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Planning-Decision City of Northampton Hearing No.: PLN-2013-0027 Date: December 18, 2012 Francis Johnson votes to Grant MOTION MADE BY: SECONDED BY: VOTE COUNT: DECISION: Mark Sullivan Debin Bruce 7 Approved with Conditions MINUTES OF MEETING: Available in the Office of Planning&Development. 1, Carolyn Misch,as agent to the Planning Board,certify that this is a true and accurate decision made by the Planning Board and certify that a copy of this and all plans have been filed with the Board and the City Clerk on the date shown above. 1 certify that a copy a ofthis decision has been mailed to the Owner and Applicant. . Alt zIp L • Notice of Appeal An appeal from the decision of the Planning Board may be made by any person eggr1e red pursuant to MGL Chapt 40A,Section 17 as amended within twenty(20)days after the date of the filing of the notice of the decision with the City Clerk. The date is listed above. Such • . appeal may be made to the Hampshire Superior Court with a certified copy of the appeal sent to the City Clerk of the City of Northampton. rC iYl^ I . January 8, 2013 I, Wendy Mazza, City Clerk of the City of Northampton, hereby certify that the above Decision of the Northampton Planning Board was filed in the Office of the City Clerk on December 17, 2012, that twenty days have el.psed since such filing and that no appeal has been filed in this matter. /Attest: / Arr.v\ City Clerk/ City of Northampton I l • GeoTMS®2012 Des Lauriers Municipal Solutions,Inc. . ATTEST: HAMPSHIRE, I ,'A.L:,, , REGISTER WIRY Is LBERD Sit • Bk: 11271 Pg: 53 Planning-Decision City of Northampton Hearing No.: PLN-2013-0027 Date: December 18, 2012 accordance with DPW standards. 10.Cement concrete sidewalk and granite curbing on Conz Street that is disturbed by construction shall be replaced in kind to DPW standards.Concrete sidewalk shall be replaced to the nearest undisturbed panel. 11.Two trees are proposed In the vicinity of the proposed utility connections. To prevent long term utility maintenance issues,the DPW requests that the trees be located so that the utility centerlines are outside the mature drip line. 12.Bike storage for 12 bicycles under the front canopy. • 13.in lieu of concrete material along driveway,a raised crosswalk from the building to the Conz • •sidewalk shall be installed on that side of the building. • • • 14.Site sidewalks shall be kept clear of snow. • FINDINGS: The Planning Board approved the site plan with special permit for the development of a new 108 room hotel on Conz Street based on the following information and plans submitted with the application: 1. Fairfield Inn&Suites by Marriott,by The Berkshire Design Group,Inc.dated November 1,2012 Sheets L1-L7(sheet L2 revision date of November 20,2012). 2. Lighting Cut Sheets • 3. Fairfield Inn&Suites by Marriott Design Guideline Drawings Sheet 8200 4. Stormwater Drainage Report for Fairfield inn by The Berkshire Design Group,Inc.dated November 27,2012. In approving the Special Permit for the hotel,the Board found that all aspects of the approval criteria in section 10.6 could be met with conditions including a revised landscape plan to be approved: (1)The requested use protects adjoining premises against seriously detrimental uses.Hotel use Is appropriate at this location and abuts an existing hotel within the GB district (2) The requested use will promote the convenience and safety of vehicular and pedestrian movement within the site and on adjacent streets,minimize traffic impacts on the streets and roads in the area.if applicable, this shall Include considering the location of driveway openings in relation to traffic and adjacent streets,access by emergency vehicles,the arrangement of parking and loading spaces,and provisions for persons with disabilities;The access from Conz Street will be a shared driveway that currently exists as secondary access to the Gazette building..Parking Is distributed to the sides and rear of the building. (3)The requested use will promote a harmonious relationship of structures and open spaces to the natural landscape,existing buildings and other community assets in the area;and (4)The requested use will not overload,and will mitigate adverse impacts on,the City's resources Including the effect on the City's water supply and distribution system,sanitary and storm sewage collection and treatment systems,fire protection,streets and schools. A stonnwater permit has been issued for the site. (5)No special regulations are applicable for hotels in the GB district and (6) The requested use bears a positive relationship to the public convenience or welfare. The use will not unduly impair the integrity of character of the district or adjoining zones,nor be detrimental to the health,morals,or general welfare. The use shall be in harmony with the general purpose and intent of the ordinance;and (7) The hotel use represents infill on a previously undeveloped portion of an existing parcel,allowing more economic development within walking distance to downtown Northampton which is consistent with Sustainable Northampton Plan adopted under MGL c.41,§81C and 81D. COULD NOT DEROGATE BECAUSE: FILING DEADUNE MAIUNG DATE HEARING CONTINUED DATE: DECISION DRAFT BY: APPEAL DATE: 11/22/2012 12/6/2012 12127/2012 REFERRALS IN DATE HEARING DEADLINE DATE 'HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADUNE: 11/29/2012 1/182013 12/13/2012 1227/2012 1/72013 FIRST ADVERTISING DATE: HEARING DATE VOTING DATE: DECISION DATE: 12/13/2012 12/13/2012 12/18/2012 SECOND ADVERTISING DATE: HEARING TIME: VOTING DEADLINE DECISION DEADLINE: 8:50 PM 3/13/2013 3/13/2013 MEMBERS PRESENT: VOTE John Lutz votes to Grant Karla Youngblood votes to Grant Debin Bruce votes to Grant Ann DeWitt Brooks votes to Stephen Gilson votes to Grant Jennifer Dieringer votes to Grant Mark Sullivan votes to Grant GeoTMS®2012 Des Lauriers Municipal Solutions,Inc. • Bk: 11271 Pg: 52 _ 111111111 �a Planning-Decision City of Northampton 201 0000 Bk:11271 Pg:52 Page: 1 of 3 Hearing No.: PLN-2013-0027 Date: December 18, 2012 Recorded: 04/03/2013 10:40 AM APPLICATION TYPE: SUBMISSION DATE. PB Special Permit with Major Site Pia4 11/14/2012 Applicant's Name: Owner's Name: NAME NAME: Monsour Ghallbaf Gazette Realty ADDRESS: ADDRESS: The Hotel Northampton 115 Conz St • 36 King St • . TOWN: STATE: ZIP CODE: TOWN: STATE: ZIP CODE: NORTHAMPTON MA 01060 NORTHAMPTON MA _ 01060 PHONE NO.: • FAX NO.: PHONE NO.: FAX NO.: • EMAIL ADDRESS? EMAIL ADDRESS: • • Site information: Surveyor's Name: STREET NO,: SITE ZONING: COMPANY NAME: CONZ ST GB(100)/URC(0)/ TOWN: ACTION TAKEN: _ ADDRESS: • NORTHAMPTON MA 01060 V Arwroved With Conditions MAP: BLOCK LOT: MAP DATE: SECTION OF BYLAW: 39A , 034 001 Chpt.350-10.1:Special Permit TOWN:. STATE ZIP CODE: Book: Page: 2080 009 PHONE NO.: FAX NO.: EMAIL ADDRESS: NATURE OF PROPOSED WORK Construction of 108 room FAIRFIELD iNN HOTEL HARDSHIP: • CONDITION OF APPROVAL • 1) 1.Prior to issuance of a building permit,the following shall be done: .. a.the applicant shall submit a planting plan for final approval that enhances landscaping along the Conz St frontage. Street tree planting shall meet the 1 tree per 30'of frontage. b.the applicant shall submit to Office of Planning and Development for final review easement and maintenance language of the shared driveway and parking. This shall be recorded at the registry of deeds prior to construction. c.Plans shall be revised and resubmitted with signature and stamp by a registered Massachusetts P.E Revisions shall Include applicable conditions as noted below. d.Revised,construction plans,stamped and signed by a Massachusetts registered P.E.,shall be submitted to the DPW for final review at least 2 weeks prior to bidding. e.Sheet 13 shall be revised to show all existing utilities including those In Conz St.as well as rim and invert elevations of structures to which utility tie-ins are proposed. 2.The tactile warning strip location and orientation for the Curb Ramp Type 2 shall be revised to meet Department of Public Works and ADA standards. 3.Light levels shall comply with zoning. 4.All Pear trees along frontage shall be swapped for a selection from the city's street tree list and 1 per 30'of frontage. 5.A water shutoff valve and sewer cleanout shall be provided at the property line.ltshould be located in the grass area just behind the sidewalk. 6. The branch off the fire line for the domestic service line with its own water shutoff shall occurJust outside the entrance to the building.Please revise and indicate the size of the domestic water line. 7.The fire line requires a double check valve assembly(DCVA). The applicant shall contact the Water Department regarding a required Cross-Connection Permit for the DCVA. 8-Trenches cut In Conz St within the moratorium period require milling and overlay 20 feet wide on • either side of the trench centerline for the full width of the roadway. 9.Utility trenches In Conz Street are required to be backfilled with Controlled Density Fill in GeoTMS®2012 Des Lauriers Municipal Solutions,Inc. I Bk: 11271 Pg: 56 Planning-Decision City of Northampton Hearing No.: PLN-2013-0035 Date: February 15,2013 Francis Johnson votes to Grant MOTION MADE BY: SECONDED BY: VOTE COUNT: DECISION: Francis Johnson Ann DeWitt Brooks 5 _ Approved with Conditions MINUTES OF MEETING: Available in the Office of Planning&Development I,Carolyn Misch,as agent to the Planning Board,certify that this Is a true and accurate decision made by the Planning Board and certify that a copy of this and all plans have been filed with the Board and the City Clerk on the date shown above. I certify that a copy of this decision h been mailed to the Owner and Applicant. Notice of Appeal An appeal from the decision of the Planning Board may be made by any person aggrieved pursuant to MGL Chapt 40A,Section 17 as amended within twenty(20)days after the date of the filing of the notice of the decision with the City Clerk. The date is listed above. Such appeal maybe made to the Hampshire Superior Court with a certified copy of the appeal sent to the City Clerk of the City of Northampton. FEE 152013 March 8, 2013 I, Wendy Mazza, City Clerk of the City of Northampton, hereby certify that the above Decision of the northampton Planning Board was filed in the Office of the City Clerk on February 15, 2013, that twenty days hav- elapsed since such filing and that no appeal has been filed in this matter. Attest: i //1 City Clerk City of Northampton GeoTMS®2013 Des Lauriers Municipal Solutions,Inc. • ATTEST: IAAMPSHIRE, I �' , REGISTER MARY Its LBERD �h �.. IIII �I II�IIII Bk: 11271 Pg: 55 II'� (I IN ( IfIIIN Planning-Decision City of Northampton 0000 Hearing No.: PLN-2013-0035 Date: February 15, 2013 Bk: 11271 Pg:55 Page: 1 of 2 Recorded: 04/03/2013 10:40 AM APPLICATION TYPE: SUBMISSION DATE: Amendment to Permit 1/28/2013 Applicant's Name: Owner's Name: NAME NAME Mansour Ghalibaf Gazette Realty ADDRESS: ADDRESS: 36 King St. 115 Conz St TOWN: STATE: ZIP CODE TOWN: STATE: ZIP CODE: NORTHAMPTON MA 01060 NORTHAMPTON MA _ 01060 • PHONE NO.: FAX NO.: PHONE NO.: FAX NO; • . EMAIL ADDRESS: EMAIL ADDRESS: • Site Information: Surveyor's Name: STREET NO.: SITE ZONING: COMPANY NAME: CONZ ST GB(100)/URC(0)/ TOWN: ACTION TAKEN: ADDRESS: NORTHAMPTON MA 01060 Approved With Conditions MAP: BLOCK LOT: MAP DATE: SECTION OF BYLAW: 39A 034 001 Chpt.350-11:Site Plan Approval TOWN: STATE. I ZIP CODE Book: Page: 2080 009 PHONE NO.: FAX NO.: EMAIL ADDRESS: NATURE OF PROPOSED WORK FAIRRELD INN HOTEL Amendment to comply with condition 1a of the original decision dated 12/18/12 and request to amend location of covered bike rack. HARDSHIP: CONDmON OF APPROVAL: 1) In addition to the 6 sheltered loops in the rear,2 additional bike loops shall be located at front (uncovered)entry of the hotel. 2). The sheltered bike racks at rear of the building can be moved to another location at the rear as applicant sees fit. This satisfies condition#la of the decision dated 12/18/12 and amends condition#12 of this same decision dated 12/18/12.All other conditions of the previously issued decision of 12/18/12 stand. FINDINGS: The Planning Board approved the amendment to the original plan based on the Landscape plan submitted with the application: Fairfield In 8 Suites Marriott,Planting Plan Revision Date 1/17/13 Final Planning Board Conditions. Sheet 1.4. The Board approved the revised planting that was required as a condition of the original permit issued Dec, 2012 after determining that the landscape berm and plantings along Conz Street would sufficiently address this side of the property and hotel. COULD NOT DEROGATE BECAUSE: FILING DEADLINE: MAILING DATE HEARING CONTINUED DATE: DECISION DRAFT BY: APPEAL DATE 1/24/2013 2/7/2013, 2/14/2013 REFERRALS IN DATE: HEARING DEADLINE DATE: HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADLINE 1/31/2013 4/3/2013 2/14/2013 2/28/2013 3/7/2013 FIRST ADVERTISING DATE: HEARING DATE: VOTING DATE DECISION DATE 1/31/2013 2/14/2013 2/14/2013 2115/2013 SECOND ADVERTISING DATE: HEARING TIME VOTING DEADLINE DECISION DEADLINE: 2/7/2013 7:00 PM 5/15/2013 _ 2/28/2013 MEMBERS PRESENT: VOTE Debln Bruce votes to Grant Ann DeWitt Brooks votes to Grant Stephen Gilson votes to Grant Mark Sullivan votes to Grant GeoTMS®2013 Des Lauriers Municipal Solutions,Inc. Fairfield Inn& Suites by Marriott Project No. 02013.001 25 March 2013 over the entire footing bottom to compact any loose surface soil and loose surface pier aggregate. 3. Place footing concrete immediately after footing excavation is made and approved, preferably the same day as the excavation. Footing concrete must be placed on the same day if the footing is bearing on expansive or sensitive soils. 4. If same day placement of footing concrete is not possible, place a minimum 3-inch thick lean concrete seal(`mud mat") immediately after the footing is excavated and approved or an alternative subsurface protection layer that may consist of a geotextile fabric and six inches of crushed stone to prevent softening or disturbance of the subgrade soils. 5. That immediately before footing construction or placement of an alternate subgrade protection layer,the tops of all the Rammed Aggregate Pier elements exposed in each footing excavation have been inspected and recompacted as necessary with mechanical compaction equipment, and that the tops of any Rammed Aggregate Pier elements which may have been disturbed by footing excavation and related activity have been recompacted to a dry density equivalent to at least 95% of the maximum dry density obtainable by the modified Proctor method(ASTM D-1557). END OF SECTION Rammed Aggregate Pier Soil Reinforcement 023100 -9 Fairfield Inn & Suites by Marriott Project No. 02013.001 25 March 2013 Should any obstruction be encountered during installation for RAP elements,the Contractor shall be responsible for removing such obstruction or the pier shall be relocated or abandoned. Obstructions include, but are not limited to,boulders,timbers, concrete,bricks, utility lines, etc.,that prevent installing the RAP elements to the required depth, or cause them to drift from the required locations. 7.5 UTILITY EXCAVATIONS The Contractor shall coordinate all excavations made subsequent to Rammed Aggregate Pier installations so that at least five feet of horizontal distance remains between the edge of any installed Rammed Aggregate Pier and the excavation. Protection of completed Rammed Aggregate Pier elements is the responsibility of the General Contractor. In the event that utility excavations are required at horizontal distances of less than five feet from installed RAP, the General Contractor shall contact the Rammed Aggregate Pier Designer to develop construction solutions to minimize impacts on the installed RAP. Recommended procedures may include: A. Replacing excavated soil with compacted crushed stone in the portions of excavations where the Rammed Aggregate Pier has been disturbed. The placement and compaction of the crushed stone shall meet the following requirements. 