proceedings, Fifth International Conference on Case Histories in Geotechnical Engineering,April 13-17,2004,New York,NY. 154 � Fit-JTC. sa REPORT OF SOILS FIELD COMPACTION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blois Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 7,2008 REPORT#: 08-FTS-061-012 General Location: Footing Wall Field Rep: Jarred Porper Contractor: Opechee Construction Earthwork: Linskey Air Temp: 65°F Weather: Sunny Soil Type: Sand&Gravel Proctor Value: 133.0 lbs/fe Optimum Moisture: 7.0 % Gauge Type: Troxler 3430 Require Com action: 95 % TEST NUMBER DEPTH/ELEV. MOISTURE DRY DENSITY PERCENT COMPACTION I Finish Grade 9.3 129.6 97.5 LOCATION: H-11,Interior 2 1 Finish Grade 7.4 127.4 95.8 LOCATION: N-2 Exterior 3 Finish Grade 10.1 126.2 95.0 LOCATION: H-11 Exterior 4 1 of FG 7.0 128.5 96.7 LOCATION: H-11,Interior 5 1 2'BFG 10.0 128.0 96.3 LOCATION: L-1 6 1 Finish Grade 9.6 126.6 95.2 LOCATION: L.5-1,Interior 7 1 Finish Grade 7.7 126.7 95.3 LOCATION: L-LL 8 Finish Grade 7.4 126.6 95.2 LOCATION: L.5-1 Interior 9 13"BFG 6.8 126.4 95.1 LOCATION: A.3 Line 13 REMARKS: NI I ME MA VT • JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T 413.562.4400 F 603,6103 108 T 413.642.0138 F 413.642.0164 T 207.883 7878 F 207.883.3365 01 ®J REPORT OF CONCRETE FIELD/COMPRESSION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 7,2008 REPORT#: 08-FTS-061-003 General Location: Footing Date Cast: 04/25/08 Field Rep.: Jarred Porper/Marshall Hookais Contractor: Dulac Concrete Supplier: Maclellan Admixtures: N/A Air Temp: 61°F Weather: Sunny Nominal size of Aggr.: %" TICKET#/CYL 1 SLUMP JAIRCONTENT ICONCR.TEMP. ELAPSED TIME 17006766/4 C 1 1 3.75 1 4.4 1 66 80 min DATE OF TEST AGE ! SPECIMEN AREA i COMPRESSIVE STRENGTH(osi) 05/02/08 7 12.56in= 2440 ------ ._ — --.--__-- ---.._---------- 05/23/08 28 12.56inZ 05/23/08 28 12.56m2 ------ ...._.._. H m_ .._..,..,... _12.56in -- — SPECIFIC LOCATION: C At 11 DESIGN STRENGTH: 3000 PSI YARDSPLACED: 12 YARDS REMARKS: Nil ME MA VT • JOHN TURNER CONSULTING,INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T 603.610.7104 F 603.610.7108 T 413.642.0138 F 413.642.0164 T207,833.7878 F207.883,3365 e %J REPORT OF CONCRETE FIELD/COMPRESSION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 12,2008 REPORT#: 08-FTS-061-008 General Location: Footing Wall Date Cast: 05/05/08 Field Rep.: Jarred Porper Contractor: Opechee Supplier: Redimix Admixtures: N/A Air Temp: 650F Weather: Sunny Nominal size of Aggr.: 3/4" TICKET#/CYL SLUMP AIR CONTENT CONCR.TEMP. ELAPSED TIME 16071473/4 C l 4.25 5.7 67 95 min DATE OF TEST ___ AGE i SPECIMEN AREA I COMPRESSIVE STRENGTH(psi) 05/09/08 7--2 12.56in2 2970 06/02/08 28 — ----_12.56mZ_.-__._._.__ 06/02/08 28 12.56m2 — — H j 12.56inz_. SPECIFIC LOCATION: F-10 Main Entry Wall,5-1.5 Line X Wall DESIGN STRENGTH: 3000 PSI YARDS PLACED: 7.5 YARDS REMARKS: N11 ME MA VT CONSULTJTC.COM JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T603.749.1841 F 603.516.6851 T603.610.7104 F 603.610 7108 T413.642.0138 F 413.642 0164 T207.833.7878 F207.983.3365 .e 1 1 J REPORT OF CONCRETE FIELD/COMPRESSION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 12,2008 REPORT#: 08-FTS-061-008 General Location: Footing Wall Date Cast: 05/05/08 Field Rep.: Jarred Porper Contractor: Opechee Supplier: Redimix Admixtures: N/A Air Temp: 650F Weather: Sunny Nominal size of Aggr.: %" TICKET#/CYLSLUMP AIR CONTENT CONCR.TEMP. ELAPSED TIME 16071473/4 C 1 4.25 5.7 67 95 min DATE OF TEST AGE ' SPECIMEN AREA COMPRESSIVE STRENGTH(Psi) 05/09/08 7 12 05/09/08 2970_______________-___ 06/02/08 .5 __ ._.. _126inZ ... 06/02/08 28 12 56m= H 12.56in' SPECIFIC LOCATION: F-10 Main Entry Wall,5-1.5 Line X Wall DESIGN STRENGTH: 3000 PSI YARDS PLACED: 7.5 YARDS REMARKS: NF-1 ME MA VT • JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ML 04074 T 603.749.1841 F 603.516.6851 T 603.610.7104 F 603.610.7108 T 413.642.0138 F 413.642.0164 T207.833.7878 F207.883,3365 PT M1P. REPORT OF CONCRETE FIELD/COMPRESSION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA ll Corporate Drive Belmont,NH 03220 DATE: May 7,2008 REPORT#: 08-FTS-061-011 General Location: Footings Date Cast: 05/07/08 Field Rep.: Jarred Porper Contractor: Opechee Supplier: Redimix Admixtures: N/A Air Temp: 70°F Weather: Sunny Nominal size of Aggr.: 3/4' TICKET#/CYLSLUMP I AIR CONTENT CONCR.TEMP. ELAPSED TIME 16071563 4.5 1 5.2 70 75 min SPECIFIC LOCATION: G-H 4-5,H4-H5,G4-65,D.94,D.8-41,D.8-5 DESIGN STRENGTH: 3000 PSI YARDS PLACED: 9.5 YARDS REMARKS:No cylinders were cast. N11 ME MA VT CONSULTJTC.COM JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T603.749.1841 F603.516.6851 T603,610,7104 F603.610.7108 T 413.642.0138 F 413.642 0164 T207.8317878 F 207.883.3365 '-N REPORT OF CONCRETE FIELD/COMPRESSION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 7,2008 REPORT#: 08-FTS-061-011 General Location: Footings Date Cast: 05/07/08 Field Rep.: Jarred Porper Contractor: Opechee Supplier: Redimix Admixtures: N/A Air Temp: 70°F Weather: Sunny Nominal size of Aggr.: 31," TICKET#/CYLSLUMP AIR CONTENT CONCR.TEMP. ELAPSED TIME 16071563 4.5 5.2 70 75 min SPECIFIC LOCATION: G-H 4-5,114-115,G4-65,D.9-4,D.8-41,D.8-5 DESIGN STRENGTH: 3000 PSI YARDS PLACED: 9.5 YARDS REMARKS: No cylinders were cast. N11 ME MA VT CONSULTJTC.COM JOHN TURNER CONSULTING,INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME04074 T 603.749.1841 F 603.516.6851 T 603.610.7104 F 603.610.7108 T413.642.0138 F413,642.0164 T207.8317878 7878 F 207.883.3365 UTC REPORT OF PROCTOR TEST RESULTS CLIENT: Opechee Construction PROJECT: Washington At Derby - Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: April 28,2008 REPORT#: 08-FTS-061-001 Soil Type: Sand and Gravel Soil ID#: 08-192 Sampled From: On-Site Date Received: 04/28/08 Sampled By: Jarred Porper Intended Use: Backfill Method Used: ASTM D1557(modified) Tested By: Shawn Roberts PROCTOR TEST RESULTS Method of Proctor Testing: ASTM D1557(modified) Maximum Dry Density: 133.0 lbs/ft' Optimum Moisture: 7.0 % Nil ME MA VT • JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETfE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T 413.562.4400 F 603.610.7108 T 413.642.0138 F 413.642.0164 T 207.883.7878 F 207.883.3365 `01%' J REPORT OF CONCRETE FIELD/COMPRESSION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blois Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 7,2008 REPORT#: 08-FTS-061-005 General Location: Walls,6' Left of C13-1713,Piers 6.5-12,H.5-11,X line,2-1 Footings Date Cast: 04/30/08 Field Rep.: Rodney Boudreau Contractor: Dulac Concrete Supplier: Maclellan Admixtures: N/A Air Temp: 54°F Weather: Partly Cloudy Nominal size of Aggr.: 3/4" TICKET#/CYL SLUMP AIR CONTENT CONCR.TEMP. ELAPSED TIME 17006791 4.5 62 110 min 16071388/4 C 1 4.25 5.7 61 120 min DATE OF TESTAGE SPECIMEN AREA I COMPRESSIVE STRENGTH(psi) 05/07/08 9 12.56in' 05/28/08 28 I 12.56in= 05/28/08 2812.56m2 H 12.56in2 SPECIFIC LOCATION: C.5-13 DESIGN STRENGTH: 3000 PSI YARDSPLACED: 14 YARDS REMARKS: NI-1 ME MA VT CONSULTJTC.COM JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T603,610.7104 F 603.610.7108 T413,642.0138 F413.642.0164 T207.833.7878 F 207.883.3365 rj TG NT 9N. REPORT OF PRE-CONCRETE FORM & REINFORCING STEEL INSPECTION CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 5,2008 REPORT#: 08-FTS-061-009 Supplemental Information Reinforcing Steel Inspection Field Representative:Jarred Porper 1. Rebar size per approved drawing? Yes Weather: Sunny 2.Are all bars accounted for? Yes Temperature: 54OF 3.Vertical spacing within tolerance? Yes _ Forms 4.Horizontal spacing within tolerance? Yes Is the subbase approved by the engineer? Yes 5.Rebar supported properly? Yes State Forms(Width/Depth) 6.Dowels properly placed? Yes Water&debris removed? Yes 7.Overlap specification?(Inches/Diameters) Are the forms in good condition? Yes 8.What is the supporting system for bars? Ties Tight? Yes 9.Are bars tied and clean? Yes Clean? Yes 10.Is clearance from ground/forms as specified? Ground N/A Forms Yes Oil?(If applicable) N/A 11.Was rebar disturbed during placement? No Control joints placed? Yes Does footing call for keyways? N/A Embedment in and correct? Yes Form Temperature? 650F NI-I MA ME VT CONSULTJTC.COM JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T 603 610.7104 F 603.610.7108 T 413.642.0138 F 413.642.0164 T207.883.7878 F207,883.3365 Reinforcing Steel Details Observation: 1. Exact location of placement: F-10 Main Entry Wall, 5-1.5 Line X 2. Footings: Description of Horizontal: Description of Vertical Dowels/Hooks: Detail Drawing#: 3.Pier/Column Footings: Mats: (4)#6's,#3 ties Vertical Dowels/Hooks: (4)#6's with#3 ties - Detail Drawing#:4/S3,2/S4 3. Foundation Walls Horizontal: (2)#5 cont.top and bottom Vertical:#4 at 4'on center Detail Drawing#: S2 NI-1 MA ME VT CONSULUTC.COM, JOHN TURNER CONSULTING,INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603 749.1841 F 603.516.6851 T603.610.7104 F603.610.7108 T413.642,0138 P413,642.0164 T 207.883.7878 F 207.883.3365 eajTC.. WE REPORT OF PRE-CONCRETE FORM & REINFORCING STEEL INSPECTION CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 7,2008 REPORT#: 08-FTS-061-OIIA Supplemental Information Reinforcing Steel Inspection Field Representative:Jarred Porper 1.Rebar size per approved drawing? Yes Weather: Sunny 2.Are all bars accounted for? Yes Temperature: 70OF 3.Vertical spacing within tolerance? Yes Forms 4.Horizontal spacing within tolerance? Yes Is the subbase approved by the engineer? Yes 5.Rebar supported properly? Yes State Forms(Width/Depth) 6.Dowels properly placed? Yes Water&debris removed? Yes 7.Overlap specification?(Inches/Diameters) N/A Are the forms in good condition? Yes 8.What is the supporting system for bars? Ties Tight? Yes 9.Are bars tied and clean? Yes Clean? Yes 10.Is clearance from ground/forms as specified?Yes Oil?(If applicable) N/A 11.Was rebar disturbed during placement? No Control joints placed? N/A Does footing call for keyways? N/A Embedment in and correct? Yes Form Temperature? 70OF Nil MA ME VT CONSULTJTC.COM JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T 603.610.7104 F 603.610.7108 T 413.642.0138 F 413.642.0164 T207.883.7878 F 207.883.3365 Reinforcing Steel Details Observation: 1. Exact location of placement: (13.9 At 4)—(D.8 At 4)—D.8-5)Section 1 Lines 5 &4(G-H),H4-145,G4-G5 2. Footings: Description of Horizontal: Section 1 :(2)#5's cont./Section 2#5's at 12"on center Description of Vertical Dowels/Hooks: #4's at 4"on center Detail Drawing#: 7/S2 3.Pier/Column Footings: (4)#6's,#3 ties Mats: Vertical Dowels/Hooks: #6 at 12"on center each way Detail Drawing#: 3. Foundation Walls Horizontal: Vertical: Detail Drawing#: 'AjTG REPORT OF PRE-CONCRETE FORM & REINFORCING STEEL INSPECTION CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem, MA 11 Corporate Drive Belmont,NH 03220 DATE: April 25,2008 REPORT#: 08-FTS-061-002 Supplemental Information Reinforcing Steel Inspection Field Representative:Jarred Porper 1.Rebar size per approved drawing? Yes Weather: Sunny 2.Are all bars accounted for? Yes Temperature: 61°F 3.Vertical spacing within tolerance? Yes Forms 4.Horizontal spacing within tolerance? Yes Is the subbase approved by the engineer? Yes 5.Rebar supported properly? Yes State Forms(Width/Depth) 6.Dowels properly placed? Yes Water&debris removed? Yes 7.Overlap specification?(Inches/Diameters) Are the forms in good condition? Yes 8.What is the supporting system for bars? Bricks Tight? Yes 9.Are bars tied and clean? Yes Clean? Yes 10.Is clearance from ground/forms as specified? Yes Oil?(If applicable) N/A 11.Was rebar disturbed during placement? No Control joints placed? N/A Does footing call for keyways? Embedment in and correct? Yes Form Temperature? 62°F Nil MA ME VT CONSULTJTC.COM JOHN TURNER CONSULTING,INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T 603.610.7104 F 603.610.7108 T 413 642.0138 F 413.642.0164 T207,883.7878 F207.883.3365 Reinforcin¢Steel Details Observation: 1. Exact location of placement:A.5 Column Line 13 to G,Column Line 11 2. Footings: Description of Horizontal: (2)#5's cont. Description of Vertical Dowels/Hooks: #4 at 4' on center Detail Drawing#: S2/3 3.Pier/Column Footings:B.1,C,C.5,C,C.5,F line 13 (4)#6's,#3 ties Mats: B.1: 11x4-C.5 (3)#5's each way/D.5:#5's I I c 3/F:#5's 3 x9 Vertical Dowels/Hooks: Detail Drawing#: S1 Ae ry�J REPORT OF PROCTOR TEST RESULTS CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blois Salem,MA 11 Corporate Drive Belmont,NII 03220 DATE: May 6,2008 REPORT#: 08-FTS-061-006 Soil Type: Reclaimed Gravel Soil ID#: 08-205 Sampled From: On-Site Date Received: 05/05/08 Sampled By: Jarred Porper Intended Use: Backfill Method Used: ASTM D1557(modified) Tested By: Shawn Roberts PROCTOR TEST RESULTS Method of Proctor Testing: ASTM D1557(modified) Maximum Dry Density: 120.5 lbs/ft' Optimum Moisture: 7.0 % Nil ME MA VT CONSULTJTC.COMi JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 - WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T 413.562.4400 F 603.610.7108 T 413.642.0138 F 413.642.0164 T 207.883.7878 F 207.883.3365 JTC.. �T ryO. REPORT OF SOILS FIELD COMPACTION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 6,2008 REPORT#: 08-FTS-061-010 Pg 1 of 2 General Location: Footing Wall Field Rep: Jarred Porper Contractor: Opechee Construction Earthwork: Linskey Air Temp: 65°F Weather: Sunny Soil Type: Sand&Gravel Proctor Value: 133.0 ibs/ft3 Optimum Moisture: 7.0 % Gauge Type: Troxler 3430 Required Com action: 95 % TEST NUMBER DEPTH/ELEV. MOISTURE DRY DENSITY PERCENT COMPACTION 1 2'BFG 8.5 130.6 1 98.2 LOCATION: 13-C,Interior 2 2'BFG 8.2 127.8 96.1 LOCATION: 13-D Interior 3 2'BFG 8.9 128.7 96.8 LOCATION: 13-C,Exterior 4 1 2'BFG 8.6 129.6 97.4 LOCATION: 13-D,Exterior 5 1 3'BFG 9.1 127.0 95.5 LOCATION: K.5-8.2,Exterior 6 1 Y13FG 8.0 126.5 95.1 LOCATION: 13-C,Exterior 7 1 l'BFG 8.2 126.4 95.1 LOCATION: 13-C.5,Interior 8 3'BFG 10.3 126.8 95.4 LOCATION: L-6,Interior REMARKS: N'11 ME MA—VT CONSULTJTC.COM JOHN TURNER CONSULTING,INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T 413.562.4400 F 603.610.7108 T 413.642.0138 F 413.642.0164 T 207.883.7878 F 207.883 3365 TUTC.uT REPORT OF SOILS FIELD COMPACTION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 6,2008 REPORT#: 08-FTS-061-010 Pg 2 of 2 General Location: Footing Wall Field Rep: Jarred Porper Contractor: Opechee Construction Earthwork: Linskey Air Temp: 65°F Weather: Sunny Soil Type: Sand&Gravel Proctor Value: 133.0 lbs/ft' Optimum Moisture: 7.0 Gauge Type: Troxler 3430 Re tired Com action: 95 % TEST NUMBER DEPTH/ELEV. MOISTURE DRY DENSITY PERCENT COMPACTION 9 Finish Grade 4.0 126.4 95.1 LOCATION: B-13,Exterior 10 E2'Or 8.6 126.8 95.3 LOCATION: K9,Interior 11 2'BFG 10.3 127.3 95.7 LOCATION: N2,Exterior 12 1 l'BFG 8.2 129.5 97.4 LOCATION: C-6,Interior 13 11BFG 6.6 129.3 97.2 LOCATION: L-5.4,Exterior 14 1 1'BFG 8.8 126.3 95.0 LOCATION: H-11,Interior 15 1 2'BFG 9.1 126.6 95.2 LOCATION: H-11,Exterior LOCATION: REMARKS: i REPORT OF CONCRETE FIELD/COMPRESSION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 7,2008 REPORT#: 08-FTS-061-005 General Location: Walls,6' Left of C13-F13,Piers 6.5-12,H.5-11,X line,2-1 Footings Date Cast: 04/30/08 Field Rep.: Rodney Boudreau Contractor: Dulac Concrete Supplier: Maclellan Admixtures: N/A Air Temp: 54°F Weather: Partly Cloudy Nominal size of Aggr.: 3/d' TICKET#/CYL SLUMP AIR CONTENT CONCR.TEMP. ELAPSED TIME 17006791 4.5 62 110 min 16071388/4 C l 4.25 5.7 61 120 min _DATE OF TEST '.. AGE ____ SPECIMEN AREAj COMPRESSIVE STRENGTH(psi)_ 05/07/08 7 12.56in2 05/28/08 28 12.56in2 05/28/08 28 12.56in H 12.56in= SPECIFIC LOCATION: C.5-13 DESIGN STRENGTH: 3000 PSI YARDS PLACED: 14 YARDS REMARKS: N14 ME MA VT CONSULTJTC.COM JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T 603.610.7104 F 603.610.7108 T 413.642.0138 F 413.642.0164 T 207.833.7878 F 207.883.3365 rlJ REPORT OF PROCTOR TEST RESULTS CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: April 28,2008 REPORT#: 08-FTS-061-001 Soil Type: Sand and Gravel Soil ID#: 08-192 Sampled From: On-Site Date Received: 04/28/08 Sampled By: Jarred Porper Intended Use: Backfill Method Used: ASTM D1557(modified) Tested By: Shawn Roberts PROCTOR TEST RESULTS Method of Proctor Testing: ASTM D1557(modified) Maximum Dry Density: 133.0 lbs/ft' Optimum Moisture: 7.0 % Nil ME MA v'r CONSULTJTC.COM JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T 413.562.4400 F 603.610.7108 T 413.642B 138 F 413.642.0164 T 207.883.7878 F 207.883.3365 P C REPORT OF PRE-CONCRETE FORM & REINFORCING STEEL INSPECTION CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: April 25,2008 REPORT#: 08-FTS-061-002 Supplemental Information Reinforcing Steel Inspection Field Representative:Jarred Porper 1.Rebar size per approved drawing? Yes Weather: Sunny 2.Are all bars accounted for? Yes Temperature: 61°F 3.Vertical spacing within tolerance? Yes Forms 4.Horizontal spacing within tolerance? Yes Is the subbase approved by the engineer? Yes 5.Rebar supported properly? Yes State Forms(Width/Depth) 6.Dowels properly placed? Yes Water&debris removed? Yes 7.Overlap specification?(Inches/Diameters) Are the forms in good condition? Yes 8.What is the supporting system for bars? Bricks Tight? Yes 9.Are bars tied and clean? Yes Clean? Yes 10.is clearance from ground/forms as specified? Yes Oil?(If applicable) N/A 11.Was rebar disturbed during placement? No Control joints placed? N/A Does footing call for keyways? Embedment in and correct? Yes Form Temperature? 