1. The crushed stone shall meet the gradation specified by the Designer. 2. The crushed stone shall be placed in a controlled manner using motorized impact compaction equipment. 3. The aggregate should be compacted to 95%of the maximum dry density as determined by the modified Proctor method(ASTM D-1557). 4. The Testing Agency shall be on site to observe placement, compaction, and provide density testing. The test results shall be submitted to the Designer and the Contractor. The Contractor shall provide notification to the Testing Agency and the Designer when excavation, placement, and compaction will occur and arrange for construction observation and testing. 7.6 FOOTING SUBGRADE PREPARATION A. Excavation and surface compaction of all footings shall be the responsibility of the Contractor. B. Foundation excavations to expose the tops of Rammed Aggregate Pier elements shall be made in a workmanlike manner, and shall be protected until concrete placement, with procedures and equipment best suited to(1)prevent softening of the matrix soil between and around the Rammed Aggregate Pier elements before pouring structural concrete, and(2) achieving direct and firm contact between the dense, undisturbed Rammed Aggregate Pier elements and the concrete footing. C. Recommended procedures for achieving these goals are to: 1. Limit over-excavation below the bottom of the footing to 3-inches(including disturbance from the teeth of the excavation equipment). 2. Compaction of surface soil and top of Rammed Aggregate Pier elements shall be prepared using a motorized impact compactor("Wacker Packer,""Jumping Jack,"or similar). Sled-type tamping devices shall not be used. Compaction shall be performed Rammed Aggregate Pier Soil Reinforcement 023100- 8 Fairfield Inn & Suites by Marriott Project No. 02013.001 25 March 2013 H. The location of the modulus testing should be coordinated with the project Geotechnical Engineer of record. I. The modulus test pier shall be installed in a manner that will be consistently used throughout the project. The details of the installation procedure shall be recorded by the Quality Control Representative as described above. PART 6- QUALITY ASSURANCE 6.1 INDEPENDENT ENGINEERING TESTING AGENCY The Owner will retain an independent engineering testing firm(Testing Agency)to provide Quality Assurance services. 6.2 RESPONSIBILITIES OF INDEPENDENT ENGINEERING TESTING AGENCY A. The Testing Agency shall monitor the modulus tests when they are performed. The Installer shall provide and install all dial indicators and other measuring devices. B. The Testing Agency shall monitor the installation of Rammed Aggregate Pier elements to verify that the production installation practices are similar to those used during the installation of the modulus test elements. C. The Testing Agency shall report any discrepancies to the Installer and General Contractor immediately. PART 7- RESPONSIBILITIES OF GENERAL CONTRACTOR 7.1 PREPARATION A. The Contractor shall locate and protect underground and aboveground utilities and other structures from damage during installation of the Rammed Aggregate Pier elements. B. The Contractor will provide site access to the Installer,after earthwork in the area has been completed. C. Site subgrade shall be established by the Contractor within 6 inches of final design subgrade, as approved by the Design Engineer. D. A working surface will be established and maintained by the Contractor to provide wet weather protection of the subgrade and to provide access for efficient operation of the Rammed Aggregate Pier installation. 7.2 LAYOUT OF THE RAMMED AGGREGATE PIERELEMENTS The Contractor shall provide layout(construction staking) of the RAP. The Contractor shall provide ground elevations in sufficient detail to estimate drilling depth elevations to within 2 inches. 7.3 SITE SUBGRADE PREPARATION Prior to placing structural fill on the RAP reinforced subgrade,the exposed subgrade soils and tops of RAP elements shall be thoroughly compacted with a standard,hand-operated impact compactor or twin drum vibratory roller. Compaction shall be performed on the same day that structural fill is to be placed and shall extend over the entire subgrade to compact any loose surface soil and loose surface pier aggregate. 7.4 Rammed Aggregate Pier Excavation Rammed Aggregate Pier Soil Reinforcement 023100-7 Fairfield Inn& Suites by Marriott Project No. 02013.001 25 March 2013 D. Number of lifts. E. Procedure to construct each lift F. Time of mandrel raising and downward densification for each lift G. Total pier installation time H. Hydraulic pressures during installation. (from installation or data record) I. Base diameter and height of the remaining aggregate cone formed after constructing each pier and extracting the mandrel out of the ground. J. Volume of aggregate used for pier construction(equal to the difference between the initial volume of aggregate introduced into the hopper and the volume of unused aggregate). K. Planned and actual Rammed Aggregate Pier elevations at the top and bottom of the element (based on installation depth). L. Type and size of hammer equipment used. M. Aggregate description. N. Record of flow rates of water or compressed air pressure (if applicable). O. Documentation of any unusual conditions encountered. 5.2 MODULUS TEST A modulus test shall be performed to verify the parameter values selected for design of Rammed Aggregate Piers. The modulus tests shall be of the type and installed in a manner specified herein. A. Prior to or after the installation of the modulus test pier, a 2-foot diameter hole shall be drilled to a depth equal to the depth of embedment on the project(typically 2-to 3-feet). The drilled hole will provide a location for the concrete cap. B. The test pier shall be installed in the center of the drilled hole in the same manner as the production RAP. C. ASTM D-1143 general test procedures shall be used as a guide to establishing load increments, load increment duration, and load decrements. D. With the exception of the load increment representing approximately 115%of the design maximum top of Rammed Aggregate Pier stress, all load increments shall be held for a minimum of 15 minutes, a maximum of 1 hour,and until the rate of deflection reduces to 0.01 inch per hour,or less. E. The load increment that represents approximately 115%of the design maximum stress on the Rammed Aggregate Pier shall be held for a minimum of 15 minutes, a maximum of 4 hours and until the rate of deflection reduces to 0.01 inches per hour or less. F. A seating load equal to 5 percent of the total load shall be applied to the loaded steel plate prior to application of load increments and prior to measurement of deflections to compensate for surficial disturbance. G. Modulus testing shall be performed in accordance with the requirements outlined in the Design Submittal. Rammed Aggregate Pier Soil Reinforcement 023100-6 Fairfield Inn & Suites by Marriott Project No. 02013.001 25 March 2013 F. Subsequent lifts shall be constructed following the same procedure described above until the pier is constructed to the top of column elevation. G. At RAP element locations, water or compressed air shall be used if necessary, as determined from the flow test,to enhance free flow of aggregate through the mandrel as determined during the performance of a flow test. Water or air flow shall be discontinued when the mandrel reaches the 3-foot raise height. H. At the completion of the column installation, the hammer shall be turned off and the mandrel pushed downward applying full crowd pressure on the top of the pier to provide preloading. I. At completion of the column installation,the remaining stone in the mandrel may be emptied outside the column location to allow for a measure of the remaining volume of aggregate. 4.3 DENSIFICATION A. Special high-energy impact densification apparatus shall be employed to densify the Rammed Aggregate Pier elements during installation. The apparatus shall apply direct vertical impact energy to each constructed lift of aggregate. B. Densification shall be performed using a beveled tamper. The beveled tamper foot is required to adequately increase the lateral earth pressure in the matrix soil during installation. C. Downward crowd pressure shall be constantly applied to the tamper shaft during tamping. 4.4 PLAN LOCATION AND ELEVATION OF RAMMED AGGREGATE PIER ELEMENTS The center of each pier shall be within six inches of the locations indicated on the plans. RAP installed outside of the above tolerances and deemed not acceptable shall be rebuilt at no additional expense to the Owner. 4.5 REJECTED RAMMED AGGREGATE PIERELEMENTS Rammed Aggregate Pier elements improperly located or installed beyond the maximum allowable tolerances shall be abandoned or reinstalled with new RAP, unless the Designer approves other remedial measures. All material and labor required to replace rejected RAP shall be provided at no additional cost to the Owner,unless the cause of the rejection is due to an obstruction or mislocation. PART 5 - QUALITY CONTROL 5.1 CONTROL REPRESENTATIVE The Installer shall have a full-time Quality Control Representative to verify and report all installation procedures. The Quality Control Representative shall immediately report any unusual conditions encountered during installation to the Design Engineer,the General Contractor, and to the Geotechnical Engineer. The quality procedures shall include the preparation of Rammed Aggregate Pier progress reports completed during each day of installation and containing the following information: A. Footing and Rammed Aggregate Pier location. B. Volume of aggregate introduced into the hopper(number of buckets) C. Rammed Aggregate Pier installation depth. Rammed Aggregate Pier Soil Reinforcement 023100 - 5 Fairfield Inn& Suites by Marriott Project No. 02013.001 25 March 2013 D. The Rammed Aggregate Pier system shall be designed to preclude plastic bulging deformations at the top-of—pier design stress. The results of the modulus tests shall be used to verify the design assumptions. 3.2 DESIGN SUBMITTAL The Installer shall submit four sets of detailed design calculations, construction drawings, and shop drawings, (the Design Submittal), for approval at least two week(s)prior to the beginning of construction. A detailed explanation of the design parameters for settlement calculations shall be included in the Design Submittal. Additionally,the quality control test program for Rammed Aggregate Pier system, meeting these design requirements, shall be submitted. All computer- generated calculations and drawings shall be prepared and sealed by a Professional Engineer, licensed in the State of Massachusetts. PART 4- CONSTRUCTION 4.1 INSTALLATION OF DEMONSTRATION RAP AND FLOW TESTS A. The installer shall install a minimum of three initial "demonstration RAP"to provide project- specific construction procedures prior to installing the modulus test pier or production RAP. The demonstration pier installation shall be used to determine driving depths,the rate of mandrel withdrawal during the compaction process, and the appropriate flow of selected aggregate out of the mandrel. The results of the demonstration program shall be used to establish the site-specific installation criteria for the installation of production RAP. B. The installation of the Demonstration RAP shall be observed and the details recorded by the Installer. 4.2 INSTALLATION PROCEDURES The following section provides general criteria for the construction of the Rammed Aggregate Piers. Unless otherwise approved by the Designer,the installation method used for Rammed Aggregate Pier construction shall be that as used in the construction of the successful modulus test. A. A sacrificial tip shall be installed at the bottom of the mandrel prior to penetrating the mandrel into the ground. B. The mandrel(and sacrificial tip)shall be driven to the design depth using crowd force and impact energy. C. The mandrel and hopper shall be filled with aggregate. D. The impact hammer shall begin operation and remain in operation during the raising of the mandrel. The impact hammer may remain in operation during the lowering of the mandrel depending on the specific installation procedures established at the site. E. The column shall be constructed by raising the mandrel 3 feet and then driving the mandrel 2 feet using vertical impact energy and crowd pressure to construct an approximate 1-foot thick compacted lift. The mandrel shall be raised at a rate determined from the demonstration pier testing or no faster than 1 foot in 5 seconds. The crowd pressure shall be recorded to provide a measure of the vertical densification force as the mandrel is drive on its compaction stroke. Additional impact ramming and/or alternative lift heights and lowering depths,may be used as appropriate for the project site upon approval by the Designer. Rammed Aggregate Pier Soil Reinforcement 023100-4 Fairfield Inn & Suites by Marriott Project No. 02013.001 25 March 2013 E. Daily Rammed Aggregate Pier Progress Reports—The Installer shall furnish a complete and accurate record of Rammed Aggregate Pier installation to the General Contractor. The record shall indicate the pier location, length, volume of aggregate used, densification forces during installation, and final elevations or depths of the base and top of RAP. The record shall also indicate the type and size of the installation equipment used, and the type of aggregate used. The Installer shall immediately report any unusual conditions encountered during installation to the General Contractor, to the Designer and to the Testing Agency. PART 2 - PRODUCTS 2.1 MATERIAL A. Aggregate used for Rammed Aggregate Pier construction shall be#57 stone,or shall be other open-graded aggregate with a maximum nominal particle size of 1.5-inches and minimum nominal particle size of 0.5-inches selected by the Installer and successfully used in the modulus test. The aggregate must pass the flow rate tests described in section 4.01 below. B. To facilitate construction in soft or loose soils,the maximum particle size aggregate of 2 inches or larger may be used provided the flow of the aggregate is verified at the site with flow tests,the performance is verified with the modulus test and the Designer approves the type and gradation of the aggregate. C. The General Contractor will provide adequate and suitable marshalling areas on the project site for the use of the Installer for the storage of aggregate and equipment. PART 3- DESIGN REQUIREMENTS 3.1 RAMMED AGGREGATE PIER DESIGN A. The Rammed Aggregate Pier elements(RAP)shall be designed for a Rammed Aggregate Pier stiffness modulus of 175 pci. The stiffness modulus values shall each be verified by the results of Rammed Aggregate Pier modulus testing, described in this specification,based on a 30-inch nominal constructed pier diameter. B. The Rammed Aggregate Pier Intermediate Foundation system shall be designed in accordance with generally-accepted engineering practice and the methods described in Section 1 of these Specifications. The design shall meet the following criteria. Maximum Allowable Bearing Pressure for RAP Reinforced Soils 4,000 psf Minimum Rammed Aggregate Pier Area Coverage(for square Spread Footings) 15% Estimated Total Long-Term Settlement for Footings: < 1-inch Estimated Long-Term Differential Settlement of Adjacent Footings: <_'/2-inch C. The design submitted by the Installer shall consider the bearing capacity and settlement of all footings supported by Rammed Aggregate RAP(including the subgrade building pad)and shall be in accordance with acceptable engineering practice and these specifications. Total and differential settlement shall be considered. The design life of the structure shall be 50 years. Rammed Aggregate Pier Soil Reinforcement 023100 -3 Fairfield Inn & Suites by Marriott Project No. 02013.001 25 March 2013 1.5 REFERENCE STANDARDS A. Rammed Aggregate Pier Design: The RAP shall be designed based upon generally accepted Geotechnical Engineering practice. The designer should take note of extensive research and design information developed by the Geopier Foundation Company, Inc. in addition to the following publications. 