62°F NI-1 MA ME VT CONSULTITC.COM JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F 603.516.6851 T603.610.7104 F603.610.7108 T413.642.0138 F413,6410164 0164 T 207.883.7878 F 207.883.3365 T\ j St ry tr1t. O. REPORT OF CONCRETE FIELD/COMPRESSION TESTING CLIENT: Opechee Construction PROJECT: Washington At Derby Attn:Jason Blais Salem,MA 11 Corporate Drive Belmont,NH 03220 DATE: May 7,2008 REPORT#: 08-FTS-061-003 General Location: Footing Date Cast: 04/25/08 Field Rep.: Jarred Porper/Marshall Hookais Contractor: Dulac Concrete Supplier: Maclellan Admixtures: N/A Air Temp: 61°F Weather: Sunny Nominal size of Aggr.: 314' TICKET#/CYL SLUMP I AIR CONTENT CONCR.TEMP. ELAPSED TIME 17006766/4 C 1 3.75 1 4.4 66 80 min DATE OF TEST AGE I SPECIMEN AREA ! COMPRESSIVE STRENGTH(psi) _. ---,_-- -a --I-. .... 05/02/08 7 12.56in � 2440 05/23/08 28 i 12.56in' 05/23/08 28 12.56in2 H12.56in2 SPECIFIC LOCATION: C At 11 DESIGN STRENGTH: 3000 PSI YARDSPLACED: 12 YARDS REMARKS: Nil ME MA VT • JOHN TURNER CONSULTING, INC. 19 DOVER STREET 1950 LAFAYETTE ROAD,BOX 11 6 CLINTON AVENUE 15 HOLLY STREET,UNIT 103 DOVER NH 03820 PORTSMOUTH NH 03801 WESTFIELD MA 01085 SCARBOROUGH ME 04074 T 603.749.1841 F603,516,6851 T603.610.7[04 F603.610.7108 T 413.642.0138 F 413.642.0164 T207.833.7878 F207,883,3365 7` - s Reinforcing Steel Details Observation: 1. Exact location of placement:A.5 Column Line 13 to G,Column Line 11 2. Footings: Description of Horizontal:(2)#5's cont. Description of Vertical Dowels/Hooks: #4 at 4' on center Detail Drawing#: S2/3 3.Pier/Column Footings: B.1,C,C.5,C,C.5,F line 13(4)#6's,#3 ties Mats: B.1: 11x4-C.5(3)#5's each way/D.5:#5's 1 I c 3/F:#5's 3 x9 Vertical Dowels/Hooks: Detail Drawing#: SI 1 � Statement of Special Inspections Project: ashin on a Derb Location: MW n trees Salem MA Owner: Wash in on at Derby LLC Owner's Address: 17Ivaloo 21,5—mi-k-10 Somervill Contractor: O echee Con2truction,Belmont NH 03220 Structural Engineer of Record: JSN Associates Inc.,Portsmouth New Hampshire This Statement of Special Inspections is submitted as a condition for permit issuance in accordance with the special inspection requirements of the Massuchusetts Building Code.It includes a Schedule of pecial Inspections applicable to this project as well as the name of the Special Inspector,and the identity of other approved agencies intended to be retained for conducting these inspections. The Special Inspector shall keep records of all inspections,and shall famish inspection reports the rote official and to the structural engineer and architect of record.Discovered discrepancies shall be brought to the immediate attention of the contractor for correction.If such discrepancies are not corrected,the discrepancies shall be brought to the attention of the code official and the structural engineer and architect of record.The special inspection program does not relieve the contractor of his or her responsibilities. Interim reports shall be submitted to the code official,owner,structural engineer and architect if record. A final report of inspections documenting completion of all required special inspections and coi rection of any discrepancies noted in the inspections shall be submitted by the Special Inspector prior to the is ruance of a certificate of use and occupancy. Prepared by Design Professional: cte or 4a� e e SWprtnt N ' PE JEFFREY s. �: NAWROCKISTRUCTURAL No.34188 4Dt aro Design Professional's Seal Owner's Authorization: Building Official's Acceptance: vQ �4bF Signature {T Date Signature Date Seismic Design Category=C Sheet 2 of 5 Project: Washlnaton at Derby. Salem MA Schedule of Special Inspection Services The following sheets comprise the required schedule of special inspections for this project.The construction divisions which require special inspections for this project are as follows. ® Soils and Foundations ® Cast-in place Concrete ❑ Masonry ® Structural Steel ❑ Wood ❑ Special Cases Inspection Agents Firm Address 1,Special Inspector John Turner Consulting,Inc. 1950 Lafayette Rd.Box 11 Portsmouth,NH 03801 2.Engineer of Record JSNAssociates,Inc. One Autumn Street Portsmouth,NH 03801 3.Rammed aggregate piers Helical Drilling, Inc. 639 Granite Street, Suite 101 Design Build Geotechnical Braintree,MA 02184 Note:The qualifications of all personnel performing Special Inspection activities are subject to the approval of the Building Official. Washington at Derby, Salem MA Schedule of Special Inspection Services Construction Division-Soils and Foundations Sheet 3 of 5 Item Agent Scope Number 1. Controlled Structural Fill 1 Observe compacted till operations heneath slab to document that fill material,lift thickness,and level of compaction are in conformance with the requirements of the Construction Documents and the recommendations of the Geotechnical Engineer. Perform in-place density(compaction)tests at interval of one test per 5,000 SF per lift witbin slab areas and one test per 150 if of foundation backfill per lift. At least one laboratory grain size analysis and modified Proctor test will be performed on each fill type used. 2.Rammed Aggregate Piers 3 Provide daily on-site observation and monitoring of installation procedures for rammed aggregate piers and provide daily rernrts.Monitor modulus load test to verify conformance with design assumptions. Washington at Derby, Salem MA Schedule of Special Inspection Services Construction Division-Cast-in Place Concrete Sheet 4 of 5 Item Agent Scope Number 1.Mix Design 2 Review for compliance with the construction documents. 2.Material Certification 2 Review for compliance with the construction documents. 3.Reinforcement Installation 1,2 (I)Review the installation of the reinforcing steel for compliance with the construction documents and the approved shop drawings.Review for 100%of column footings and piers and 50%of frost walls and footings, (2)Random review of construction procedures. 4.Post-Tensioning operations N/A S. Batching Plant N/A 6.Formwork Geometry 1 Review geometry for compliance with the structural construction documents.Conduct review when reinforcing steel installation is being reviewed. 7.Concrete Placement 1 Inspect the placement of concrete for conformance with the construction documents.Test slump and temperature of each batch.Test air content when compressive strength test specimens are molded. 8.Evaluation of Concrete 1 Obtain one set of 4 standard cylinders for each Strength compressive strength test.Test one specimen at 7 days,two at 28 days,and retain one in reserve for later testing if required. In cold weather provide 4 additional site cured cylinders per ACI recommendations. Test for each day's pour-- 15 yds.And for cath 50 yds. 9. Curing,and Protection 1 Verify that concrete is adequately cured and protected under hot and cold weather conditions as indicated in the concrete specifications. 10.Other N/A SNashinoton at Derby Salem MA Schedule of Special Inspection Services Construction Division-Structural steel Sheet 5 of 5 Item Agent Scope Number 1_Fabrication Certification 2 Verify that the fabricator maintains detailed Quality Control Procedures fabrication and quality control procedures which conform to the requirements of the American Institute of Steel Construction's Quality Certificatinn Program. Being a member of AISC is adequate verification. 2.Material Certification 1,2 (2)Review mill certificates for plates and shapes. Review bolt manufacturer's certificate of compliance for high-strength bolts,Review weld manufacturer's certificate of compliance for weld filler material. (1)Verify 25%of bolt identification markings. 3.Open Web Steel Joists 1 Verify erection procedures for open web steeljoists including confirmation that final bracing configuration is in accordance with Steel Joist Institute and other applicable codes and standards. 4.Bolting I Inspect installation of high-strength bolts for conformance with the"Specification for Structural Joints Using ASTM A325 of A490 Bolts"by the Research Council on Structural Bolts,and the Consuvctiun documents. Inspect 25%of bolted connections. 5.Welding I Perform visual inspection of all field welds in accordance with AWS DI.l.Submit welder qualification statements. inspect 100%of braced frame field welds and 25%of all joist and dcok welds.Inspect 100%of"repair"welds if applicable. 6.Shear Connectors NIA 7. Structural Details 1,2 (1)Verify that the general geometry of the erected steel frame conforms to the construction documents and the approved shop drawings. (2)random observation. S.Other 1 Perform visual inspection of welding and Fastening of roof decking for conformance with the construction documents. CITY OF SALE�f,, INLASSACHUSETrS BLnMlING DF?AT.Nl&NT 120 W.+SHIINGTON STREET,r FLOOR TEL (978) 745=9595. FAX(97$) 740-98+6 (CI)IBERLEY DRISCOLL. MAYOR THOMAS S'L.PTERRE DIRECTOR flF'PUKIC PROPERTY/BUUbTNG COWNUSSIONER C0N�STRUCTW9CONTROL T)taCLIYlENT Projcct:'Fitle: �ASFFnSr��al AT�2,SM Date:, /9 4� Project Location:._L!5iG UJA-- i i ufflaIje i In accordance with SECTION`11:6,0416,4,2 ofthe 6th edition of.flie Massachusetts State Building Code; I , • • Ls�.Nq Mass,Registration Number ?AAqV_P being a rcgistercd.professional C-ft&8e (Architect hereby CERTIFY that1 have prepared or directly supervised. the preparation of all design pians,computations and specifications concerning: ] X Architectural .( j &MeterrttF (. j `"Y.cc;miie C ] C ] I ] Outer(specify) for the above naimclprgtect and that to the best of myknowledge,such plans,computations and specifications meet the applicable provisions of the Ylassachusetts State Building Code;;all acceptable engineering practices and all. applicable laws for the proposed..project: Furthermore,I understand and AGREE that I shall,performthe necessaryprofessional services and be present on. the construction site 66 a regular:;and periodic basis to actermine that the work is proceeding in accordance with the documents approvedby the building permit and s}iall be responsible for the fol ovnng as specified in:scction.: 116.2.2: 1. Review of shnpidrawings,samples and other ubmittals of the contractor as required by the construction contract documents as submittedfor thebuilding permit,andapproval for the conformance to the.design concept. 2. Review and approval of the-quality control procedures for all code-required controlled materials. I. Be present at intervals appropriate to the stagelof construction to:become generally familiar with, the progress and;:quality of the work and to determine, in general;if the work is being:performed in: a rtianner consistent with ihe;constructien doctunents: 1 shelf submit periodically,in aSorm accepEable to the building official,a progress report together withpertinent comments. Upon:completion of the work„t.shall submit to thebuilding o report as toahe satisfactory completion and readiness of the project for--occupancy: ��RED ARCq Signature and Seal:of registered professional: I '0 h A r ASS. y4 J oy •41TM OF 19A p55P�0 APR-04-2008 08:36 OPECHEE 6035279191 P.02/02 CITY OF SAL.EtiI, INLkSS.�LCHUSETTS BL'II.DING DEpART3miT • '„f 120 WASHINIGTON STREET,3-FLOOR a TEL (978}745-9525 FAX(974 740-9846 KI.NBER.LEY DRISCOLL MAYOk Tnoms ST.PtEm bMECFOI OF'PUBLIC PROPERTY/BUILDING COtp1ISSiONER 't CONSTRUCTION CONTROLD&UM.ENT Project'Citle: QAf,*(W4-Da sL NT VEr!&M + Date; �h v Preject Lotaoon: Is , ..b)&S4 lt.�.cro w ST 15A L`FH Scope of Project: M,5IA) '9- ST.-o�� 13U l L i! k1A In accordance wiith SECTION 116.0-116.4.2 of the 6th edition.of the Massachusetts State Building Code: I, FF1e�y� _WWSZ*QV1 Mass.Registration Number ?2'f j &g being-a registered professional Engineer/Architect hereby CERTIFY thatI have prepared or directly Supervised the preparation of all design plans,computations and specifications conrcmingt [ J Entire Project [ J Architectural Xizuctural [ J Mechanical ( J Fire Protection [ J Electrical J Other(specify) for the above named project and that to the best of my knowledge,such plans,computations mrd specifications meet the applicable provisions of the Massachusetts State Building Code,all acceptable engineering practices and all applicable laws for the proposed project. Furthermore,l understand and AGREE that.I shall perform the necessary professional services and be present on the construction site an a regular and periodic basisto determine that the work is proceeding in accordance with the documents approved by the building permit and shall be responsible for the following as specified in section 116.2.2: 1. Review of shop drawings,samples and.other submittels of the contractor is required by the construction contract documents as submitted:for the building permit,and approval for the conformance to the design concept. 2. Review and`approval-of the quality control all Bode-requircd controlled materials. 3: Be present at intervals-appropriate to the stage of construction to become gdneiallyfamiliar with theprogress and quality of the work and todetermine,in general;if the work is being performed in a marinet consistent with the.construction documents, I shall submit periodically,ins form acceptable to the building official,a progress report together with pertinent comments. Upon completion of the work,.I:shall submit to the building official a final report as tothe satisfactory completion andreadinessof the pmjecffor occupancy. ,?E SignafureandSeal ofregisteredprofessional: pt.1N OF u19g4+ JEFFREY S. ^„ NAWROCKI M STRUCTURAL. No.34168 •90fF st01STEaat4l� d' Total P.02 i i CITY OF S. L. im iNLxssAcHUSETTS • BUI DLNG DEPARTNMNT 130 WASHINGTON STREET,3� FLooit TEL (978) 745-9595 FAX(978) 740.2846 KIJrBERLEY DRISCOLL MAYOR THOMAS ST.PIERRS DIRECTOR OF PUBLIC PROPERTY/BUILDING COMMSIONFR APPLICATION FOR THE CONSTRUCTION REPAIK RENOVATION.CHANGE IN USE OR OCCUPANCY,OR DEMOLITION OF ANY BUILDING OR STRUCTURE This Section for 91"!s!Only 9yi"Permit Project_ Oates.. eui!ft'Inspector t atimetr#'Projw Oates: Start End: Comments: 1.0 SITE INFORMATION Location Name: 4bc IVII-d lY' 6-19eer� SU MV: Property Address: 3! F2on/T ST�E�T 2e, IVE4.1 ZW,eBJ 57-,eECT ' /SS 4/r9.Ss`irV6ToN ST.�EET Assessors MWBbck 34 LotiParcel: *VS ¢2S ¢2� 2-Q QWNERZ;FiI�!`f OR16tAT10N M Owner of Lad Name W,9-<W117V67'o1V 117" Oi5e&,Y, U6 Address: e/a ,CCG LLC 17 r VAGOO, urU/TC/OO SO/rIE2✓/GLE /17,1 00143 Telepiione: 7817 2.2 Owner or lessee of building of sfructun Name: .Sf//77E Address: Telephone: 3.0 AGENCY OR AUTHORITY AUTHOR17JNG CONSTRUCTION Agency Name: Address: Agency Project Number. Project Manager Name: Tat r PROFESSIONAL DESIGN SERVICES!Registered Architect: e: 1201VIII-0 LA/�'JAEeE Seal and Slgnatidress: �/ CO2R�efl7� /vE DAR c .; 2 y • Jh P4@ 4<TH pFMpSS Tete horse: �4. -527 9a 90 Fay6o3-5Z7-9i9/ 4.2 Registued Profemigna1.,Englneem: Ns.Add*WW 9*ft if ri.e"My."attach to appkall= Name Seal aro.S Address` / fIdTU/rIN 6T Po�TSH>odj'H, AfW o3aoi or A � CyG J5^/ /9�SOG/i9TE5 /�C AWROCKI + STRUCTURAL No.34168 Telephone: 3- 433-8 Fax /00�-¢3/-G�/I '70r gE01STEEE��F�t FSSIONit EMS A�;of,Responsibility:-5'TZOCTr/esr� EGii✓FE.Q �/t�CatO . - Name: Seal and Signahms` . Address: Telephone: Fax Area of Responsibility: Name: Seat and Signature Address: Telephone: Fax: Area of responsibility: 6.0 PROFESSIONAL CONSTRUCTION SERVICES: ' 6A General Contractor UP�C9lEE Cai✓S`�edC//d� Coe{? Address: �� �aef� �iTE Pi9eC chi✓E ge-z/no,✓T, /1691 0.300 0 Telephone: I to 03-.5-27-9090 Fax: to a3-S27— 9/9/ Responsible in Charge of Construction: 7.0 CONSTRUCTION DOCUMENTS -to be prepared by applicant Item as Applicable 7.1 Plans (Note 1 this page) Submitted Incomplete Not Required 7.1.1 Architectural 1/ 7.1.2 Foundation 7.1.3 Structural 7.1.4 Fire Suppression 7.1.5 Fire Alarm 7.1.6 HVAC 7.1.7 Electrical 7.2 Specifications 7.3 Structural Peer Review 7.4 Structural Tests & Inspections Program 7.5 Fire Protection Narrative Report 7.6 Existing Building Survey 7.7 Workers Compensation Insurance pt-EW,165Z 7.8 Other Documents (Specify) (Energy Narratives, etc.) Note 1 Areas of Design or Construction for which Plans are not complete at the time of this application must be identified herein. Work so identified must not be commenced until this application has been amended and proposed construction has been approved by the Department of Public Safety District Building Inspector having Jurisdiction. 8.0 COMPLETE THIS.SECTION FOR NEW CON§TRUCTION ONLY For EidsUM Buildings Proceed to.Section 8.0 Number of Stories above N'urn6er of Stories Below D Grade Grade Story Height !s /¢ Floor Area Per Floor /o,e9a,io.Z9:� Total Building Height . Total Building Area Above above Grade 49 / Grade Total Building depth below: Total Building Area Below' Grade . Grade Brief Description of Proposed Work: can/6Te%C> '7'Ve- w�.✓6. FCUn/Of)71dl-1 S-72r �e9rJ/�6 SSS%E/�7, /-LooQ 22K te5 f ego - SEG - SOrlCeF�E SL9�S - �dgl�C /r/E�.6e�aan/F �c�.