1. Lawton, E.C., Fox, N.S., and Handy, R.L. "Control of Settlement and Uplift of Structures Using Short Aggregate RAP." ASCE. Proceedings of In-Situ Deep Soil Improvement. ASCE National Convention,Atlanta, Georgia. October 9-13, 1994. 2. Lawton, E.C. and Fox,N.S. "Settlement of Structures Supported on Marginal or Inadequate Soils Stiffened with Short Aggregate RAP."ASCE. Geotechnical Special Publication No. 40: Vertical and Horizontal Deformations of Foundations and Embankments, ASCE 2, 962-974. B. Modulus Testing: 1. ASTM D-1143 —Pile Load Test Procedures 2. ASTM D-1194—Spread Footing Load Test C. Materials and Inspection: 1. ASTM D-1241 —Aggregate Quality 2. ASTM D-422—Gradation Soils 3. ASTM C-150-05—Standard Specification for Portland Cement 1.6 CONFLICTS IN SPECIFICATIONS/REFERENCES Where specifications and reference documents conflict,the Architect/Engineer shall make the final determination of the applicable document. 1.7 CERTIFICATIONS AND SUBMITTALS A. The Contractor shall submit detailed design calculations and construction drawings prepared by the Rammed Aggregate Pier Designer(the Designer)to the Owner or Owner's Engineer for approval at least two week(s) prior to the start of construction. All plans shall be sealed by a Professional Engineer in the State of Massachusetts. B. The Rammed Aggregate Pier Designer shall have Errors and Omissions design insurance for the work. The insurance policy should provide a minimum coverage of$2 million per occurrence. C. Building Code Acceptance—The Aggregate Pier Installer shall demonstrate that the Aggregate Pier system has been designed in accordance with the Massachusetts State Building Code 8th Edition. D. Modulus test data—The Contractor shall furnish the Geotechnical Engineer a description of the installation equipment, installation records, complete test data, analysis of the test data and recommended design parameter values for Rammed Aggregate RAP based on the modulus test results. The report shall be prepared under supervision of a registered professional engineer licensed in the State of Massachusetts. Rammed Aggregate Pier Soil Reinforcement 023100-2 Fairfield Inn & Suites by Marriott Project No. 02013.001 25 March 2013 SECTION 023100: RAMMED AGGREGATE PIER SOIL REINFORCEMENT PART 1-GENERAL REQUIREMENTS 1.1 DESCRIPTION Work shall consist of designing, furnishing and installing Rammed Aggregate Pier System (RAP) elements to the lines and grades designated on the RAP Layout Plan and as specified herein. The RAP elements shall be constructed by driving a displacement mandrel to the design depth and using the enlargened rammer head to ram thin lifts of aggregate into the cavity created by the mandrel. The Rammed Aggregate Pier elements shall be in a columnar-type configuration. The objective of the RAP ground reinforcement is to reinforce soils beneath the new hotel structure for the Fairfield Inn & Suites by Marriot, so as to limit total and differential post construction settlement resulting from the compression of the near surface organic soils to less than 1 inch and differential settlement to less than '/z inch. The RAP elements are also to be extended into the underlying varved silt and clay deposits to provide radial drainage from excess pore pressures resulting from subsequent preload placement. The RAP shall be installed prior to the placement of the soil preload. The approximate locations of RAP are shown on the plans. 1.2 WORK INCLUDED A. Provide all equipment, material, labor, and supervision to design and install Rammed Aggregate Pier elements. The subsurface information is presented in the Project's Geotechnical Report(by O'Reilly, Talbot&Okun Associates),to be provided by the General Contractor. Layout of Rammed Aggregate Pier elements, footing excavation, and subgrade preparation, and monitoring of post construction settlement will be performed by others. B. Drawings and General Provisions of the Contract, including General and Supplemental Conditions, and Division 1 Specifications, apply to the work in this specification. 1.3 RELATED WORK SPECIFIED IN OTHER SECTIONS: A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. B. Coordination with Other Trades - Related sections of work will include but not necessarily be limited to: 1. Division 02 Site Excavating,Filing& Grading 2. Division 02 Drainage 1.4 APPROVAL OF INSTALLERS A. Installers of Rammed Aggregate Pier Intermediate Foundation Systems shall have a minimum of 5 years of experience with the installation of Rammed Aggregate Pier and shall have completed at least 50 projects. B. Installers shall have demonstrated experience in the construction of similar size and types of projects. The Installer shall adhere to all methods and standards described in this Specification. Rammed Aggregate Pier Soil Reinforcement 023100 - 1 Comments by ALS/OTO 11-16-12 LJI\'lI Soil and Plant Tissue Testing Laboratory West Experiment Station 582 North Pleasant Street yf ExtensionAmherst MA 01003?Massachusetts 4 ` r f Phone: 1413)545.2311 r, e-mail:soiltesuPpsis timass.ern, CENTER FOR AGRICULTURE website:http://www.umass.edu/soi[testy 10'26112 Stephen McLaughlin O'Reilly, Talbot & Okun _'93 Bridge Street, Suite 500 Springfield, MA Re: Percent Moisture By moist weight By dry unit weight Sample ID Percent Moisture Moisture Content HN-2 20-22' 33.6% 50.7 % HN-2 30-32' 38.1% 61.4 % HN-2 50-52' 35.9% 56.0 % HN-2 70-72' 29.8% 42.5 Thank you for choosing the UMass Soil Testing Lab! mclaughlin goto-env.com UMass Extension n an equal opportunity provider and employer,United States Department of Agriculture cooperating.Contact your local Extension office for information on disability accommodations.Contact the State Extension Director's Office if you have concerns related so discrimination.41.3-545.4800 or see www.extensinn.umass.eduicivilr ghts. O'REILLY, TALBOT& OKUN ASSOCIATES, INC. ENVIRONMENTAL AND GEOTECHNICAL ENGINEERING CONSULTANTS LOG OF BORING HN-10 Page 1 OF 1 PROJECT• Conz Street Hotel LOCATION: Northampton,MA PROJECT NO.: 2388-01-02 DRILLING CONTRACTOR FOREMAN Bob DATE STARTED DATE FINISHED Seaboard Environmental Drilling HELPER Doug 10/25/2012 10/25/2012 DRILLING EQUIPMENT COMPLETION DEPTH GROUND SURFACE ELEV. B-53 Truck Mounted Rig 11' DATUM Approx.112' TYPE BIT Hollow Stem Auger SIZE&TYPE OF CORE BARREL No.Samples 5 . UNDIST. CASING Rod TIME FIRST ( COMPL. HR. CASING HAMM. WEIGHT IDROP WATER LEVEL(FT.) 8' SAMPLER:2"0.D.Split Spoon Rod A 1 5/8"0.D. BORING East parking area - SAMPLER WEIGHT DROP LOCATION HAMMER Safety 140 lbs. 130 (Wre Line) ENGINEER/GEOLOGIST Steve McLaughlin SAMPLES SAMPLES DEPTH PENETR. REC. TYPE/ DESCRIPTION SOIL REMARKS FT. RESIST. IN. NO. DESCRIPTION BL/6 IN. 3/4/3/4 10/24 S-1 Loose,brown,fine SAND,little to some silt,trace(-)organics(roots)in upper 6",moist TOPSOIL 0 ppm (0-2') FINE SAND 3/3/3/4 17/24 S-2 Loose,brown,fine SAND,little silt,trace medium sand,moist 0 ppm (2'-4') 5 3/3/3/3 18/24 S-3 Loose,brown to gray,fine SAND,little silt,trace medium sand,moist 0 ppm (5'-7') • 7' • 5/6/5/4 8/24 S-4 Medium dense.gray,medium to coarse SAND,little gravel,trace fine sand,bottom MEDIUM TO 0 ppm— (7-9') 1"wet COARSE SAND 10/19/16/15 10/24 S-5 Dense,brown,medium to coarse SAND,little gravel,trace fine sand,wet 0 ppm 10 (9'-11') End of exploration at 11' 15 20 25 Remarks: 1. Soil screened in field using MiniRAE 2000 photoionization detector(PID)referenced to benzene in air. Readings in parts per million by volume. "ND"indicates none detected O'REILLY, TALBOT& OKUN ASSOCIATES, INC. ENVIRONMENTAL AND GEOTECHNICAL ENGINEERING CONSULTANTS LOG OF BORING HN-9 Page 1 OF 1 PROJECT: Conz Street Hotel LOCATION: Northampton,MA PROJECT NO.: 2388-01-02 DRILLING CONTRACTOR [FOREMAN Bob DATE STARTED DATE FINISHED Seaboard Environmental Drilling HELPER Doug 10/25/2012 10/25/2012 DRILLING EQUIPMENT COMPLETION DEPTH GROUND SURFACE ELEV. B-53 Truck Mounted Rig 11' DATUM Approx.112' TYPE BIT Hollow Stem Auger SIZE&TYPE OF CORE BARREL No.Samples 5 UNDIST. CASING [Rod TIME FIRST I COMPL. I HR. CASING HAMM. WEIGHT IDROP WATER LEVEL(FT.) 8' SAMPLER:2"0.0.Split Spoon Rod A 1 5/8"0.D. BORING East parking area SAMPLER WEIGHT DROP LOCATION HAMMER Safety 140 lbs. 30"IWre Line) ENGINEER/GEOLOGIST Steve McLaughlin SAMPLES SAMPLES DEPTH PENETR. REC. TYPE/ DESCRIPTION SOIL REMARKS FT. RESIST. IN. NO. DESCRIPTION BUG IN. 2/3/3/3 12/24 S-1 Loose,brown,fine SAND, ittle to some silt,trace(-)organics(roots),moist TOPSOIL 0 ppm (0-2) FINE SAND 4/4/4/3 14/24 S-2 Loose,brown,fine SAND,little silt,trace medium sand,moist 0 ppm (24') — 5 5• • — 2/2/2/3 12/24 S-3 Loose,gray,medium to coarse SAND,trace fine sand,trace(-)gravel,dry MEDIUM TO 0 ppm — (5'-7') COARSE SAND • — 1/111/3 10/24 S-4 Very loose,gray,medium to coarse SAND,trace(+)fine sand,bottom 2",wet 0 ppm — • — 6/10/19/11 8/24 S-5 Medium dense,gray to brown,medium to coarse SAND,little gravel,trace fine 0 ppm 10 (9'-11') sand,wet End of exploration at 11' 15 20 25 Remarks: 1. Soil screened in field using MiniRAE 2000 photoionization detector(PID)referenced to benzene in air. Readings in parts per million by volume. "ND"indicates none detected O'REILLY, TALBOT& OKUN ASSOCIATES, INC. ENVIRONMENTAL AND GEOTECHNICAL ENGINEERING CONSULTANTS LOG OF BORING HN-8 Page 1 OF 1 PROJECT: Conz Street Hotel LOCATION: Northampton,MA PROJECT NO.: 2388-01-02 DRILLING CONTRACTOR !FOREMAN Bob DATE STARTED DATE FINISHED Seaboard Environmental Drilling HELPER Doug 10/25/2012 10/25/2012 DRILLING EQUIPMENT COMPLETION DEPTH GROUND SURFACE ELEV. B-53 Truck Mounted Rig 11' DATUM Approx.111' TYPE BIT Hollow Stem Auger SIZE&TYPE OF CORE BARREL No.Samples 5 UNDIST. CASING Rod TIME FIRST COMPL. HR. CASING HAMM. WEIGHT IDROP WATER LEVEL(FT.) 8' _ SAMPLER:2"0.D.Split Spoon Rod A 1 5/8"O.D. BORING North parking area SAMPLER WEIGHT DROP LOCATION HAMMER Safety 140 lbs. 30"(Wre Line) ENGINEER/GEOLOGIST Steve McLaughlin SAMPLES SAMPLES DEPTH PENETR. REC. TYPE/ DESCRIPTION SOIL REMARKS FT. RESIST. IN. NO. DESCRIPTION BL/6 IN. _ 4/5/4/6 19/24 S-1 Loose,brown,fine SAND,little to some silt,trace(-)organics(roots),moist TOPSOIL 0 ppm (0-2') FINE SAND — 2 8/6/9/10 10/24 S-2 Medium dense,light brown,medium SAND,trace fine sand,trace(-)silt,dry MEDIUM TO 0 ppm (2'-4') rust motling bottom 2" COARSE SAND 5 - 6/7/10/11 12/24 S-3 Medium dense,gray,medium to coarse SAND,trace(+)gravel,trace fine sand,dry 0 ppm (5'-7') 6/8/6/9 12/24 S-4 Medium dense,gray,medium to coarse SAND,trace fine sand,trace gravel, 0 ppm (7-9') bottom 3",wet 6/9/11/14 16/24 S-5 Medium dense,gray,medium to coarse SAND,trace(+)fine sand,trace(+)gravel, 0 ppm 10 (9'-11') trace silt,wet End of exploration at 11' 15 20 25 Remarks: 1. Soil screened in field using MiniRAE 2000 photoionization detector(PID)referenced to benzene in air. Readings in parts per million by volume. "ND"indicates none detected O'REILLY, TALBOT& OKUN ASSOCIATES, INC. ENVIRONMENTAL AND GEOTECHNICAL ENGINEERING CONSULTANTS LOG OF BORING HN-7 Page 1 OF 1 PROJECT: Conz Street Hotel LOCATION: Northampton,MA PROJECT NO.: 2388-01-02 DRILLING CONTRACTOR 'FOREMAN Bob DATE STARTED DATE FINISHED Seaboard Environmental Drilling HELPER Doug 10/25/2012 10/25/2012 DRILLING EQUIPMENT COMPLETION DEPTH GROUND SURFACE ELEV. B-53 Truck Mounted Rig 11' DATUM Approx.112.5' TYPE BIT Hollow Stem Auger ISIZE&TYPE OF CORE BARREL No Samples 5 UNDIST. CASING IRod TIME FIRST .1 COMPL. HR. CASING HAMM. WEIGHT IDROP WATER LEVEL(FT.) 9' SAMPLER:2"O.D.Split Spoon Rod A 1 5/8"O.D. BORING East parking area SAMPLER WEIGHT ' DROP LOCATION HAMMER Safety 140lbs. 30"(Wre Line) ENGINEER/GEOLOGIST Steve McLaughlin SAMPLES SAMPLES DEPTH PENETR. REC. TYPE/ DESCRIPTION SOIL REMARKS FT. RESIST. IN. NO. DESCRIPTION BL/6 IN. 2/3/2/3 17/24 5-1 Loose,brown,fine SAND, ittle to some silt,trace(-)organics(roots)in upper 8",moist TOPSOIL 0 ppm (0-2') FINE SAND 2/3/3/4 21/24 S-2 Loose,brown,fine SAND,little to some silt,moist 0 ppm (2'-4') 5 — 1/212/3 14/24 S-3 Loose,brown with rust mottling,fine SAND,little silt,moist 0 ppm — (5'-7') • — 3/6/5/1 3/24 S-4 Medium dense,brown,fine to medium SAND,trace(+)silt,moist 0 ppm (7'-9') 9, , — 2/2/3/3 4/24 5-5 Loose,gray,medium to coarse SAND,trace fine sand,trace(-)gravel,wet MEDIUM TO 0 ppm •— — 10 — (9'-11') COARSE SAND End of exploration at 11' 15 20 25 Remarks: 1. Soil screened in field using MiniRAE 2000 photoionization detector(PIO)referenced to benzene in air. Readings in parts per million by volume. "ND"indicates none detected O'REILLY, TALBOT& OKUN ASSOCIATES, INC. ENVIRONMENTAL AND GEOTECHNICAL ENGINEERING CONSULTANTS LOG OF BORING HN-6 Page 1 OF 1 PROJECT: Conz Street Hotel LOCATION: Northampton,MA PROJECT NO.: 2388-01-02 DRILLING CONTRACTOR 'FOREMAN Bob DATE STARTED DATE FINISHED Seaboard Environmental Drilling HELPER Doug 10/25/2012 10/25/2012 DRILLING EQUIPMENT COMPLETION DEPTH GROUND SURFACE ELEV. B-53 Truck Mounted Rig 27' DATUM Approx.111' TYPE BIT Hollow Stem Auger SIZE&TYPE OF CORE BARREL No.Samples 6 UNDIST. CASING Rod TIME FIRST I COMPL. I HR. CASING HAMM. WEIGHT DROP WATER LEVEL(FT.) 10' SAMPLER.2"0.D.Split Spoon Rod A 1 5/8"0.D. BORING Southwest corner of proposed building SAMPLER WEIGHT I DROP LOCATION HAMMER Safety 140 lbs. 30"(Wre Line) ENGINEER/GEOLOGIST Steve McLaughlin SAMPLES SAMPLES DEPTH PENETR. REC. TYPE/ DESCRIPTION SOIL REMARKS FT. RESIST. IN. NO. DESCRIPTION BL/6 IN. 1/2/4/4 12/24 S-1 Loose,brown,fine SAND,little to some silt,trace organics(roots,wood),moist TOPSOIL 0 ppm (0-2') FINE SAND - 2/3/4/5 17/24 S-2 Loose,brown,fine SAND,little to some silt,moist 0 ppm (2'-4') 5 5' • - 1/2/3/5 12/24 S-3 Loose,light gray,fine to medium SAND,trace(+)silt,moist SAND 0 ppm (5'-7') 10 _ 6/9/6/6 8/24 S-4 Top 4":Medium dense,gray,medium to coarse SAND,trace(+)gravel,trace fine 0 ppm _X _ (10'-12') sand,wet Bottom 4":Medium dense,gray,fine SAND,trace silt,trace(-)fine gravel,wet 15 - 2/1/2/3 0/24 S-5 No Recovery Wash in sample (15-17') _—X 20 4/7/9/5 10/24 S-S Medium dense,gray,medium to coarse SAND,trace(+)gravel,trace fine sand,wet 0 ppm (20'-22') 25 25' • 1/2/2/3 22/24 S-7 Soft,gray,varved SILTY CLAY,trace(-)fine SAND,wet VARVED PP=2.7 tsf (25'-27') (varves–1/8"thick) SILTY CLAY TV=0.15 tsf End of exploration at 27' Remarks: 1. Soil screened in field using MiniRAE 2000 photoionization detector(PtD)referenced to benzene in air. Readings in parts per million by volume. "ND"indicates none detected 2. Undrained shear strength estimated in field using E285 Pocket Torvane(TV). Values in tons/f? 3. Unconfined compressive strength estimated in field using Pocket Penetrometer(PP). Values in tons/t{ O'REILLY, TALBOT& OKUN ASSOCIATES, INC. ENVIRONMENTAL AND GEOTECHNICAL ENGINEERING CONSULTANTS LOG OF BORING HN-5 Page 1 OF 1 . PROJECT: Conz Street Hotel LOCATION: Northampton,MA PROJECT NO.: 2388-01-02 DRILLING CONTRACTOR FOREMAN Bob DATE STARTED DATE FINISHED Seaboard Environmental Drilling HELPER Doug 10/25/2012 10/25/2012 DRILLING EQUIPMENT COMPLETION DEPTH GROUND SURFACE ELEV. B-53 Truck Mounted Rig 27' DATUM Approx.111.5' TYPE BIT Hollow Stem Auger SIZE&TYPE OF CORE BARREL No Samples 7 UNDIST. CASING Rod TIME FIRST I COMPL. I HR. CASING HAMM. WEIGHT IDROP WATER LEVEL(FT.) 10' SAMPLER:2"O.D.Split Spoon Rod A 1 5/8"O.D. BORING Center of proposed building SAMPLER WEIGHT I DROP LOCATION HAMMER Safety 140lbs. 30"(Wire Line) ENGINEER/GEOLOGIST Steve McLaughlin SAMPLES SAMPLES DEPTH PENETR. REC. TYPE/ DESCRIPTION SOIL REMARKS FT. RESIST. IN. NO. DESCRIPTION BL/6 IN. 2/2/2/3 12/24 5-1 Loose,brown,fine SAND,little to some silt,trace(-)organics(roots)in upper 5",moist TOPSOIL 0 ppm (0-2') FINE SAND _ - 3/6/6/5 8/24 S-2 Medium dense,light brown with rust mottling in bottom 2",medium SAND,trace(+) MEDIUM 0 ppm (2'-4') fine sand,trace(-)gravel,dry SAND 5 2/3/4/4 6/24 S-3 Loose,brown to light brown,medium SAND,trace coarse sand,trace fine sand,dry 0 ppm (5'-7') _—X • 10 - 2/3/3/3 4/24 S-4 Loose,light brown,medium SAND,trace(+)coarse sand,trace(+)fine sand,wet 0 ppm • (10'-12') 15 _ - 3/4/5/4 12/24 S-5 Loose,gray,medium to coarse SAND,trace(*)fine sand,trace(-)gravel,wet 0 ppm (15-17') • 20, 20 _ 1/2/1/2 5/24 S-6 Soft,gray,varved SILTY CLAY,trace(-)fine sand wet VARVED PP=2.2 tsf (20'-22') (varves-1/8"thick) SILTY CLAY TV=0.11 tsf 25 - 1/2/1/1 12/24 S-7 Soft,gray,varved SILTY CLAY,trace(-)fine sand,wet PP=2.7 tsf (25-27') (varves-1/8"thick) TV=0.15 tsf _—X • End of exploration at 27' Remarks: 1. Soil screened in field using MiniRAE 2000 photoionization detector(PID)referenced to benzene in air. Readings in parts per million by volume. "ND"indicates none detected 2. Undrained shear strength estimated in field using E285 Pocket Torvane(TV). Values in tons/f? 3. Unconfined compressive strength estimated in field using Pocket Penetrometer(PP). Values in tons/fi O'REILLY, TALBOT& OKUN ASSOCIATES, INC. ENVIRONMENTAL AND GEOTECHNICAL ENGINEERING CONSULTANTS LOG OF BORING HN-4 Page 1 OF 1 PROJECT Conz Street Hotel LOCATION: Northampton,MA PROJECT NO.: 2388-01-02 DRILLING CONTRACTOR FOREMAN Bob DATE STARTED DATE FINISHED Seaboard Environmental Drilling HELPER Doug 10/25/2012 10/25/2012 DRILLING EQUIPMENT COMPLETION DEPTH GROUND SURFACE ELEV. B-53 Truck Mounted Rig 27' DATUM Approx.111.5' TYPE BIT Hollow Stem Auger SIZE&TYPE OF CORE BARREL No Samples 8 UNDIST. CASING Rod TIME FIRST I COMPL. HR. CASING HAMM. WEIGHT IDROP WATER LEVEL(FT.) 10' SAMPLER:2"0.D.Split Spoon Rod A 1 5/8"0.0. BORING Center of proposed building SAMPLER WEIGHT DROP LOCATION HAMMER Safety 140 lbs. 30"(Wre Line) ENGINEER/GEOLOGIST Steve McLaughlin SAMPLES SAMPLES DEPTH PENETR. REC. TYPE/ DESCRIPTION SOIL REMARKS FT. RESIST. IN. NO. DESCRIPTION BL/6 IN. 4/5/7/4 17/24 5-1 Medium dense,brown,fine SAND,little to some silt,trace(-)organics(roots)in upper 3", TOPSOIL 0 ppm (0-2') moist FINE SAND - 3/4/4/3 18/24 S-2 Loose,brown,fine SAND,little to some silt,moist 0 ppm (2-4') 5 _ 5' • 4/5/5/6 7/24 S-3 Medium dense,light brown,medium to coarse SAND,trace fine sand,trace(-) MEDIUM TO 0 ppm (5'-7') gravel,dry COARSE SAND - 4/4/3/5 6/24 S-4 Loose,light brown,medium to coarse SAND,trace gravel,trace fine sand,dry 0 ppm (7'-9') 10 - 3/4/10/9 6/24 5-5 Medium dense,brown,medium to coarse SAND,little fine sand,trace(+)gravel, 0 ppm (10'-12') trace silt,wet 15 O ppm - 6/3/4/6 12/24 S-6 Loose,gray,medium SAND,some fine sand,trace(+)silt,trace coarse sand,trace Organics(wood,leaves) (15-17') organics(wood,leaves),wet in sample 20 _ 20 •• 2/3/2/3 11/24 S-7 Medium,gray,varved SILTY CLAY,trace(-)fine sand,wet VARVED PP=2.0 tsf (20'-22') (varves–1/8"thick) SILTY CLAY TV=0.17 tsf 25 - 1/3/2/3 12/24 S-8 Medium,gray varved SILTY CLAY,trace(-)fine sand,wet PP=2.25 tsf (25'-27') (varves–1/8"thick) TV=0.16 tsf — — End of exploration at 27' .. Remarks: 1. Soil screened in field using MiniRAE 2000 photoionization detector(PID)referenced to benzene in air. Readings in parts per million by volume. "ND"indicates none detected 2. Undrained shear strength estimated in field using E285 Pocket Torvane(TV). Values in tons/f' 3. Unconfined compressive strength estimated in field using Pocket Penetrometer(PP). Values in tons/f? O'REILLY, TALBOT& OKUN ASSOCIATES, INC. ENVIRONMENTAL AND GEOTECHNICAL ENGINEERING CONSULTANTS LOG OF BORING HN-3 Page 1 OF 1 PROJECT Conz Street Hotel LOCATION: Northampton,MA PROJECT NO.: 2388-01-02 DRILLING CONTRACTOR FOREMAN Mike DATE STARTED DATE FINISHED Seaboard Environmental Drilling HELPER Doug 10/24/2012 10/24/2012 DRILLING EQUIPMENT COMPLETION DEPTH GROUND SURFACE ELEV. B-53 Truck Mounted Rig 22' DATUM Approx.111.5' TYPE BIT Hollow Stem Auger SIZE&TYPE OF CORE BARREL No.Samples 8 UNDIST. CASING Rod TIME FIRST I COMPL. I HR. CASING HAMM. WEIGHT (DROP WATER LEVEL(FT.) 9' SAMPLER:2"0.D.Split Spoon Rod A 1 5/8"0.D. BORING Northwest comer of proposed building SAMPLER WEIGHT I DROP LOCATION HAMMER Safety 140 lbs. 30"(Wire Line) ENGINEER/GEOLOGIST Steve McLaughlin SAMPLES SAMPLES DEPTH PENETR. REC. TYPE/ DESCRIPTION SOIL REMARKS FT. RESIST. IN. NO. DESCRIPTION BL/6 IN. 3/5/3/3 20/24 S-1 Loose,brown,fine SAND,little silt,trace(-)organics(roots)in upper 4",moist TOPSOIL (0-2') FINE SAND 0 ppm _ - 5/3/4/5 24/24 S-2 Top 19". Loose,brown,fine SAND,little silt,moist 0 ppm _ — (2'-4') Bottom 5":Loose,brown with rust mottling,fine to medium SAND,trace(+)silt, trace(-)coarse sand,moist 5 — — 3/3/1/1 4/24 S-3 Top 2":Loose,gray.fine SAND,little silt,moist 0 ppm _ (5'-7') Bottom 2":Loose,light borwn,medium to coarse SAND,trace(-)fine sand,trace(-) fine gravel,dry — 6' • _ 2/1/6/8 10/24 S-4 Loose,gray,medium SAND,trace(+)coarse sand,trace(-)fine gravel,bottom 2", MEDIUM TO 0 ppm (7'-9') wet COARSE SAND — — 10 — — 4/2/1/4 3/24 S-5 Very loose,brown,medium to coarse SAND,little gravel,trace(+)fine sand,wet 0 ppm (10'-12') — _—X 15 _ ------3— 2/312/3 7/24 S-6 Loose,brown,medium to coarse SAND,little fine sand,trace(-)gravel,trace silt,wet 0 ppm (15-17') - 6/7/3/3 12/24 S-7 Top 10".Medium dense,gray,medium coarse SAND,little gravel,trace fine sand,wet 0 ppm (17'-19') Bottom 2":Medium,gray,varved SILTY CLAY,wet 18' • (varves-1/4"thick) VARVED SILTY CLAY 20 - 1/2/3/3 18/24 S-7 Medium,gray,varved SILTY CLAY,trace(-)fine sand,wet PP=2.25 tsf — (20'-22') (varves-1/8"thick) TV=0.13 tsf —X — • End of exploration at 22' 25 Remarks: 1. Soil screened in field using MiniRAE 2000 photoionization detector(PID)referenced to benzene in air. Readings in parts per million by volume. "ND"indicates none detected 2. Undrained shear strength estimated in field using E285 Pocket Torvane(TV). Values in tons/f? 3. Unconfined compressive strength estimated in field using Pocket Penetrometer(PP). Values in tons/f? O'REILLY, TALBOT & OKUN ASSOCIATES, INC. ENVIRONMENTAL AND GEOTECHNICAL ENGINEERING CONSULTANTS LOG OF BORING HN-2 Sheet 3 of 3 Project No. 2388-01-02 PROJECT: Conz Street Hotel SAMPLES SAMPLES DEPTH PENETR. REC. TYPE/ DESCRIPTION SOIL REMARKS FT. RESIST. IN. NO. DESCRIPTION BU6IN. VARVED SILTY CLAY 65 70 — — 3/3/3/4 24/24 S-11 Medium,gray,varved SILTY CLAY,trace(-)fine sand,wet PP=2.3 tsf _ (70'-72') (varves–1/8"thick) TV=0.1 tsf 75 X 80 80' — 61/ 3/24 S-12 Very dense,reddish-brown,fine SAND,some silt,trace(+)coarse sand, GLACIAL TILL 4. 50 for 4" (80'-82') trace gravel,trace(-)medium sand,wet(TILL) 85 _ - - — _ 73/ 8/24 S-13 Very dense,reddish-brown,fine SAND,some silt,trace medium sand, 5. — •50 for 3" (85'-87') trace coarse sand,trace(-)gravel,wet(TILL) End of exploration at 87' 90 95 O'REILLY, TALBOT & OKUN ASSOCIATES, INC. ENVIRONMENTAL AND GEOTECHNICAL ENGINEERING CONSULTANTS LOG OF BORING HN-2 Sheet 2 of 3 Project No. 2388-01-02 PROJECT: Conz Street Hotel SAMPLES SAMPLES DEPTH PENETR. REC. TYPE/ DESCRIPTION SOIL REMARKS FT. RESIST. IN. NO. DESCRIPTION BL/6IN. VARVED SILTY CLAY 30 _ ><1 1/1/2/3 24/24 S-7 Soft,gray,varved SILTY CLAY,trace(-)fine sand,wet PP=2.6 tsf (30'-32') (varves–1/8"thick) TV=1.1 tsf 35 — — 40 _ _ X 1/1/1/2 24/24 S-8 Soft,gray,varved SILTY CLAY,trace(-)fine sand,wet PP=2.9 tsf — — — (40'-42') (varves–1/4"thick) TV=0.16 tsf — 45 50 _ _ WOH for 6"/ 24/24 S-9 Soft,gray,varved SILTY CLAY,trace(-)fine sand,wet PP=2.7 tsf 2/2/2 (50'-52') (varves–1/8"thick) TV=0.12 tsf 55 60 _ _ _ WOH for 17 24/24 S-10 Soft,gray,varved SILTY CLAY,trace(-)fine sand,wet PP=3.25 tsf 2/2 (60'-62') (varves–1/8"thick) TV=0.14 tsf O'REILLY, TALBOT& OKUN ASSOCIATES, INC. ENVIRONMENTAL AND GEOTECHNICAL ENGINEERING CONSULTANTS LOG OF BORING HN-2 Page 1 OF 3 PROJECT: Conz Street Hotel LOCATION: Northampton,MA PROJECT NO.: 2388-01-02 DRILLING CONTRACTOR 'FOREMAN Mike DATE STARTED DATE FINISHED Seaboard Environmental Drilling HELPER Doug 10/23/2012 10/24/2012 DRILLING EQUIPMENT COMPLETION DEPTH GROUND SURFACE ELEV. B-53 Truck Mounted Rig 87' DATUM Approx.112' TAP BIT Roller 'RI SIZE&TYPE OF CORE BARREL N.Samples 13 FIRST 'UNDIST. ' HR. CASING HAMM. 300lbs. WEIGHT IDROP WATER LEVEL(FT.) - SAMPLER:2"O.D.Split Spoon Rod A 1 5/8"O.D. BORING Northeast corner or proposed building SAMPLER WEIGHT ' DROP LOCATION HAMMER Safety 140 lbs. 30"(Wire Line) ENGINEER/GEOLOGIST Steve McLaughlin SAMPLES SAMPLES DEPTH PENETR. REC. TYPE/ DESCRIPTION SOIL REMARKS FT. RESIST. IN. NO. DESCRIPTION BL/6IN. _ 2/7/10/11 19/24 S-1 Top 6":Medium dense,brown,fine SAND,little silt,trace(-)organics(roots),trace(-) TOPSOIL 0 ppm (0-2') coarse sand,moist(TOPSOIL) FINE SAND Bottom 12":Medium dense,gray,fine SAND,little silt,moist 13/13/10/16 19/24 S-2 Medium dense,gray to brown,fine SAND,little silt,dry 0 ppm (2'-4') 5 5' • 8/8/10/12 10/24 S-3 Medium dense,gray,fine to medium SAND,trace(-)coarse sand,dry FINE TO 0 ppm (5'-T) MEDIUM SAND —X • 9' _ 7/8/7/5 10/24 S-4 Medium dense,gray,medium to coarse SAND,little fine sand,trace(+)gravel,wet MEDIUM TO 0 ppm 10 (9'-11') COARSE SAND _—X 2. Organics(wood)in wash 15 O ppm 6/7/9/11 8/24 S-5 Medium dense,gray,medium to coarse SAND,little fine sand,trace(+)gravel,trace(-) Organics(wood)in (15'-17') organics(wood),wet sample • 19, _ VARVED 20 _ SILTY CLAY _ 2/2/2/2 24/24 S-6 Soft,gray,varved SILTY CLAY,trace(-)fine sand,wet PP=2.75 tsf (20'-22') (varves-1/8"thick) TV=0.09 tsf 25 • Remarks: 1. Began rotary wash at 9' 2. Pieces of wood in wash at 13' 3. Color change of wash water at 19',beginning of silty clay layer 4. Bit grinding at 80' 5. Bit grinding at 84' 6. Undrained shear strength estimated in field using E285 Pocket Torvane(TV). Values in tons/ft` 7. Unconfined compressive strength estimated in field using Pocket Penetrometer(PP). Values in tons/ft` 8. WOH=Weight of hammer 9. WOR=Weight of rod 10.Soil screened in field using MiniRAE 2000 photoionization detector(PID)referenced to benzene in air. Readings in parts per million by volume. "ND"indicates none detected O'REILLY, TALBOT & OKUN ASSOCIATES, INC. ENVIRONMENTAL AND GEOTECHNICAL ENGINEERING CONSULTANTS LOG OF BORING HN-1 Sheet 3 of 3 Project No. 2388-01-02 PROJECT: Conz Street Hotel SAMPLES SAMPLES DEPTH PENETR. REC. TYPE/ DESCRIPTION SOIL REMARKS FT. RESIST. IN. NO. DESCRIPTION BL/6IN. VARVED SILTY CLAY 65 X 1/1/1/2 24/24 S-16 Very soft,gray,varved SILTY CLAY,trace(-)fine sand,wet PP=2.25 tsf (65-67') (varves–118"thick) TV=0.14 tsf 70 _ _ 2/2/2/3 24/24 S-17 Medium,gray,valved SILTY CLAY,trace(-)fine sand,wet PP=2.7 tat (70'-72') (varves–1/8"thick) TV=0.1 tsf 75 --X— 3/2/3/4 24/24 S-18 Medium,gray,varved SILTY CLAY,trace(-)fine sand,wet PP=2.0 tsf (75-77') (varves–1/8"thick) TV=0.06 tsf — • End of exploration at 77' 80 85 — — 90 95 O'REILLY, TALBOT & OKUN ASSOCIATES, INC. ENVIRONMENTAL AND GEOTECHNICAL ENGINEERING CONSULTANTS LOG OF BORING HN-1 Sheet 2 of 3 Project No. 2388-01-02 PROJECT: Conz Street Hotel SAMPLES SAMPLES DEPTH PENETR. REC. TYPE/ DESCRIPTION SOIL REMARKS FT. RESIST. IN. NO. DESCRIPTION BL/6IN. SILTY CLAY 30 _ 30' • _ >K1 WOH for 18" 24/24 S-9 Very soft,gray,varved SILTY CLAY,trace fine sand,wet VARVED PP=2.25 tsf /2 (30'-32') (varves-1/8"thick) SILTY CLAY TV=0.1 tsf 35 _ WOR for 6"/ 24/24 S-10 Very soft,gray,varved SILTY CLAY,trace fine sand,wet PP=2.0 tsf 1/1/2 (35-37') (varves-1/8"thick) TV=0.1 tsf ____>(___ 40 — X- WOR for 6"/ 24/24 S-11 Very soft,gray,varved SILTY CLAY,wet PP=2.1 tsf 1/1/2 (40'-42') (varves-1/2"thick) TV=0.11 tsf X45 WOH 17 24/24 S-12 Very soft,gray,varved SILTY CLAY,wet PP=2.0 tsf 2/2 (45-47') (varves-1/8"thick) TV=0.04 tsf 50 WOR for 6"/ 24/24 S-13 Soft,gray,varved SILTY CLAY,wet PP=2.3 tsf _ _ 1/2/2 (50'-52') (varves-1/4"thick) TV=0.12 tsf 55 1/2/3/4 24/24 S-14 Medium,gray,varved SILTY CLAY,wet PP=2.25 tsf (55-57') (varves-1/8"thick) TV=0.14 tsf 60 WOR for 6"/ 24/24 S-15 Very soft,gray,varved SILTY CLAY,trace fine sand,wet PP=2.6 tsf —____X _ 1/1/2 (60'-62') (valves-1/4"thick) TV=0.11 tsf . • • O'REILLY, TALBOT& OKUN ASSOCIATES, INC. ENVIRONMENTAL AND GEOTECHNICAL ENGINEERING CONSULTANTS LOG OF BORING HN-1 Page 1 OF 3 PROJECT: Conz Street Hotel LOCATION: ..' Northampton,MA PROJECT NO.: 2388-01-02 DRILLING CONTRACTOR 'FOREMAN Mike DATE STARTED DATE FINISHED Seaboard Environmental Drilling HELPER Doug 10/23/2012 10/23/2012 DRILLING EQUIPMENT COMPLETION DEPTH GROUND SURFACE ELEV. B-53 Truck Mounted Rig 77' DATUM Approx.111.5' CAST YP BIT Roller 'S tlE&TYPE OF CORE BARREL TIME Samples 18 FIRST IUNDIS . ' HR. CASING HAMM. 300 lbs. WEIGHT (DROP WATER LEVEL(FT.) 7' SAMPLER:2"0.D.Split Spoon Rod A 1 5/8"O.D. BORING Southeast corner of proposed building SAMPLER WEIGHT DROP LOCATION HAMMER Safety 140 lbs 30"(Wre Line) ENGINEER/GEOLOGIST Steve McLaughlin SAMPLES SAMPLES DEPTH PENETR. REC. 'TYPE/ DESCRIPTION SOIL REMARKS FT. RESIST. IN. NO. DESCRIPTION BL/6 IN. 312/2/3 18/24 S-1 Loose,brown,fine SAND,little silt,trace(-)organics(roots)in uoper 10",dry TOPSOIL 0 ppm (0-2') FINE SAND - 413/3/3 16/24 S-2 Loose,brown,fine SAND,trace(*)silt,dry 0 ppm (2-4') 5 3/3/3/3 16/24 S-3 Loose,gray,fine SAND,trace(*)to little silt,trace medium sand,bottom 8"moist 0 ppm (5'-7') — _ 8/3/4/4 8/24 S-4 Loose,gray,coarse SAND,little medium sand,trace(*)gravel,trace fine sand,wet SAND AND 1 0 ppm (7'-9') GRAVEL _ - 5/5/8/12 7/24 S-5 Medium dense,gray,coarse SAND,little fine to medium sand,little gravel,trace 0 ppm 10 (9'-11') silt,wet 15 _ 4/4/8/8 8/24 S-6 Medium dense,gray,fine to medium SAND,trace silt,wet 0 ppm (15'-17') 2. 20 _ 0 ppm 10110/12/8 8/24 S-7 Medium dense,gray,coarse SAND,some medium sand,little gravel,trace fine 3. Organics(wood)in (20'-22') sand,wet wash E2' • SILTY CLAY 25 - 1/2/2/2 10/24 S-8 Soft,gray,silty CLAY,wet PP=1.25 tsf (25-27') TV=0.075 tsf • Remarks: 1.Began rotary wash at 10' 2.Bit grinding at 15-20' 3.Wood in wash at 20' 4.Resistance of casing blows less at 22',beginning of silty clay layer 5. WOH=Weight of hammer 6. VVOR=Weight of rod 7. Soil screened in field using MiniRAE 2000 photoionization detector(PID)referenced to benzene in air. Readings in parts per million by volume. "ND"indicates none detected 8. Undrained shear strength estimated in field using E285 Pocket Torvane(TV). Values in tons/ft2 9. Unconfined compressive strength estimated in field using Pocket Penetrometer(PP). Values in tons/ft2 § -1•' 1111 tfl- .a-- 1 i j 11 i ,al...' ''' f■ i I.' ';31, .(7)' 4)C:1 '-c c, _2 1.7 c..,'• , I; tl . II it i n. - ■ a. 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SITE LOCUS -. 1 November 2012 Figure 1 LIMITATIONS 1. The observations presented in this report were made under the conditions described herein. The conclusions presented in this report were based solely upon the services described in the report and not on scientific tasks or procedures beyond the scope of the project or the time and budgetary constraints imposed by the client. The work described in this report was carried out in accordance with the Statement of Terms and Conditions attached to our proposal. 