�s•,/6 Sys7�in 82 USE GROUP AND CONSTRUCTION CLASSIFICATION (Now Construction Only): USE GROUP' "'` USE GROU "SUS 4-TEO RY CONSTRUCTION (�as applk�ble} r (�1 a`appRcalil CLASSIFICATION A ,Assembly R-1` A-2' A4' 1A B Business 1 B E Educational 2A F Factory F-1 F-2 28 H High Hazard H-1 H-2 H-3 H-4 2C institutional 1-1 1-2 1-3 3A M Mercantile ` ✓ 38 ✓ R Residential- ✓ R-1 R-2 R-3 4 S Storage ✓ S-1 S-2 ✓ 5A U Utility 58 Mx Mixed Use Spry' Sp Special Use Specify: 9.0 CONSTRUCTION COSTS (See 780 CMR Appendix L) Total Construction Cost Building Permit Fee Check Number K o.oii t SCS (1) =(1)x X661 840,o00 �9 2¢S 10.0 AUTHORIZATION OF STATE AGENCY FOR AGENT TO APPLY FOR BUILDING PERMIT (when applicable) I, . on behalf of the authorizkV Stats Agency or Authority, hereby authorize, to a"V for the building permit for project number, Signature Date 11.0 SIGNATURE OF BUILDING PERMIT APPLICANT Name 3 26 DS lure Date 12. Certificate of Occupancy required an completion of project') _Yes _ No Inspector's Notes: CITY OF SALEM, 11r'Ir sAcHUSErrs IiI:I ND G DEF:1RTN>ENT < 130 WASHINGTON STREET, Yo FLOoR. er° TEL (918)745-9595 F.Ax(978) 740-9846 KINjBERLEY DRISCOLL MAYOR THoNL1s ST.PIERRF_ DIRECTOR OF PUBLIC PROPERTY/BU DLNG CONLMISSIONER CONSTRUCTION CONTROL DOCUMENT project Title: _ 0A N j►,J i W ATI�S2.84 . Date: Project Location: Scope of Project: l`E r ¢-S RN A, I- V .or_,�L .d(. wyjo rr In accordance with SECTION 116.0-116.4.2 of the 5th edition of the Massachusetts State.Building Code 1, F_- Registration Number /40 Q Z being a registered:professional £ +peer/Architect hereby CERTIFY that Ihave prepared or directly supervised the preparation of all design plans,computations and specifrcat ons concerning: [ ] X Architectural [ ] C*ftft%+ [ ] „,+ ea [ ) 44egwisal, Other(specify) for the above named project and that to the best of my knowledge,such plans,computations and specifications meet the applicable provisions of the Massachusetts State Building Code,all acceptable engineering practices and all applicable laws for the proposed project. Furthermore,I understand and AGREE that I shad].perform the necessary:ptofessionalservices,and be present on, the construction site on a regular,und periodic basis to;determine that the work is proceeding in accordance with the he approved by the building permit and shall be responsible for the following as specified in.seotion 116.2.2: 1. Review of shop drawings,samples and other submittals of the contractor as required by the construction contract documents as submitted for the building permit,and approval for the conformance to the design concept. 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 with the 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. I shall submit periodically, in a form acceptable to the building official,a progress report together with pertinent convncnts. Upon completion of the work,I shall submit to the building o ' I report as to the satisfactory completion and readiness of the project for occupancy. \��P4DD AR�h,T�c Signature and Seul of registered professional: Q o� �9m A l 0 y A ASS. 5 JJ oy`q<Tt10F MPSSPG x i _p. __— HE 1 - r BETTE I I PRES o AT / l F7� I l _ I µ Cl 0 / on o SC RISC lED `l IIN -. FIRELINE PLAN GENEIAL NOTES:AL �-AIN'T TO BE HYDIESTITINALLY TESTED LOOPS OR IT GO PSI TH EXCESS RE THE IIIr1J PRI NORD TLE A I I 1AXIMUM PRESSURE TO 11 ISOLATED 11 LI'A'LIS OF 151 PSI,PER NFPI IS PWHETHER �. „"ON,IK ca.Ims THE.Ea, SINCE ,"BE OILED PCI FAR FELIHIGNI IONNIIIIIIS AND DRAINING RE ALL'I" INS I TONS I'll ENRICHED FIT I'll"IT" PIPING EEL'ITT S RED SSE EVED „'e EEEa To BE SEGER TO BE SCH-PULP .a-.�.sea DIC ILL ETS GRE Ea""�E" 10 E""PEI"E,VSD ,"1 FITTIPTI.A,EE,,.E�eE EXPOSED sEC"V Th-,"EETaEE.E"a E"E". D �..»._ .,3 A L ALL FLINGS EIS-ALOPXN EE,IEW..,All E".PEx STER CRITICS VALVE ANSE-1'III All PIPING IN THE ALL I. RE ROD STILL11 11 BE I'll ITO C111 LITIR31 H�ll GROH TOP LEND or DEIST DR INTO GETI BPS< ILANC ANIITIGN ,a P.. ooE EowE..EE OP DICAa CE IOxx. I SO "AARRID"Ill III IRRIONTILL RON"I I'LL"IT AN w�. o...l�s,.w<u.,u sc.RISER DCTAIEBRIEFIC 4S I , -,-, CENTER Or THE IS REDUGATED IN ITT OCILINGS :-11 I'll DDLIGII I'll All ILI PIECE APPLICABLE'ONES sLE _ ssA� ,"A E ITT'A'-1 RE 1lIL11IGI'ED N-A EXIST uxolaNamxu sl{R�uM w /aoo uvrRacxw o rlsatal va«vi aoa g � ENTERING COISTRICTIM � w. `�LOVs. :T, EE�I��cl HAD s. I ., 'AR, HOSE VALVE DRO11 F.C.V.A. DETAIL (T"" �rw ro,eoEEVE En. "ALAE 1111NHs d'IN mSING nav AL11 AXI..urB.-I "'BABON.-CANAT.A.1 GAS a An ANNE,L N IS I � . ...� " FIRE PROTECT/ON OPECHEE 10 CONSTRUCTION CORPORATION Controlled Construction Progress Report August 13, 2008 Re: Site Inspection for Washington at Derby 155 Washington Street Salem, Massachusetts Building Permit No. 964-08 As the Architect of record,I conducted a site visit on August 13, 2008 for the above referenced Project as required by the Massachusetts State Building Code 780 CMR Section 116.2.2. 1 have reviewed the progress and the quality of the work as it relates to the design intent and to the best of my knowledge the current work is generally consistent with the construction documents and is in compliance with applicable codes and regulations. Ron Lamarre Architect-Registration No. 10002 Observations and comments: 1. The perimeter slab-on-grade insulation installation is complete. 2. Garage area slab-on-grade has been placed; the vapor barrier is extended beyond the edges for overlap with the remaining slab-on-grade areas. 3. All slab-on-decks have been placed and control joints scored. 4. Plumbing cores within the slab-on-decks are being installed. 5. Stair No. 1 has been installed with inside guardrails and being used for construction to the fourth floor. 6. Stair No. 2 has been installed and is cabled-off pending guardrail installation. 7. Rain leaders are being piped from the roof to the SOG; most are complete. 8. Roof deck is complete and roof drain pans installed. 9. Roof hatch is installed and being used for roof access. 10. Roofing insulation is delivered and is stored—in shrink wrapped bundles—on the roof. 11. Exterior wall framing is on-going on 2"a 3`a and 4"i floors. 12. Deflection tracks with slip connectors and temporary stud screws have been installed. 13. Interior wall stud framing is being installed on 2"a 3`a and 4" floors. 14. CPVC sprinkler mains and branch piping is being installed on the 4" and 3`a floors. End of Progress Report. Il CORPORATE. DRIVE, BELMONT. N11 03220 PHONE (603) 527-9090 FAX (603) 527-9191 I SVst^n Ne V-J-1092 _ SYsten Nu.V-1.-1085 g - ' Fetp-�R� rFa�>ti-IeN2xr lSee lam lel I Feta-p N l R.I.y nt myne�9Lesr Iiun I!(X/k Ft r" L �r - I L e o L sclw SCCIMN A A Tw..4 r wx IT ro. t ao.bw.�l. i d'F' o YL 4 � I M -mxRus DR xexcw ' _ - o`a w/ErW �DR 11.1 1 eOMee w<R� �.cR - „�., 2ND. 3RD & 4TH FLOOR Firax I';D V NX ,•^^ FIRE SPRINKDLER PLAN_ DRw.Ro R[srnvxR I.I.D;�ros IRou—LI :;a�x: - a , SFIS�UIC PROTECTION NOTES: ��� IRROF — ....m ,,..,0.,, w. �� ITT �d IYPIGAL III HINGCAZ TY ICL ROC$ N NGCRS TYjLAI Q6 HANGERS P )S%-HPNH S i�'t& SF HANGERS TYPICAL/SW-Hg GESS :a swe uo w seo- seuRc see¢ ry x AIR we sxm vvnz IT j JAI FIRE PROTECTION 1 ----------- --- CITY OF SALEM FIRE DEPARTMENT-FIRE PREVENTION BUREAU o s 29 Fort Avenue Salem,Massachusetts 01970.5232 ' a - (978)745-7777 PER TO INSTALL: Hours 8-9 and 2-4 Date (p SprinM,gr and/or Standpipe,System Owner's Name: Installer's Name: .�� Permit Is hereby grantedbased on approved plans,to Install the system designated above. All plans are approved;solely for Identification of type and location of fire protection devices. All plansare subject.to approval of any other authority having Jurisdiction and issuance of a permit by said authority. Upon completion,the Installer shah request atestand Bea Certificate of Completion or Inspection. Location: IS-5- U1CtShl (GM b/k,wl.n!no.,a EesctiN In such muvwr u m poNd edpuW n1K, n bn}- NOTICE: CONTRACTOR TO REQUEST FINAL INSPECTION. q on.hn. wq This Permit will expire (THIS:PERMIT MUST BE CONSPICUOUSLY POSTED UPON THE PREMISES,) Fam/! E(Rev.ann OPGOGE CONSTRUCTION CORPORATION Controlled Construction Progress Report September 03, 2008 Re: Site Inspection for Washington at Derby 155 Washington Street Salem, Massachusetts Building Permit No. 964-08 As the Architect of record, I conducted a site visit on August 13, 2008 for the above referenced Project as required by the Massachusetts State Building Code 780 CMR Section 116.2.2. 1 have reviewed the progress and the quality of the work as it relates to the design intent and to the best of my knowledge the current work is generally consistent with the construction documents and is in compliance with applicable codes and regulations. Ron Lamarre 2008.09.04 08:14:27-04'00' Ron Lamarre Architect-Registration No. 10002 Observations and comments: 1. Stair No. 1 and 2 are installed with inside guardrails and being used for construction to the fourth floor. 2. Roof deck is complete and roof drain pans installed. 3. Roofing insulation is delivered and is stored—in shrink wrapped bundles—on the roof. 4. Roofing system has begun(mechanically fastened system); including edge blocking,RTU curbs, and fiberboard cant strips. 5. Exterior wall framing is on-going. 6. Exterior wall sheathing is on-going on 2"a 3`d and 4`h floors. 7. Exterior continuous foam board insulation is being installed along with Tyvek air barrier and waterproofing tape around fenestrations &transitions. 8. Masonry work is on-going; installation started on the Washington Street elevation. 9. 3-hour fire wall between the existing to remain and new structure has been installed. 10. Interior stud wall framing is being installed on 2"d, 3`d, and 4`h floors. 11. CPVC sprinkler mains and branch piping is being installed on the 4t6, 3`d, and 2"d floors. 12. HVAC ductwork is being installed on the 4th floor. End of Progress Report. ll CORPORATE DRIVE, REI,alONT, NII (13220 PHONE (603) 527-9090 FAX (603) 527-9191 ML M. E.A. Engineering Associates Inc. Consulting Mechanical Engineers - 20 Felton Street, Waltham, MA 02453 781/894-6730 FAX 781/647-3542 CONSTRUCTION CONTROL AFFIDAVIT START OF PROJECT PROJECT TITLE: Tavern in the square PROJECT LOCATION: Washington at Derby NAME OF BUILDING: Salem MA 01970 In accordance with Section 116 of the Massachusetts Building Code, I, Alfred E.Muccini, Registration No. 23539,hereby certify that I am a Registered Professional Engineer. 