2. The analysis and recommendations submitted in this report are based in part upon the data obtained from widely spaced subsurface explorations. The nature and extent of variations between these explorations may not become evident until construction. If variations then appear evident,it may be necessary to reevaluate the recommendations of this report. 3. The generalized soil profile described in the text is intended to convey trends in subsurface conditions. The boundaries between strata are approximate and idealized and have been developed by interpretations of widely spaced explorations and samples; actual soil transitions are probably more erratic. For specific information, refer to the boring logs. 4. In the event that any changes in the nature, design or location of the proposed structures are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing by O'Reilly, Talbot & Okun Associates Inc. It is recommended that we be retained to provide a general review of final plans and specifications. 5. Our report was prepared for the exclusive benefit of our client. Reliance upon the report and its conclusions is not made to third parties or future property owners. Geotechnical Engineering Recommendations O'Reilly, Talbot & Okun 1— ENGINEERING 1 Proposed Hotel,Conz Street Northampton,Massachusetts [ A S S O C I A T E S recommend that testing be performed on excavated materials, to confirm that fill requirements are met. Otherwise, these materials will need to be imported. In addition, any asphalt,vegetation, organic or topsoil soils should be stripped from beneath the proposed structures. Fill, debris, topsoil or organic soils stripped from the excavation should not be re-used as fill beneath structures. To avoid point loads, any cobbles or boulders larger than 4 inch diameter encountered at the subgrade for footings and slabs-on- grade should be removed and replaced with compacted sand and gravel fill. Compaction should achieve at least 95% of the Modified Proctor dry density as defined in ASTM D1557, Method C. Fill placed beneath footings, floorslabs and pavements should be densified to at least 95% of the Modified Proctor dry density as defined in ASTM D1557, Method C. Fill should be placed in lifts of no more than 12-inches and compacted with at least four passes with a vibrating drum roller (minimum of 6,000 pound weight). To facilitate compaction, the moisture content should be maintained at or near the optimum moisture content. If you have any questions, please do not hesitate to contact the undersigned. Sincerely yours, O'Reilly,Talbot&Okun Associates, Inc. s ey L Sullivan,P.E. Michael . Sr. Project Engineer Principal Attachments: Limitations,Figures,Boring Logs,Laboratory Data O:\J 2300\2388 Hotel Northampton\01-02 CONFIDENTIAL MATTER Conz St Northampton MA-Geotech\Geotech Report 11-20-2012.doc Page 12 Geotechnical Engineering Recommendations O'Reilly, Talbot & Okun /- ENGINEERING 1 Proposed Hotel,Conz Street Northampton,Massachusetts [ A S S O C I A T E S ] Flexible Pavement Design We understand that the proposed pavement design is for light passenger vehicles with an occasional delivery truck. The proposed flexible asphalt design section is provided in Table 4. Table 4 Pavement Design Sections Layer Thickness Asphalt Finish Course 1-1/2 inch Asphalt Binder Course 1-1/2 inches Gravel Base Course 6 inches Sand & Gravel Sub-base 8 inches Table 4 presents recommendations for gradation requirements for the Sand and Gravel sub- base, and Gravel Base course materials. Please note that the Sand and Gravel sub-base specification is near that for Massachusetts DPW M1-03.0,Type A Sand-Gravel. Earthwork Recommendations We anticipate that earthwork for this project will include fills to form the building pad, subgrade preparation and fills for pavements. Three fill types are recommended, Sand and Gravel Sub-Base for use beneath slabs, footings, and pavements, Gravel Base Course for use beneath pavements, and Granular Fill for use at depths greater than 12 inches beneath floor slabs and footings and as miscellaneous fill. Grain size distribution requirements are presented in Table 5. Table 5 Grain Size Distribution Requirements Size Sand and Gravel Gravel Base Course I Granular Fill Percent Finer by Weight 4 inch 100 100 100 1/2 inch 50-85 50-85 --- No. 4 40-75 40-75 --- No. 10 --- 30-60 30-90 No. 40 10-35 10-35 10-70 No. 100 --- 5-20 --- No. 200 0-8 2-10 0-15 The existing granular Site soils may be suitable for use as fill, if free from deleterious materials. The organic topsoil or organic silt layers observed in the borings would not be suitable for use as fill in building or pavement areas. If on-Site soils are to be used as fill,we Page 11 Geotechnical Engineering Recommendations O'Reilly, Talbot & Okun r ENGINEERING _ Proposed Hotel,Conz Street Northampton,Massachusetts [ A S S O C I A T E S ] sized to provide complete coverage over their supporting RAP ground reinforcement, and continuous footings must be at least 30 inches wide to provide full coverage over the piers. All other applicable requirements of the Massachusetts State Building Code should be followed. Sand and gravel fill beneath foundations should be compacted to at least 95% of the Modified Proctor dry density as defined in ASTM D1557, Method C. Fill materials should meet grain size requirements presented in Table 5. Concrete Slabs The subgrade within the footprint of the proposed buildings should be stripped of topsoil and densified to treat any loose areas that are present. We recommend that concrete floor slabs bear on at least 6 inches of compacted Sand and Gravel or crushed stone to provide uniform support and a capillary moisture break. The subgrade should also be free of large boulders. The Sand and Gravel fill beneath the concrete slabs should meet the grain size distribution characteristics outlined in Table 5. Fill supporting slabs should be placed in accordance with the recommendations for compaction provided below. Earthquake Considerations Earthquake loadings must be considered under requirements in Section 1613 and 1806 of the 8th Edition (February 2011) Massachusetts State Building Code (MSBC). The 8`h Edition of the MSBC is based upon the International Code 2009 with Massachusetts amendments. Section 1613 covers lateral forces imposed on structures from earthquake shaking. Per Table 1604.11, the maximum considered earthquake spectral response acceleration at short periods (S,) and at 1-sec (S1) was determined to be 0.22 and 0.066, respectively, for Northampton, Massachusetts. In addition, the Site Class was determined to be Class E based upon soil data collected. Furthermore, the Site coefficients Fa and F„ were determined according to Tables 1613.5.3(1) and 1613.5.3(2), using both the SS and S,values and the Site Class. For this Site, Fa and F,were determined to be 2.5 and 3.5,respectively. Section 1804.6 relates to the liquefaction potential of the underlying soils. The liquefaction potential was evaluated for the Site soils encountered below the water table using Figure 18.4.6(B) of the MSBC. Without ground improvement, the loose granular soils observed below the water table may be subject to liquefaction and may experience settlement under earthquake loads. However, the ground improvement recommended in this report will densify the soil mass and address any liquefaction concern. The varved silt and clay soils are not subject to liquefaction due to their fine grained nature. Page 10 Geotechnical Engineering Recommendations O'Reilly, Talbot & Okun r ENGINEERING 1 Proposed Hotel,Conz Street Northampton,Massachusetts [ A S S O C I A T E S ] • Installation of RAPs; • Construction of the building pad; • Adding the recommended amount of fill with a weight approximately equal to the weight of the building (dead plus live load). We recommend that the preload consist of sand and gravel that could be re-used elsewhere on the project; • Installing settlement platforms and measuring the amount and rate of settlement; • Once the rate of settlement has slowed to acceptable rates, removing the excess fill; and • Installing the footings,building pad and structure. 'We recommend that this sequencing schedule be discussed with the Project Architect, Construction Manager, General Contractor, RAP designer and installer, and other team members prior to construction, to identify modifications which could potentially improve cost effectiveness and scheduling. Monitoring Settlement platforms and periodic monitoring, as described above, will be necessary to document the settlement response to placement of the new fill and to determine that settlement is essentially complete before foundation construction may begin. Building loads to be supported on the improved granular soils can in-turn be constructed on normal spread footings, and a slab-on-grade floor slab may be constructed to bear on the surface of the new fill. Foundations Provided the near surface soils are reinforced using Rammed Aggregate Piers as described above, the structure can be supported on normal spread footing foundations designed for a maximum allowable bearing pressure of 4,000 pounds per square foot, or as specified by the RAP designer during the final design. Depending on the construction and spacing of the RAPs, it may be possible to use a higher bearing pressure. The footing subgrades should be prepared using crushed stone or compacted sand and gravel as specified by the RAP designer, since the relatively high bearing pressure used is dependent on appropriate subgrade preparation. If the footing excavations become wet and disturbed following excavation or if soft areas are encountered, it may become necessary to over excavate for footings and backfill with additional sand and gravel. Exterior footings should be embedded a minimum of 48 inches below the exterior finish grade for frost protection. The interior footings should be embedded two feet below the overlying floor slab. Footings shall be at least 18 inches wide for continuous footings and at least 24 inches wide for isolated footings. For the RAP system, isolated footings must be Page 9 Geotechnical Engineering Recommendations O'Reilly, Talbot & Okun 4—' ENGINEERING 1 Proposed Hotel,Conz Street Northampton,Massachusetts ( A S S O C I A T E S ] Rammed Aggregate Piers Recommendations The loose granular soils observed in the upper 20 feet at the Site are not favorable for construction. These soils are susceptible to liquefaction under seismic loads and will also compress under the anticipated foundation loads, due to their loose consistency. This compression could result in differential settlement due to their variability. The MSBC requires that liquefaction susceptible soils be addressed. Rammed Aggregate Piers (RAPs or Geopiers) are a proprietary foundation technique that use drilled and compacted stone columns to stiffen the soil mass. The piers are typically installed in a rectangular grid pattern spaced at approximately 10 ft. on center. Structures founded on stone columns can in-turn be supported on normal spread footings. In New England, these piers are installed by Helical Drilling of Braintree, Massachusetts (781-848- 2110). The installation process introduces lateral stresses into the surrounding soil mass to stiffen and reinforce the surrounding soil matrix. RAPs are typically designed for the contractor by a Professional Engineer working on behalf of the Geopier Foundation Company. In developing a design for a given project, the Geopier Designer determines the anticipated capacity and Geopier design parameters for the project based on the ground conditions observed at the Site and then estimates settlement at the proposed building loads. With this information, the designer then determines the number, size, depth, and location of piers for the project. At this Site, we anticipate that the columns will extend to a depth of approximately 20 feet. For spread footings founded directly on a Geopier reinforced subgrade, we recommend that a bearing capacity of 4,000 pounds per square foot be used. Upon request,D/BG,working in cooperation with the Geopier Installer will provide a more detailed design and cost estimate to aid the owner in evaluating building cost. At this Site, we anticipate that the RAPs will extend to a maximum depth of approximately 20 feet. Geopiers are typically installed in a relatively tight spacing beneath structural elements such as footings, shear walls and load bearing slabs. For this project, we anticipate that Geopiers would be installed beneath footings, shear walls and slabs,with wider spacings under normal slabs-on-grade. We recommend that spread footings on rammed aggregate piers be designed based on an allowable bearing pressure of 4,000 pounds per square foot and strip footings should be at least 30 inches wide to provide full cover over individual rammed aggregate piers. However, the final footing dimensions should be coordinated with the requirements of the rammed aggregate pier Designer to ensure that the footings will provide full coverage above the supporting piers and permit the piers to be constructed at a minimum edge-to-edge distance of one foot. Sequencing We recommend that the ground improvement be sequenced as follows: Page 8 Geotechnical Engineering Recommendations O'Reilly, Talbot & Okun 1— ENGINEERING 1 Proposed Hotel,Conz Street Northampton,Massachusetts [ A S S O C I A T E S ] in a controlled manner, which will reduce post-construction settlement. This preparation allows the building to perform adequately on a normal spread footing foundation. Because the Site soils contain frequent sand and silt lenses, a significant portion of the anticipated settlement will likely occur relatively quickly after load application (i.e. during construction). Assuming the Site is preloaded, we would anticipate that most of the settlement will occur within three months after load application. Recommendations for preloading and preload monitoring are provided below. The magnitude of consolidation and settlement of the deeper varved silt and clay soils is dependent on depth to top and thickness of this layer, the stiffness of the soil, the maximum pressure which the soil has experienced in the past, and the presence of sand lenses in the fine-grained soil matrix (which affect the time rate of settlement). At this Site, the fill and building loads are not expected to result in stresses beyond the past maximum pressure; however, some settlement is expected to occur, particularly due to soil fill loads. We have developed estimates of the total and differential settlements. These estimates are presented in Table 3. These estimates assume the placement of three feet of fill across the Site and a footing load of 4,000 psf. Table 3 Settlement Estimates Loading Condition Total Settlement Total Differential Fill load (Assumes 3 feet) 2 1 Building Load 0.5 0.25 Total 2.75 1.5 In addition to the preload and Geopier recommendation, we recommend that the structural engineer design the building with flexible joints to withstand up to two inches of differential settlement without serious damage or disruption in important services in the building. Preload Recommendations To prevent excessive post-construction total and differential settlement of the clay layer, we recommend that the Site is filled to near final grades early in the construction sequence to allow settlement to occur. If necessary, additional soil fill (which is equal to the weight of the structure) can be placed at the Site to pre-load the Site to further promote settlement prior to construction. The settlement of the fine grained soils should occur rather quickly due to it generally being over-consolidated and the presence of sand lenses, which promote drainage. We expect the settlement to occur over a period of approximately three months. The settlement can be monitored and once settlement rates decrease to tolerable levels, construction can occur. Page 7 Geotechnical Engineering Recommendations O'Reilly, Talbot & Okun r ENGINEERING —► Proposed Hotel,Conz Street Northampton,Massachusetts [ A S S O C I A T E S ] respectively. This area, in particular the soils encountered in IF-2, is less favorable for infiltration. In general, most of the study borings (9 of 10) indicated that near surface soils consisted of fine sand with little to some silt. These soil conditions are similar to those at test locations IF-2 and IF-3, where soil permeability was on the order of 0.02 to 0.5 feet per day, and is less favorable for storm water infiltration. Therefore, these lower values should be considered for most of the infiltration system design and we recommend the use of 0.1 feet/day be used as a coefficient of permeability. As described above, conditions appear to be more favorable in the western part of the Site (boring HN-8/test IF-1), where near surface soils consist of a fine to coarse sand with gravel and only trace amounts of silt. In these areas, a coefficient of permeability of 30 to 50 feet per day could be used. Since existing data indicates that conditions for storm water infiltration are favorable under only a limited area of the Site, it may be appropriate to perform additional explorations to maximize the location of infiltration systems in favorable areas. GEOTECHNICAL ISSUES The significant geotechnical issues for the proposed construction addressed in this report are the presence of loose granular soils and soft fine grained soils, and the settlement of the structures due the compression and consolidation of these layers. The amount of settlement without improvement would vary due to varying soil stratigraphy and the amount of fill needed to form the building pads. In addition, the near surface granular soils are loose and potentially liquefiable under earthquake loads. Additional geotechnical issues include foundation bearing capacity, seismic related issues, and the suitability of on-Site materials for use in engineered fills. DESIGN RECOMMENDATIONS Design recommendations are presented below based upon the information available to us regarding this project. Recommendations for ground improvement include rammed aggregate piers and a soil preload,and are discussed below. Ground Improvement Ground improvement is recommended to address the liquefaction potential and low bearing capacity of the near surface soils, and the compression of the underlying soft silt and clay under the fill and building loads. As was discussed above, settlement considerations are a significant factor in this construction. We recommend the installation of Rammed Aggregate Piers (RAPs) to densify the near surface granular soils and to address liquefaction concerns. Preloading is recommended to preconsolidate the underlying soft silt and clay, and thus reduce the amount of post construction settlement. Rammed Aggregate Piers (also known as Geopiers) would also be used to densify the upper granular soils to improve slab and building support and allow for the use of a higher bearing pressure,which would reduce the size of building footings. Preloading would induce the consolidation of the soft silt and clay Page 6 Geotechnical Engineering Recommendations O'Reilly, Talbot & Okun r ENGINEERING 1 Proposed Hotel,Conz Street Northampton,Massachusetts [ A S S O C I A T E S ] constant water head. Calculations are then made to estimate the saturated permeability of the soil for storm water infiltration. The permeability test was performed at each location by auguring a shallow hole into the soil, adding water to the apparatus and then recording the change in the rate of water flow from a reservoir over time. These data were then used to estimate the coefficient of permeability or hydraulic conductivity. Results are presented in Table 2 and discussed below. Infiltration test locations are shown on Figure 2. Table 2 Hydraulic Conductivity Test Results Location Test Number Permeability Feet/day West Parking Area IF-1 50 Western portion of 2 North Parking Area IF 2 0.0 Eastern portion of IF-3 0.5 North Parking Area 1. Each test was performed at an approximate depth of 2.5 feet below ground surface,which corresponds to an approximate elevation of 108.5 feet. 2. These elevations were developed by referring to the Site plan provided by Berkshire Design Associates and referring to measurements taken from existing Site features. Data shown in this table should be considered approximate only to the degree implied by the method(s) used. The near surface soils vary in composition across the Site, and therefore, the infiltration rates were observed to vary between each test location. Some areas appear to be favorable for infiltration (higher permeability), while others are not as favorable (lower permeability), as described below. The test completed in the western portion of the Site (IF-1) was performed at a depth of 2.5 feet below ground surface (corresponding to an approximate elevation of 108.5 feet). The soil encountered at this depth consisted of fine to medium sand with trace silt. Near surface soils in nearby boring HN-8 consisted of a medium to coarse sand with some gravel and trace amounts of silt. The saturated hydraulic conductivity value determined for this area was 50 feet per day. The soils in this area are favorable for infiltration. The tests completed in the northern parking lot (IF-2 and IF-3) were performed at a depth of 2.4 feet below ground surface (corresponding to an approximate elevation of 108.5 feet). The soils at test locations IF-2 and IF-3 were similar to the description of soils in nearby boring HN-7 Specifically, the soil encountered at this depth in IF-2 consisted of fine sand and silt with trace (+) clay, and the soil encountered at this depth in IF-3 consisted of fine sand with some to little amounts of silt and trace (-) clay. The saturated hydraulic conductivity value determined for locations IF-2 and IF-3 were 0.02 and 0.5 feet per day, Page 5 Geotechnical Engineering Recommendations O'Reilly, Talbot & Okun 1— ENGINEERING —1 Proposed Hotel,Conz Street Northampton,Massachusetts [ A S S O C I A T E S ] correlations between moisture content and consolidation properties of varved silt and clays' to determine recompression ratios for use in settlement analysis. The measured moisture content values are in the high range of typical values for Connecticut River Valley varved silt and clay, indicating that the clay is relatively soft and compressible. The moisture content data are provided in Table 1. Table 1 Moisture Content Boring Depth/Elevation (feet) , Moisture Content (%) HN-2 20-22/190-192 50.7 HN-2 30-32/180-182 61.4 HN-2 50-52/160-162 56.0 HN-2 70-72/140-142 42.5 Glacial Till: In boring HN-2, which was the only boring to fully penetrated the varved clay unit, glacial till was encountered at a depth of 80 feet below ground surface. Glacial till was deposited at the base of the continental glaciers that once covered the site area. Glacial till is typically very hard and is incompressible under typical foundation loads (including those for this project). The till consists of a hard, red-brown heterogeneous mixture of silt, clay, sand and fine gravel. Boring HN-2 was terminated within the glacial till at a depth of 87 feet below ground surface. Although we did not fully penetrate the glacial till layer, it is typically on the order of 10 feet or less in thickness. Therefore, the depth to bedrock is on the order of 90 feet. This compares favorably with published geologic data. Groundwater At the time of drilling, groundwater was encountered in each of the borings at a depth of between 7 and 9 feet below ground surface in the borings. Therefore,given the design floor elevations and existing topography of the Site, groundwater will not likely be encountered during construction,with the possible exception of utility excavations HYDRAULIC CONDUCTIVITY TESTING AND RESULTS In-situ hydraulic conductivity (or coefficient of permeability) testing was performed at the Site to design the storm water infiltration system. The tests were performed in the native silty, fine sand or sand and gravel layers present in the upper 10 feet using a constant head methodology as described below. The tests were performed using a Guelph permeameter. The Guelph permeameter allows the rate of water recharge into an unsaturated soil to be measured while maintaining a I"Foundation Design of Embankments Constructed on Connecticut River Valley Varved Clays", Ladd, Massachusetts Institute of Technology. Page 4 Geotechnical Engineering Recommendations O'Reilly, Talbot & Okun r ENGINEERING —► Proposed Hotel,Conz Street Northampton,Massachusetts [ A S S O C I A T E S ] determination. Certain engineering properties of the silt and clay are related to moisture content. Published correlations were used to estimate these properties for our design analyses. Laboratory data sheets are attached. The results of the laboratory testing are discussed below. SUBSURFACE CONDITIONS This discussion of subsurface conditions at the Site is based upon published geologic information and soil investigations performed at the Site. Subsurface conditions at the project Site consist of a surface layer of topsoil, underlain by alluvial sand and then a varved silt and clay. The varved silt and clay are in-turn underlain by glacial till. The subsurface profile determined during our exploration program was consistent with published data and is similar to data from other nearby sites. General information regarding each of these layers is provided below. Topsoil: Each of the borings was performed in landscaped areas. Therefore, the ground surface at each boring location consisted of between 6 and 19 inches of topsoil. A paved driveway is located as shown on the plan. Beneath this paved area, near surface soils likely consist of a sand and gravel base course on the order of 12 inches thick. Alluvial Sand: The topsoil was underlain by a loose to medium dense, fine to coarse sand with varying amounts of gravel and silt to a depth of approximately 20 feet below ground surface. In general, this granular deposit became coarser with depth. In borings HN-1, HN- 2, and HN-4, organic material was observed either in the split spoon samples or the drill cuttings near a depth of 20, 13, 15 feet, respectively. It appears that this layer is approximately one to two feet thick; however, greater amounts may be in other localized areas. The loose upper soil layer is of significance at the Site because of its variable density, (which could result in differential settlement of the structure), it may be compressible under building loads, and the organic matter in the soil may decompose over time (which could result in additional building settlement). Varved Silt and Clay: The sand layer was in-turn underlain by varved clay. The varved clay deposit consists of fine grained, post-glacial, lake sediments that were deposited within ancestral Lake Hitchcock (which filled much of the Connecticut River Valley from the retreat of the last continental glacier until approximately 15,000 years ago). These fine grained soils are characterized by alternating layers (or varves) of silt, sand and clay. The varved clay was found to be soft to very soft between 20 and 70 feet below the ground surface, and medium stiff to stiff between 70 and 80 feet below the ground surface. Four samples were collected from various depths within the varved clay layer and were analyzed for moisture content. The moisture content, based upon the dry unit weight, ranged from 42 to 61 percent. The moisture contents were compared to published Page 3 Geotechnical Engineering Recommendations O'Reilly, Talbot & Okun 1— ENGINEERING 1 Proposed Hotel,Conz Street Northampton,Massachusetts [ A S S O C I A T E S ] 2012. They were performed using a Mobile B-53 truck mounted drill rig using either hollow stem auger or casing and rotary wash drilling techniques. An O'Reilly, Talbot & Okun Associates, Inc. (OTO) engineer observed and logged the borings. Boring locations are shown on Figure 2. Borings HN-1 through HN-6 were performed within or near the footprint of the proposed building. Borings HN-7 through HN-10 were performed within proposed parking areas. Borings HN-1 and HN-2 were extended to a depth of between 77 and 87 feet below ground surface, and borings HN-3 through HN-6 were performed to a depth of between 22 and 27 feet below ground surface. Parking lot borings HN-7 through HN-10 were performed to a depth of 11 feet below ground surface. Each boring was observed by an OTO field engineer, who collected the soil samples and classified the materials encountered. Boring logs are attached. Soil samples were collected using a 2-inch diameter split spoon sampler driven 24-inches with a 140 pound hammer falling 30 inches (standard penetration test or SPT). The number of blows required to drive the sampler each 6 inches was recorded. The standard penetration resistance is the number of blows required to drive the sampler the middle 12 inches. Soil properties, such as relative density, are related to the SPT blow count. Photo-Ionization Detector (PID) Screening The headspace of each soil sample was screened in the field using a photo ionization detector (PID). PID screening provides a qualitative assessment of volatile organic content of the samples. PID readings are provided on the boring logs. In summary, the readings were below the instrument detection limit. Field Strength Testing Field strength testing was performed on selected samples of the silt and clay using pocket torvane (E-285 Pocket Vane Shear Tester) and pocket penetrometer devices. These field measurements are intended to provide a measure of the strength of the fine grained soils encountered. The pocket penetrometer provides a measure of the unconfined compressive strength of soil by failing the clay under normal conditions by "punching". The torvane device provides an estimate of the undrained shear strength of fine grained soils by failing the silt and/or clay in a rotational shearing mode. Theoretically, the unconfined compressive strength is twice the undrained shear strength. A total of 21 pocket penetrometer and torvane tests (each) were completed in the field. Pocket torvane and pocket penetrometer results are presented on the boring logs. Moisture Content Testing In addition, four soil samples were submitted for laboratory analysis to the Soil and Plant Tissue Testing Laboratory at UMass-Amherst in Amherst, Massachusetts. Six samples, collected from various depths within boring HN-2, were submitted for moisture content Page 2 EnvironmentalSafetyHealthGeotechnical T O'Reilly, Talbot & Okun ENGINEERING 293 Bridge Street [ A S S O C I A T E S ] Suite 500 Springfield,MA 01103 Tel 413 799 6222 Fax 413 788 9930 www.oto-env.com J2388-01-02 November 20, 2012 Mr. Mansour Ghalibaf,Manager Tala Hotels Holding,LLC 36 King Street Northampton,Massachusetts 01060 Re: Geotechnical Engineering Recommendations Proposed Hotel, Conz Street Northampton,Massachusetts Dear Mr. Ghalibaf: We are pleased to provide these geotechnical recommendations for the proposed new hotel building to be located on Conz Street in Northampton, Massachusetts. Our services consisted of review of published documentation, observation of ten, soil boring and preparation of logs, the collection and laboratory analysis of soil samples, completion of infiltration tests, engineering analyses, and preparation of this report. This report is subject to the