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) PLUMBING ✓ FIRE ALARM ✓ for the above named project, and that, to the best of my knowledge, such plans, computations, and specifications meet the applicable provisions of the Massachusetts State Building Code, all acceptable engineering practices and all applicable laws and ordinances for the proposed use and occupancy. I shall perform the necessary professional services and be present on the construction site in accordance with my contract with the owner to determine that the work is proceeding in accordance with the documents approved for the building permit,and I shall be responsible for the following: I. Review of shop drawings, samples and other submittals of the contractor as required by the construction contract documents as submitted for building permit and approval for conformance to the design concept. 2. Review and approval of the quality control procedures for all code-required controlled materials. tH Of�9g A PA4 aqc 3. Special engineering professional inspection if critical construction components requiring controlled F. materials or construction specified in the accepted engineering practice standards listed in Appendix B. WXCIMm u Periodic progress report with comments to the Building Inspector. Ne.2NW UPON COMPLETION OF THE WORK, I SHALL SUBMIT Aj FINAL REPORT AS TO THE �R1NAt SATISFACTORY COMPLETION AND READINESS T P ECT FOR OCCUPANCY. Signature Subscribed and swo before me this day of e^t/ 20 eo d16 _ Notary Public LAURA M My ComkissicA Expires NMV dAc TNN WM�oy MY�mYpgn iIpYN F M. E.A. Engineering Associates Inc. Consulting Mechanical Engineers Y 20 Felton Street, Waltham, MA 02453 781/894-6730 FAX 781/647-3542 Document Ref. No.: fn Salem Tavern Restaurant Salem 11.26.08.doc November 26, 2008 Fire Prevention Office Salem Fire Department 29 Fort Avenue Salem, MA 01970 Attention: Fire Prevention Officer Reference: Fire Alarm and Sprinkler Narrative — Proposed Restaurant Tenant Fit UP Project Location: The Square, Washington at Derby St. Salem, MA (First Floor Main Tenant Proposed Restaurant Tavern) Dear Fire Prevention Officer: (1.a) BASIS(METHODOLOGY) OF DESIGN Section 1—Building Description The landlord's building has a fire alarm control panel and an existing sprinkler system. Proposed Tavern Restaurant shall tie their fire alarm devices to Landlord's main fire alarm control panel. a) Building "Use" group: A-3 mixed use residential above. b) Total square footage of building: 42,680 sq.ft. c) Building height: 49 ft . d) Number of floors above grade: 4 e) Number of floors below grade: 0 f) Floor area: 10,894 (restaurant only). Type(s) of occupancies within the building Restaurant A-3 residential R-2 g) Type(s) of construction: 3A h) Hazardous material usage and storage: N/A i) High storage of commodities within the building: N/A j) Site access arrangement for emergency vehicles is through: Front access is Washington Street. Side access is New Deerby Street, and the rear access is the rear alley way. Section 2—Applicable Laws, Regulations and Standards The following is a list of reference standards that shall be used in system design, operation and maintenance. a) M.B.0 780 CMR 6'h edition.). b) N.F.P.A. 13 (2002 Edition) c) 527 CMR 12.0, The Mass Electric Code 2005, N.F.P.A. 70 with Mass. Amendments. d) N.F.P.A. 72 2002 Edition e) ADA strobe meeting code reference 780 CMR N.F.P.A. 72-2002, and 521 CMR. The Massachusetts Architectural Access Code. Section 3—Design Responsibility for Fire Protection Systems MEA Engineer is the Engineer of Record. The Sprinkler Contractor shall submit hydraulic calculations and shop drawings to our office for approval. Our office will submit approved shop drawings and hydraulic calculations to the Salem Fire Department for approval. Section 4—Fire Protection Systems to be installed The proposed new work is summarized as follows: A. Sprinklers 1. New sprinkler heads shall be utilized in all locations. (Quick response type sprinkler heads to be installed with an ordinary temperature rating.) Existing sprinkler heads to be replaced with new. 2. New seismic support for new sprinkler piping. FnSalem Tavern Restaurant, Salem, MA 11.26.08.doc 3. Sprinklers shall connect to existing zone flow station currently serving spaces. 4. Existing sprinkler service is provided with a backflow preventer. B. Fire Alarm System 1. The proposed restaurant tenant fit up floor zone shall be monitored by the Landlord's addressable fire alarm control panel. 2. The Landlord's addressable fire alarm control panel is located inside the Main Lobby space with a graphic annunciator in the main front lobby. 3. Proposed restaurant common area smoke detectors activate fire alarm system control panel and alarm entire building. 4. Proposed restaurant audible alarms in common areas are sized for minimum sound levels throughout the building. 5. Proposed restaurant fire alarm system is activated from manual pull station, sprinklers and common area smoke detectors. 6. Any new wiring shall be Class A and shall meet local Fire Department requirements. 7. Proposed restaurant manual pull stations are located at exits, along with strobe horns in tenant spaces. 8. Ansul system shall be installed and shall tie to Landlord's building fire alarm control panel. Section 5— Features used in the Design Methodology A. Basis Of Design Sprinkler System The system has been redesigned using the hydraulic method for Light Hazard occupancies in accordance with N.F.P.A. 13 Section 5-2.3 area density method to provide a minimum density per square foot of protected floor area as follows: All Areas: 0.15 GPM/SF The protected floor area for the hydraulic zone shall be 1,500 square feet. All sprinkler heads in this tenant space will be changed out to quick response type FnSalem Tavern Restaurant, Salem, MA 11.26.08.doc L heads. This building is served by an existing 6" dedicated sprinkler main connected to the street main.: B. Sequence Of Operation Upon actuation of a sprinkler head (designed to release at 155°F) water shall start to discharge from the sprinkler head and water flow switch shall signal a water flow condition to the fire alarm panel. C. Testing Criteria Sprinkler System The modified system shall be tested in accordance with all applicable codes. At a minimum this shall include notifying the Building Inspector and Engineer of Record of the time and date testing will be performed, completion of the contractor's material and test certificate (N.F.P.A. 13, Figures 8-1a and 8-1b). The system shall be hydrostatically tested in accordance with N.F.P.A. 13 Section 8-2.2.1 "hydrostatically tested at 200 PSI and shall maintain that pressure without loss for two (2) hours." (1.b) SEQUENCE OF OPERATION Section 1 A. The existing system alarm operation subsequent to the alarm activation of any manual station, automatic detection device, fire suppression system or sprinkler flow switch is as follows: 1. Existing audible alarm notification appliances sound a continuous fire alarm signal until silenced by the alarm silence switch at the or the remote annunciator uniform code 3 temporal pattern until silenced by the alarm silence switch at the control panel or the remote annunciator. 2. Existing visible alarm notification appliances Xenon strobes display a uniform code 3 temporal pattern until [System is reset]. 3. Existing alarm horns and strobes are synchronized and all flash simultaneously. 4. Existing duct smoke detectors activate a supervisory signal and notify the Fire Department. 5. An alarm is displayed on the panel display per 1.4.0 of this narrative. The alarm light shall flash on the control panel [and the remote annunciator] until the alarm has been acknowledged at the control panel [or the remote annunciator]. Once acknowledged, this same light shall latch on. A subsequent alarm received from another zone after acknowledged shall flash FnSalem Tavern Restaurant, Salem, MA 11.26.08.doc the alarm light on the control panel and the panel display shall show the new alarm information. A pulsing alarm tone shall occur within the control panel until acknowledged. B. The control panel has a dedicated supervisory service light and a dedicated supervisory service acknowledge switch. 1. The activation of any existing standpipe or sprinkler valve tamper switch shall activate the system supervisory service audible signal and illuminate the light at the control panel [and the remote annunciator]. Differentiation between valve tamper activation and opens and/or grounds on fire alarm initiation circuit wiring shall be provided. 2. Activating the existing Supervisory Service Acknowledge Switch will silence the supervisory audible signal while maintaining the Supervisory Service light on indication that the tamper contact is still in the off-normal state. 3. Restoring the existing valve to the normal position will cause the supervisory service audible signal to pulse, thus indicating restoration to normal position. Activating the Supervisory Service Acknowledge Switch will silence the audible signal and restore the system to normal. C. Alarm and trouble conditions shall be immediately displayed at the existing remote annunciator and at the fire alarm control panel front alphanumeric display. If more alarms or troubles are in the system, the operator may scroll to display new alarms. D. The system will allow the operator to display all alarms, troubles, and supervisory service conditions with the time of occurrence. This shall allow for the determination of not only the most recent alarm but also may indicate the path that the fire is taking. (1.c) TESTING CRITERIA Section 1— Testing Criteria A. The fire alarm system shall be completely tested in accordance with N.F.P.A.-72 by the Contractor when the tenant renovation is complete in the presence of the Owner. Upon completion of a successful test, the Contractor shall so certify in writing to the Owner and General Contractor. FnSalem Tavern Restaurant, Salem, MA 11.26.08.doc M Section 2—Equipment and Tools A. The complete fire alarm system shall be installed in accordance with manufacturer's recommendations. All necessary equipment needed for a complete installation shall be available at the site. Section 3—Approval Requirements A. Upon completion of fire alarm and fire protection system installation, the Contractor shall obtain written approval from the Owner stating that systems satisfy all operational code compliance requirements. B. Owner shall provide to the Salem Fire Department, the name and address of the Fire Alarm Contractor responsible for relocation of existing equipment and installation of new equipment. If you have any questions or comments, kindly contact our office. Sincerely yours, M.E.A. ENGINEERING ASSOCIATES, INC. 'iH OF MA8 OEMucctUmP.E. ALFRED s'c E. President c WJGciNi M No.23M A� VALE FnSalem Tavern Restaurant, Salem, MA 11.26.08.doc BRADY COMPANIES Heating/Air Conditioning/Refrigeration/Plumbing 225 Stedman Street U9-I o/ Lowell, MA 01851 • 49 Capital Drive/Wallingford, CT 06402 Tavern in the Square Restaurant February 4,2009 Washington @ Derby Salem,Massachusetts 01970 Gentlemen, We are pleased to quote you a price of$129,000.00 for the mechanical work at the above location.Included are the following: 1.) All equipment including make up air unit,exhaust fans and shipping. 2.) All duct work including grease duct,stainless steel duct,make up air flue piping,all supply and return air duct,and diffusers. 3.) All welding of grease duct 4.) All rigging and lifts as required 5.) All low voltage wiring and fan disconnects 6.) All refrigerant piping. 7.) All permits 8.) All as-built drawings 9.) All submittals 10.) Certified air balancing 11) One year warranty all parts and labor with a one year preventative maintenance including four filter changes. 'NOT INCLUDED: Power wiring,gas piping,roofing "INCLUDED: All items listed 1-35 on mechanical prints MI,M2 dated 11-07-08 Upon acceptance of this proposal a formal contract will be required Robert J.Brady,Sr President 800.999.5355 www.bradycompanies.com Commercial 24 Hour Emergency Service Residential r� M .E.A. Engineering Associates Inc. I Consulting Mechanical Engineers 20 Felton Street, Waltham, MA 02453 781/894-6730 FAX 781/647-3542 Document Ref. No.: fnSalem Tavern Restaurant Salem 11.26.08.doc November 26, 2008 Fire Prevention Office Salem Fire Department 29 Fort Avenue Salem, MA 01970 Attention: Fire Prevention Officer Reference: Fire Alarm and Sprinkler Narrative — Proposed Restaurant Tenant Fit UP Project Location: The Square. Washington at Derby St. Salem. MA (First Floor Main Tenant Proposed Restaurant Tavern) Dear Fire Prevention Officer: (1.a) BASIS(METHODOLOGY) OF DESIGN Section 1—Building Description The landlord's building has a fire alarm control panel and an existing sprinkler system. Proposed Tavern Restaurant shall tie their fire alarm devices to Landlord's main fire alarm control panel. a) Building "Use" group: A-3 mixed use residential above. b) Total square footage of building: 42,680 sq.ft. c) Building height: 49 ft . d) Number of floors above grade: 4 e) Number of floors below grade: 0 f) Floor area: 10,894 (restaurant only). Type(s) of occupancies within the building Restaurant A-3 residential R-2 g) Type(s) of construction: 3A h) Hazardous material usage and storage: N/A i) High storage of commodities within the building: N/A j) Site access arrangement for emergency vehicles is through: Front access is Washington Street. Side access is New Deerby Street, and the rear access is the rear alley way. Section 2—Applicable Laws, Regulations and Standards The following is a list of reference standards that shall be used in system design, operation and maintenance. a) M.B.0 780 CMR 6`h edition.). b) N.F.P.A. 13 (2002 Edition) c) 527 CMR 12.0, The Mass Electric Code 2005, N.F.P.A. 70 with Mass. Amendments. d) N.F.P.A. 72 2002 Edition e) ADA strobe meeting code reference 780 CMR N.F.P.A. 72-2002, and 521 CMR. The Massachusetts Architectural Access Code. Section 3—Design Responsibility for Fire Protection Systems MEA Engineer is the Engineer of Record. The Sprinkler Contractor shall submit hydraulic calculations and shop drawings to our office for approval. Our office will submit approved shop drawings and hydraulic calculations to the Salem Fire Department for approval. Section 4— Fire Protection Systems to be installed The proposed new work is summarized as follows: A. Sprinklers 1. New sprinkler heads shall be utilized in all locations. (Quick response type sprinkler heads to be installed with an ordinary temperature rating.) Existing sprinkler heads to be replaced with new. 2. New seismic support for new sprinkler piping. FnSalem Tavern Restaurant, Salem, MA 11.26.08.doc NMIJ 3. Sprinklers shall connect to existing zone flow station currently serving spaces. 4. Existing sprinkler service is provided with a backflow preventer. B. Fire Alarm System 1. The proposed restaurant tenant fit up floor zone shall be monitored by the Landlord's addressable fire alarm control panel. 2. The Landlord's addressable fire alarm control panel is located inside the Main Lobby space with a graphic annunciator in the main front lobby. 3. Proposed restaurant common area smoke detectors activate fire alarm system control panel and alarm entire building. 4. Proposed restaurant audible alarms in common areas are sized for minimum sound levels throughout the building. 5. Proposed restaurant fire alarm system is activated from manual pull station, sprinklers and common area smoke detectors. 6. Any new wiring shall be Class A and shall meet local Fire Department requirements. 7. Proposed restaurant manual pull stations are located at exits, along with strobe horns in tenant spaces. 8. Ansul system shall be installed and shall tie to Landlord's building fire alarm control panel. Section 5—Features used in the Design Methodology A. Basis Of Design Sprinkler System The system has been redesigned using the hydraulic method for Light Hazard occupancies in accordance with N.F.P.A. 13 Section 5-2.3 area density method to provide a minimum density per square foot of protected floor area as follows: All Areas: 0.15 GPM/SF The protected floor area for the hydraulic zone shall be 1,500 square feet. All sprinkler heads in this tenant space will be changed out to quick response type FnSalem Tavern Restaurant, Salem, MA 11.26.08.doc M heads. This building is served by an existing 6" dedicated sprinkler main connected to the street main.: B. Sequence Of Operation Upon actuation of a sprinkler head (designed to release at 155°F) water shall start to discharge from the sprinkler head and water flow switch shall signal a water flow condition to the fire alarm panel. C. Testing Criteria Sprinkler System The modified system shall be tested in accordance with all applicable codes. At a minimum this shall include notifying the Building Inspector and Engineer of Record of the time and date testing will be performed, completion of the contractor's material and test certificate (N.F.P.A. 13, Figures 8-1a and 8-1b). The system shall be hydrostatically tested in accordance with N.F.P.A. 13 Section 8-2.2.1 "hydrostatically tested at 200 PSI and shall maintain that pressure without loss for two (2) hours." (1.b) SEQUENCE OF OPERATION Section 1 A. The existing system alarm operation subsequent to the alarm activation of any manual station, automatic detection device, fire suppression system or sprinkler flow switch is as follows: 1. Existing audible alarm notification appliances sound a continuous fire alarm signal until silenced by the alarm silence switch at the or the remote annunciator uniform code 3 temporal pattern until silenced by the alarm silence switch at the control panel or the remote annunciator. 