attached limitations. PROPOSED CONSTRUCTION Project plans call for the construction of a four-story hotel building with a footprint of approximately 20,000 square feet. We understand that the building will be a three or four story, timber framed, slab-on-grade structure. Maximum structural loads are expected to be less than 3 kips per linear foot (klf) for the exterior walls and on the order of 300 kips for the columns. A Site Plan showing the proposed location and footprint of the structure is provided as Figure 2. Presently, most of the Site is grass covered with the exception of a paved access drive, as shown on Figure 2. The existing ground surface is relatively flat between an elevation of 110 and 112 feet. We understand that the slab will likely be approximately two to three feet above existing ground surface. Therefore, a fill of approximately two to four feet will be needed to form the building pad. Storm water will infiltrate into the ground via infiltration galleries located within parking areas. SOIL BORINGS Soil investigations consisted of ten, soil borings (HN-1 through HN-10). The borings were performed by Seaboard Drilling of Chicopee, Massachusetts between October 23 and 25, Bk: 11206 Pg: 263 granted or reserved hereunder, unless such cost, claim, expense, damage or liability is a result of the conduct of the Grantor or of the Grantee,or their agents, invitees, employers, or contractors, as the case may be. The Grantor and the Grantee shall promptly notify the other of any claim for which the notifying party intends to seek indemnification as provided herein. (B) Prior to engaging in any activity within the Easement Area, each party shall provide the other with a certificate of insurance, identifying the location of the Easement Area, evidencing insurance coverage as follows (i) commercial general liability, including personal injury,death and property damage in the minimum amount of$1,000,000.00 per occurrence and $2,000,000.00 in the aggregate; and(ii) automobile liability coverage for owned,hired and non- owned vehicles in the minimum amount of$1,000,000.00 per occurrence and$2,000,000.00 in the aggregate; and(iii)workers' compensation coverage for all employees in the minimum amount of$500,000.00, issued by an insurance company or companies qualified to do business in the Commonwealth of Massachusetts and having a rating of at least"A-VII"by A.M. Best Company, and written on a per occurrence basis. Each certificate shall name the other party, its officers,managers,members, employees, agents and affiliates as"Additional Insureds"with respect to any and all liability coverage and/or property damage, and shall provide that thirty(30) days written notice be given to the other party prior to any cancellation or material change in the policy. (C) Neither party shall engage in any activity within the Easement Area that is in violation of any local, state, or federal ordinance,rule, statute or regulation. (D) The foregoing easements may be modified or amended only by written instrument recorded in the Hampshire District Registry of Deeds. This grant of easements is binding upon and inures to the benefit of the parties hereto and their respective successors and assigns. The rights and remedies hereunder shall be construed and enforced in accordance with the laws of the Commonwealth of Massachusetts. The easement and the agreements created hereby are intended to be, and shall be deemed to be, covenants running with the land and are not personal to any individual party and shall be deemed to both benefit and burden the Grantor's and the Grantee's premises in the manner provided herein. ATTEST: HAMPSEI RE, dka,,a, I'., , REC n MARY A LBERD 1415603 Bk: 11206 Pg: 262 Thence, running southeasterly along the westerly side of Conz Street along a curve to the right having a radius of 917.72 feet an arc distance of 26.04 feet to a point; Thence, running S 41°43'46"W a distance of 105.60 feet to a point; Thence, running S 38°42'50"W a distance of 233.16 feet to a point; Thence,running southwesterly and southerly along a curve to the left having a radius of 39.00 feet an arc distance of 61.27 feet to a point; Thence,running S 51°17'55" E a distance of 40.96 feet to a point; Thence, running S 38°42'50"W a distance of 38.22 feet to a point at land now or formerly of The Trustees of Smith College; Thence,running N 66°26'23"W along land now or formerly of The Trustees of Smith College a distance of 79.94 feet to a point; Thence, running N 21°34'57"E along land now or formerly of Gazette Realty, LLC a distance of 97.81 feet to a point; Thence, running N 38°42'50" E along land now or formerly of Gazette Realty, LLC along a line 20 feet from the face of the building a distance of 130.00 feet to a point; Thence, continuing N 38°42'50"E a distance of 108.48 feet to a point; Thence, running N 41°43'46" E a distance of 107.58 feet to the place of beginning. The Grantor further reserves an easement any exisiting utility on Parcel `A' that currently serves the remaining land of the Grantor. The Grantee shall be solely responsible at all times to keep the Easement Area in good order and repair and reasonably free from all refuse, snow, ice and other obstructions. Notwithstanding the foregoing, if either party causes damage to the Easement Area beyond normal wear and tear, the party directly responsible for causing said damage shall bear the full expense of repairing the same and restoring the area to its prior condition. III. Storm Water Easement. Subject to and reserving to the Grantor a perpetual, appurtenant,nonexclusive right and easement in common with the Grantee for drainage of Grantor's existing stormwater on to Grantee's land(the "Storm Water Easement"). Grantor agrees that if it makes any improvements or changes to its remaining land that increases the stormwater flow on to the Grantee's land, it shall undertake such measures as are required to retain such excess flow on Grantor's own land. IV. Provisions Applicable to all Easements. (A) The Grantor and Grantee each agrees to indemnify and hold harmless the other of, from and against all costs, claims, expenses (including reasonable attorneys' fees),damages (including personal injury and property damage), and liabilities of any nature whatsoever(including, without limitation, court costs and reasonable attorneys' fees),incurred by them(a) as a result of or in connection with any personal injury or property damage that occurs in, on, or around the Easement Area in connection with any exercise of the rights granted or reserved hereunder, (b) as a result of or in connection with any failure by either party to comply with the provisions of this grant of easement, or(c) otherwise resulting from or relating to any exercise of the rights 1415603 Bk: 11206 Pg: 261 EXHIBIT A A certain parcel of unimproved land being a portion of the premises known as 115 Conz Street, Northampton, Massachusetts and more particularly described as Parcel `A', 100,282 Sq. Ft.±, 2.302 Acres± (the"Premises")on a plan of land entitled"Plan of Land in Northampton, MA prepared for Tala Hotels Holding, LLC, dated January 18, 2013, Scale 1"=20", prepared by The Berkshire Design Group, Inc., a copy of which is recorded in the Hampden County Registry of Deeds in Plan Book a 2$ , Page 122. (the"Plan"). Being a portion of the premises conveyed to the Grantor herein by Deed of Peter L. Derose dated December 20, 2005 and recorded as aforesaid in Book 8576, Page 132. This Deed is conveyed together with, and subject to, as the case may be,the following easements: I. Parking Easement. Together with a perpetual, appurtenant, nonexclusive right and easement for parking for six(6) vehicles for the benefit of the Grantee, its agents, employees and invitees over that portion of the Grantor's remaining land shown as"60.0' x 18.5' Parking easement to Benefit Parcel A"on the .attached Plan(the"Parking Easement") and being more particularly bounded and described as follows: Beginning at a corner of the hereindescribed easement on the northerly side of Parcel `A' as shown on said Plan, said point being 216.06 feet west from the westerly side of Conz Street; Thence, running S 38°42'50" W along land now or formerly of Gazette Realty, LLC along a line 20 feet from and parallel to the face of the building thereon a distance of 60.00 feet to a point; Thence, running N 51°17'10"W a distance of 18.50 feet to a point; Thence,running N 38°42'50" E a distance of 60.00 feet to a point; Thence, running S 51°17'10" E a distance of 18.50 feet to the place of beginning. II. Access and Utility Easement. Subject to and reserving to the Grantor a perpetual, appurtenant,nonexclusive right of way and easement over the below-described portion of the granted Premises for the following purposes: (i)vehicular and pedestrian access to and from Conz Street to the Grantor's remaining land; (ii)a vehicular turnaround; (iii) installation,replacement,maintenance and repair of utilities; and(iv) such other uses as are required for the Grantor's operation as a newspaper publisher, including activities necessary to operate,maintain, and improve the Grantor's remaining land and the improvements thereon(the"Access and Utility Easement;together with the Parking Easement, the"Easement Area"). Beginning at a point on the westerly side of Conz Street, said point being southeasterly of and 81.82 feet distant, as measured along a curve having a radius of 917.72 feet, from the most northerly corner of Parcel `A' as shown the Plan; 1415603 Bk: 11206 Pg: 260 =clay Executed as a sealed instrument this I play o€ y,2013. Gazette Realty, LLC By: Newspapers of New England, Inc. Its: Mana By: Al ' Aaron 4 ulien Its: President COMMONWEALTH OF MASSACHUSETTS Hcc..es , Ss. On this day of January, 2013, before me, the undersigned notary public, personally appeared Aaron Julien,President of Newspapers of New England, Inc.,proved to me through satisfactory evidence of identification,which was s•.,,1 kN a(v L 1 ,to be the person whose name is signed on the preceding or attached document, and acknowledged to me that he signed it voluntarily for its stated purpose in said capacity as Manager of Gazette Realty, LLC. rde.24r-i4A40,-4- ,Notary Public My commission expires: FBLIOITY HARDEE NOTARY PUBLIC ID. COMMONWEALTH OF MASSACHUSETTS My Commission ExpkesFeb.16, 2018 I 1415603 • Bk: 11206 Pg: 259 11101 ILI1LIJ 11 11111 1011111 00002575 Bk: 11206Pg:259 Page: 1 of 5 Recorded: 02/01/2013 11:01 AM MASSACHUSETTS EXCISE TAX Hampshire District ROD#13 001 Date: 02/01/2013 11:01 AM ctrl#029040 04829 Doc# 00002575 Fee: $2,736.00 Cons:$600,000.00 Affected Premises: 115 Conz Street Northampton, MA 01060 QUITCLAIM.DEED KNOW ALL PERSONS BY THESE PRESENTS THAT, GAZETTE REALTY, LLC, a Massachusetts limited liability company with a principal office at 115 Conz Street,Northampton, Massachusetts 01060, for consideration paid, and in full consideration of Six Hundred Thousand and 00/100 ($600,000.00) Dollars, grants to TALA HOTELS HOLDING, LLC, a Massachusetts limited liability company with a principal office at 36 King Street,Northampton, Hampshire County,Massachusetts 01060 with QUITCLAIM COVENANTS, the land in Northampton, Hampshire County, Massachusetts,with the buildings and improvements thereon,more particularly bounded and described as follows: See Exhibit"A" attached hereto and made a part hereof. [Signature page immediately follows.] 1415603 iiimmgmimomw a Page3of3 1'1'1 SIMIAN The Rammed Aggregate Pier elements(RAP)shall be designed for a Rammed Aggregate Pier stiffness BRADLEY modulus of 175 pci.The stiffness modulus values shall each be verified by the results of Rammed Aggregate Pier modulus testing,described in this specification,based on a 30-inch nominal constructed pier diameter The Rammed Aggregate Pier Intermediate Foundation system shall be designed in accordance with generally- accepted engineering practice and the methods described in Section 1 of these Specifications. The design shall meet the following criteria. • Maximum Allowable Bearing Pressure for RAP Reinforced Soils 4,000 psf • Minimum Rammed Aggregate Pier Area Coverage(for square Spread Footings) 15% • Estimated Total Long-Term Settlement for Footings: <_ 1-inch • Estimated Long-Term Differential Settlement of Adjacent Footings: _< 'h-inch The design submitted by the Installer shall consider the bearing capacity and settlement of all footings supported by Rammed Aggregate RAP, and shall be in accordance with acceptable engineering practice and these specifications. Total and differential settlement shall be considered. The design life of the structure shall be 50 years. The Rammed Aggregate Pier system shall be designed to preclude plastic bulging deformations at the top-of- pier design stress. The results of the modulus tests shall be used to verify the design assumptions. a Page 2 of 3 C7 Fri Cin SiEffIAN DESIGN RECOMMENDATIONS BBAOEEY Based on the geotechnical report,ground improvement is recommended to address the liquefaction potential and low bearing capacity of the near surface soils, and the compression of the underlying soft silt and clay under the fill and building loads. Settlement considerations are a significant factor in this construction and the ground improvement include rammed aggregate piers and a soil preload. Rammed Aggregate Piers(RAPs)will be installed to densify the near surface granular soils and to address liquefaction concerns. Preloading is recommended to preconsolidate the underlying soft silt and clay,and thus reduce the amount of post construction settlement. Rammed Aggregate Piers(also known as Geopiers) would also be used to densify the upper granular scils to improve slab and building support and allow for the use of a higher bearing pressure,which would reduce the size of building footings.Preloading would induce the consolidation of the soft silt and clay in a controlled manner,which will reduce post-construction settlement.This preparation allows the building to perform adequately on a normal spread footing foundation. SOIL PRELOAD To prevent excessive post-construction total and differential settlement of the clay layer, the site will be filled to near final grades early in the construction sequence to allow settlement to occur. If necessary,additional soil fill(which is equal to the weight of the structure)can be placed at the site to pre-load the site to further promote settlement prior to construction.The settlement of the fine grained soils should occur rather quickly due to it generally being over-consolidated and the presence of sand lenses,which promote drainage. Settlement is expected to occur over a period of approximately three months.The settlement can be monitored and once settlement rates decrease to tolerable levels, construction can occur. RAMMED AGGREGATE PIER DESIGN Rammed Aggregate Piers(RAPs or Geopiers)are a proprietary foundation technique that use drilled and compacted stone columns to stiffen the soil mass.The piers are typically installed in a rectangular grid pattern spaced at approximately 10 ft.on center.Structures founded on stone columns can in-turn be supported on normal spread footings. The installation process introduces lateral stresses into the surrounding soil mass to stiffen and reinforce the surrounding soil matrix. Work shall consist of designing,furnishing and installing Rammed Aggregate Pier System(RAP)elements to the lines and grades designated on the RAP Layout Plan and as specified herein.The RAP elements shall be constructed by driving a displacement mandrel to the design depth and using the enlargened rammer head to ram thin lifts of aggregate into the cavity created by the mandrel.The Rammed Aggregate Pier elements shall