2. Existing visible alarm notification appliances Xenon strobes display a uniform code 3 temporal pattern until [System is reset]. 3. Existing alarm horns and strobes are synchronized and all flash simultaneously. 4. Existing duct smoke detectors activate a supervisory signal and notify the Fire Department. 5. An alarm is displayed on the panel display per 1.4.0 of this narrative. The alarm light shall flash on the control panel [and the remote annunciator] until the alarm has been acknowledged at the control panel [or the remote annunciator]. Once acknowledged, this same light shall latch on. A subsequent alarm received from another zone after acknowledged shall flash FnSalem Tavern Restaurant, Salem, MA 11.26.08.doc M the alarm light on the control panel and the panel display shall show the new alarm information. A pulsing alarm tone shall occur within the control panel until acknowledged. B. The control panel has a dedicated supervisory service light and a dedicated supervisory service acknowledge switch. 1. The activation of any existing standpipe or sprinkler valve tamper switch shall activate the system supervisory service audible signal and illuminate the light at the control panel [and the remote annunciator]. Differentiation between valve tamper activation and opens and/or grounds on fire alarm initiation circuit wiring shall be provided. 2. Activating the existing Supervisory Service Acknowledge Switch will silence the supervisory audible signal while maintaining the Supervisory Service light on indication that the tamper contact is still in the off-normal state. 3. Restoring the existing valve to the normal position will cause the supervisory service audible signal to pulse, thus indicating restoration to normal position. Activating the Supervisory Service Acknowledge Switch will silence the audible signal and restore the system to normal. C. Alarm and trouble conditions shall be immediately displayed at the existing remote annunciator and at the fire alarm control panel front alphanumeric display. If more alarms or troubles are in the system, the operator may scroll to display new alarms. D. The system will allow the operator to display all alarms, troubles, and supervisory service conditions with the time of occurrence. This shall allow for the determination of not only the most recent alarm but also may indicate the path that the fire is taking. (1.c) TESTING CRITERIA Section 1— Testing Criteria A. The fire alarm system shall be completely tested in accordance with N.F.P.A:72 by the Contractor when the tenant renovation is complete in the presence of the Owner. Upon completion of a successful test, the Contractor shall so certify in writing to the Owner and General Contractor. Fn Salem Tavern Restaurant, Salem, MA 11.26.08.doc Section 2—Equipment and Tools A. The complete fire alarm system shall be installed in accordance with manufacturer's recommendations. All necessary equipment needed for a complete installation shall be available at the site. Section 3—Approval Requirements A. Upon completion of fire alarm and fire protection system installation, the Contractor shall obtain written approval from the Owner stating that systems satisfy all operational code compliance requirements. B. Owner shall provide to the Salem Fire Department, the name and address of the Fire Alarm Contractor responsible for relocation of existing equipment and installation of new equipment. If you have any questions or comments, kindly contact our office. Sincerely yours, M.E.A. ENGINEERI G ASSOCIATES, INC. AeEMulccini, P.E. President 11A OF k2q�8 ALFE. 9c E. NXICOINI y No.233N . NALE FnSalem Tavern Restaurant, Salem, MA 11.26.08.doc CITY OF SALEM 1,9j; PUBLIC PROPRERTY ? : DEPARTMENT '1\11 ; N11'I)SM,n1 11: • 5AtI VI,MANN%I it 11\0197: 97g-I 1,5-95'15 • 17 is 9711-741.'IS46 Workers' Compensation Insurance :iiiI'fiduvit: Builders/Contractors/Electricians/Plumbers 1 dJl ant Information Please Print Leeihly VaIT1C Inu.nteist)rgam r:uinNlndry uluol l: Address: Cily,Stamzip Phone i': .%rc you oil employer:' Check the appropriate bus: 'Type orproject(required): 1.C] I ;un a employer with 4. ❑ I am a general contractor and l fie '�(New construction co 7.(full and/ur part-roue).• have hired the -uh-contructurs �`� 2.❑ 1 ;un a sole proprietor or partner- smd on the gnashed sheet. 7- ❑ Remodeling ship and have no cmployccs These iub•contractors have 8. ❑ Demolition working ror me in any capacity. workers' comp. insurance. 9. ❑ Building addition Kn workers'cum insurance 5. ❑ We arc a cmrporation and its I p. 10.❑ Electrical repairs or additions I raluircd.J officers have exercised their right of exem tion per MGL 11.[] plumbing repairs or additions 3.❑ 1 ant a homeowner doing all work c 152, i l 4),a nJ,v have no myself. [No wprkers' comp. ( 12.[] Roof repairs insurance required.] t cmployccs. LKo workers' 13.0 Other comp. iawrancc n:quired.J •Ane.,pphcatd that checks box 71 must alba lilt caul the.,ecmn Itv1uw ahuwing Iheir wurkws cumpenaaiun pulicy inlinmaliurt. ' I lomw,wtwn whu suhntil this affidavit indicmmg Ihey ire doing ull.wrk and dlcn him outside ewurxlun must.uhmil a new atGdavil indicating.Itch. -('omracmri that chuck this box must.ulwhcd an additional blurt\hawing the nano of this sub onirxmn and their sorkon'comp.pahcy information. /dm an employer that is pro vidinq workers'cwntpen.vatioa fasilrunceAr nay emplayecs. Below is the policy and fob sire infuriation. Insurance Company Pulicv is or Self-ins. Lice ri: . .. __— Expiration Date: Jut) Site Address: City;SlatuZip: Attach it copy of the workers'cumpbnsatiun policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Sectiun 25A cal'MU c. 152 can lead to the imposition of criminal penalties of a rine up ht 51.5110.00 ind/or one-year imprismnincnt,is well as civil penalties in the form of a STOP WORK ORDER and a fine of up m 5250.00 it day .Igainst the violator. .Ile advised that a copy of this statement may be lurwardaJ In the 011ice of 111% u,auons ul the DIA for inessancc cnscr.tgc \oriticatwn. 14h,hereby terrify under the pains dad pornahicv uj)rerjary that the information provided above is true and correct. O/jiciul a.ve unly. Do not write in this area, to he cmrtp/eted by city or town officidit < itv or fown' Yermitil.iccnie d, _ Issuing Aulhurily (circle one): I. Ill,ard of Ile:dlh 2. Iluildin, Department .1.Citf;'1'unn Clerk 4. Electrical luiper;for 5. Plwnbinw lucyector b. Other Cunwel l'cnml: .. .. Phone It: ff OPECHEE CONSTRUCTION CORPORATION Controlled Construction Progress Report April 13, 2009 Re: Site Inspection for Washington at Derby 155 Washington Street Salem, Massachusetts Building Permit No. 964-08 As the Architect of record, I conducted a site visit on April 8, 2009 for the above referenced Project as required by the Massachusetts State Building Code 780 CMR Section 116.2.2. 1 have reviewed the progress and the quality of the work as it relates to the design intent and to the best of my knowledge the current work is generally consistent with the construction documents and is in compliance with applicable codes and regulations. Ron Lamarre e�,wl 2009.04.13 08:42:13 -04'00' Ron Lamarre Architect-Registration No. 10002 Observations and comments: 1. Stair No. 1 &2 guardrails and flooring remain to be installed. Drywall installation on-going along underside of stairs. 2. Glass storefront enclosure system has been installed on the ls`floor. 3. First floor gypsum ceiling installation is being completed. 4. Exterior siding and trim is mostly complete on all elevations; final painting remains to be completed. 5. Painting is on-going on all floors 6. Flooring is on-going on all floors 7. Appliance installations are being completed on all floors 8. Elevator is operational and pending final inspection. 9. Sprinkler mains and branch piping is complete on all floors and pending final inspection. 10. HVAC controls and devices are complete on upper floors. 11. Plumbing finish is being completed for final inspection. 12. Electrical finish is being completed for final inspection. 13. First floor lease-space fit-up by others is on-going. Completion comments: All work has been completed to the stage where finish work is being complete and final inspections are being scheduled. End of Construction Control Reports. Once the final inspections are complete and a certificate of occupancy has been issued, a substantial completion certificate will be issued to the Owner. It CORPORATE. DRIVE. BELMONT, NN 113220 - PHONE (603) 527-9090 FAX (603) 527-9191