be in a columnar-type configuration. The objective of the RAP ground reinforcement is to reinforce soils beneath the new hotel structure for the Fairfield Inn&Suites,so as to limit total and differential post construction settlement resulting from the compression of the near surface organic soils to less than 1 inch and differential settlement to less than 1/z inch.The RAP elements are also to be extended into the underlying varved silt and clay deposits to provide radial drainage from excess pore pressures resulting from subsequent preload placement. Steffian Bradley Architects United States • United Kingdom • Spain • China C4 P79 SIEEEIAN H OIfY SOIL STABILIZATION NARRATIVE Architecture To: Kevin Perrier Five Star Building Urban Design From: Derek Noble Steffian Bradley Architects Planning Project: Fairfield Inn&Suites Interiors Project Number: SBA No. 2254.000 Date: 1 April 2013 Lighting GENERAL This document summarizes the Structural scope of the soil stabilization work for the new Fairfield Inn& Suites building located on Conz Street in Northampton,MA. The proposed project is a new 4-story,wood framed,slab-on-grade structure with a footprint of approximately 20,000 square feet. This narrative is based on information provided in 0-Reilly,Talbot&Okun Geotechnical Engineering Recommendations dated 20 November 2012 and specifications generated by Engineering Design Associates dated 25 March 2013. EXISTING CONDITIONS Presently,most of the site is grass covered with the exception of a paved access drive. The existing ground surface is relatively flat and the slab will likely be approximately two to three feet above existing ground surface.Therefore,a fill of approximately two to four feet will be needed to form the building pad.Storm water will infiltrate into the ground via infiltration galleries located within parking areas. The loose granular soils described in the geotechnical report are not favorable for construction.These soils are susceptible to liquefaction under seismic loads and will also compress under the anticipated foundation loads, due to their loose consistency.This compression could result in differential settlement due to their One Corporate Road Suite 102 variability.The MSBC requires that liquefaction susceptible soils be addressed. Enfield,CT 06082.6036 T+1 860.627.1920 F+1 860.627.1930 Corporate Headquaters 100 Summer Street Boston,MA 021 10.2006 www.steffian.com (Lih of MartiTamptort AttssttriTusr#s DEPARTMENT OF BUILDING INSPECTIONS 212 Main Street Municipal Building Northampton,MA 01060 Fax: 413-587-1272 Phone 413-587-1240 CONSTRUCTION CONTROL DOCUMENT PROJECT TITLE: Fairfield Inn&Suites by Marriot DATE: April 1, 2013 PROJECT LOCATION: Conz Street Northampton, Massachusetts SCOPE OF PROJECT: Stabilize the existing soils with Rammed Aggregate Piers and pre-loading the site prior to construction of the 4-story wood framed structure. In accordance with 780 CMR Section 107.6.2 of the 8th Edition of the Massachusetts State Building Code, I,Andrew J. Pavlica, Jr., P.E., Massachusetts Registration No. 32486 being a Registered Professional Engineer hereby CERTIFY that I have prepared or directly supervised the preparation of all design plans, computations, and specifications concerning: [ ] Entire Project [ ] Architectural [X] Structural [ ] Mechanical [ ] Fire Protection [ ] Electrical [ ] 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, acceptable engineering practices and the applicable laws and ordinances for the proposed use and occupancy. Furthermore, I understand and AGREE 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 general 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 comments. Upon completion of the work, I shall submit to the building official a final report as to the satisfactory corn s:I-lion end-rea Lift ss of the project for occupancy: t .�. .. ate,.'.. ..._...... -.-- -. 1/1--ir rew J. PaviiI Jr., P E , SECB S ctural Engin=-r`ot ecord(SER) SUBSCRIBED AND SWORN TO BEFORE THIS 1u DAY OF AtPtit 20 /3 MARK EBREO,JR. A MY COrv1MISSlON EXPIRES ON Notary Pudic a ubiiC COM IAOF My OISALTH OF MASSAOHUSETTS4 Commission Boles June 11.2018 • its.— 110111101110-Slos 4s ids certify:a statement of the Structural Engineer of Record's(SER's)opinion,based on his observation of conditions,to the best of the SER's professional knowledge,information and belief.Such a statement of opinion does not constitute a warranty,either expressed or implied.It is understood that the SER's certification shall not relieve the Client or the Client's contractors of any responsibility or obligation they may have by industry custom or under any contract. Initial Construction Control Document t To be submitted with the building permit application by a w Registered Design Professional for work per the 8`h edition of the \rimpv0 Massachusetts State Buildin g Code, 780 CMR, Section 107.6.2 Project Title: Fairfield Inn&Suites Date:1 April 2013 Property Address: Conz Street,Northampton,Massachsuetts Project: Check(x) one or both as applicable: x New construction Existing Construction Project description: Stabilize the existing site soils with Rammed Aggregate Piers and pre-load the site prior to construction of a 4-story wood framed structure. 1,Derek A.Noble, MA Registration Number: 10699 Expiration date:31 August 2013,am a registered design professional, and hereby certify,to the best of my knowledge, information and belief,that I have prepared or directly supervised the preparation of all design plans,computations and specifications concerning': Entire Project x Architectural Structural Mechanical Fire Protection Electrical Other: for the above named project and that such plans,computations and specifications meet the applicable provisions of the Massachusetts State Building Code,(780 CMR), and accepted engineering practices for the proposed project. I understand and agree that I(or my designee)shall perform the necessary professional services in accordance with the Professional Standard of Care,and be present on the construction site on a regular and periodic basis to: 1. Review,for conformance to this code and the design concept, shop drawings,samples and other submittals by the contractor in accordance with the requirements of the construction documents. Such review shall not diminish or relieve the Contractor of its submittal and other responsibilities. 2. Perform the duties for registered design professionals in 780 CMR Chapter 17,as applicable. 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 if the work is being performed in a manner consistent with the approved construction documents and this code, The contractor shall be responsible for performing the work in accordance with the contract documents and shall be exclusively responsible for its construction means,methods, sequences and procedures,and for construction safety. 4. The performance of the services shall not require any special testing or inspections unless specifically stated in the Code. When required by the building official, I shall submit field/progress reports(see item 3.)together with pertinent comments,in a form acceptable to the building official. 3 Upon completion of the work, I shall submit to the building official a `Final C.,y ;•_._ ,introl Document'. Enter in the space to the right a"wet"or e electronic signature and seal: }'. mly' Phone number: 860.627.1923 Email: derekn@steffian.com k if Building Official Use Only Building Official Name: Permit No.: Date: Version 10_09_2012—Draft modified by ALA MA N 15-5 Rs U E w 0 .O O ti co co ti N LU X f6 LL LU O) CD N O (N O• 06 t v ti N O O a a_ O O s Q H u • E i O - -o c < f- O 0 _T- c E N- • Z c ✓ ` m 0 m a o U Es I- I- O O• U f0 2 C N O O 0 0 The Commonwealth of Massachusetts Print Form Department of Industrial Accidents I- Office of Investigations 1 Congress Street, Suite 100 IF . 11111•1111111 Boston, MA 02114-2017 . f www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name (Business/Organization/Individual): Five Star Building Corp Address:17 East Street City/State/Zip:Easthampton MA 01027 Phone #:413.587.4060 Are you an employer? Check the appropriate box: Type of project(required): 1.❑ I am a employer with 4. 0 I am a general contractor and I employees (full and/or part-time).* have hired the sub-contractors 6. New construction 2.❑ I am a sole proprietor or partner- listed on the attached sheet. 7. ❑ Remodeling ship and have no employees These sub-contractors have 8. n Demolition working for me in any capacity. employees and have workers' g Y p Y 9. ❑ Building addition [No workers' comp. insurance comp. insurance.* required.] 5. ❑ We are a corporation and its 10.7 Electrical repairs or additions officers have exercised their 11. Plumbing repairs or additions 3.❑ I am a homeowner doing all work g P myself. [No workers' comp. right of exemption per MGL 12.17 Roof repairs insurance required.] t c. 152, §1(4), and we have no employees. [No workers' 13.0 Other comp. insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. :Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name:General Casualty Co of WI Policy#or Self-ins. Lic. #:CWC 0820373 El Expiration Date:05/09/2013 Job Site Address:Conz Street City/State/Zip:Northampton, MA Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to $1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to $250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certi u ,1 e .' a pains and penalties of perjury that the information provided above is true and correct Signature: f° Date104/03/2013 Phone#:413.587/00 Official use onl : Do not write in this area,to be completed by city or town official City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2. Building Department 3. City/Town Clerk 4. Electrical Inspector 5.Plumbing Inspector 6. Other Contact Person: Phone#: Version1.7 Commercial Building Permit May 15,2000 SECTION 10-STRUCTURAL PEER REVIEW(780 CMR 110.11) Independent Structural Engineering Structural Peer Review Required Yes 0 No Q SECTION 11 -OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT Monsour Ghalibaf I as Owner of the subject property Five Star Building Corp hereby authorize to act on my behalf, in all matters re-tive to work authorized by this building permit application. 04/03/2013 _ .•nature of Owner Date Five Star Building Corp , as Owner/Authorized Agent hereby declare that the statements and information on the foregoing application are true and accurate, to the best of my knowledge and belief. Signed under the pains and penalties of perjury. Kevin Perrier Print Name 04/03/2013 Signature of Owne/A f- Date SECTION 12- ON RUCTION SERVICES 10.1 License. Co -tructionSu•ervisor: Not Applicable ❑ Name of License Holder: Kevin Perrier CS 085319 License Number 17 East Street; E. th4 pton, MA 01027 01/13/2015 Address Expiration Date (413) 587-4060 Signature Telephone SECTION 13-W• -KERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c. 152,§25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes 0 No Q A Version 1.7 Commercial Building Permit May 15,2000 SECTION 9-PROFESSIONAL DESIGN AND CONSTRUCTION SERVICES-FOR BUILDINGS AND STRUCTURES SUBJECT TO CONSTRUCTION CONTROL PURSUANT TO 780 CMR 116(CONTAINING MORE THAN 35,000 C.F.OF ENCLOSED SPACE) 9.1 Registered Architect: Derek A.Noble for Steffian Bradley Architects Not Applicable El Name(Registrant): MA 10699 t' One Corporate Road, ufeld, CI 06082 Registration Number � 08/31/2013 Address G . , (860) 627-1923 Expiration Date Signature Telephone 9.2 Registered Professional Engineer(s): Andrew J. Pavlica Jr. for Engineering Design Associates,Inc. Structural Engineer Name Area of Responsibility 11 Centr.1 Streeta field,MA 01089 MA 32486 Address, f Registration Number (413) 788-0182 06/30/2014 VIII Signatu� Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Data Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date 9.3 General Contractor Five Star Building Corp Not Applicable 0 Company Name: Kevin Perrier Responsible In Charge o Construction 17 East Stre- ; j hampton,MA 01027 Address Y (413) 587-4060 Signature Telephone Versionl.7 Commercial Building Permit May 15,2000 8. NORTHAMPTON ZONING Existing Proposed Required by Zoning This column to be filled in by Building Department Lot Size 2.3 acres (100,282 s6 Frontage Setbacks Front 6' Side L: R: L: 14' R: 6' Rear 6' Building Height 42'_a Bldg. Square Footage Open Space Footage (Lot area minus bldg&paved parking) #of Parking Spaces 109 Fill: (volume&Location) A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO 0 DON'T KNOW 0 YES 0 IF YES, date issued: 02/15/2013 IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DON'T KNOW 0 YES O IF YES: enter Book 11271 Page 52, 55 and/or Document# B. Does the site contain a brook, body of water or wetlands? NO Q DON'T KNOW Q YES 0 IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained 0 Obtained Q , Date Issued: C. Do any signs exist on the property? YES Q NO O IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES ID NO Q IF YES, describe size, type and location: E. Will the construction activity disturb(clearing, grading, excavation, or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES Q NO Q IF YES,then a Northampton Storm Water Management Permit from the DPW is required. Versionl.7 Commercial Building Permit May 15,2000 SECTION 4-CONSTRUCTION SERVICES FOR PROJECTS LESS THAN 35,000 CUBIC FEET OF ENCLOSED SPACE Interior Alterations ❑ Existing Wall Signs ❑ Demolition❑ Repairs❑ Additions ❑ Accessory Building❑ Exterior Alteration ❑ Existing Ground Sign❑ New Signs❑ Roofing❑ Change of Use❑ Other❑ r Brief Description Site work& iett 1'S'f' rPs(for 4 story, 106room hotel with indoor pool) Of Proposed Work: . a_s. SECTION 5-USE GROUP AND CONSTRUCTION TYPE USE GROUP(Check as applicable) CONSTRUCTION TYPE A Assembly ❑ A-1 CI A-2 Ill A-3 ❑ 1A ❑ A-4 ❑ A-5 ❑ 1B ❑ B Business ❑ 2A ❑ E Educational ❑ 2B I ❑ F Factory ❑ F-1 ❑ F-2 ❑ 2C ❑ H High Hazard El 3A El I Institutional ❑ 1-1 ❑ 1-2 ❑ 1-3 ❑ 3B ❑ M Mercantile ❑ 4 ❑ R Residential ❑ R-1 0 R-2 ❑ R-3 ❑ 5A S Storage ❑ S-1 ❑ S-2 ❑ 5B [ ❑ U Utility ❑ Specify: M Mixed Use ❑ Specify: S Special Use ❑ Specify: COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS,ADDITIONS AND/OR CHANGE IN USE Existing Use Group: Proposed Use Group: Existing Hazard Index 780 CMR 34): Proposed Hazard Index 780 CMR 34): SECTION 6 BUILDING HEIGHT AND AREA BUILDING AREA EXISTING PROPOSED NEW CONSTRUCTION OFFICE USE ONLY Floor Area per Floor(sf) 15t 1st 13,458 2�d 2nd 13,953 3d 3d 13,953 4 h 4th 13,953 Total Area(sf) Total Proposed New Construction (sf) 55,317 Total Height(ft) Total Height ft 43 7.Water Supply(M.G.L. c.40,§54) 7.1 Flood Zone Information: 7.3 Sewage Disposal System: Public 12 Private El Zone Outside Flood Zone p Municipal 151 On site disposal system❑ �(!�\I� Versionl.7 Commercial Buildin:Permit Ma 15,2000 �+ Department use only �p�3 t 'ty of Northampton Status of Permit: i, : ilding Department Curb Cut/Driveway Permit - ti �j DNS 12 Main Street Sewer/Septic Availability �F5u�`°s N �1 Room 100 Water/Well Availability .av''pTON Northampton, MA 01060 Two Sets of Structural Plans phone 413-587-1240 Fax 413-587-1272 Plot/Site Plans Other Specify APPLICATION TO CONSTRUCT, REPAIR, RENOVATE,CHANGE THE USE OR OCCUPANCY OF,OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION 1.1 Property Address: This section to be completed by office 115 Conz Street Map Lot Unit Northampton MA Zone Overlay District Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: Tala Hotels Holding LLC 36 Kind Street; Northampton, MA 01060 Name(Print) Current Mailing Address: (413) 584-3100 Signature Telephone 2.2 Authorized Agent: Kevin Perrier/ ive Star Building Corp 17 East Street; Easthampton, MA 01027 Name(Print) Current Mailing Address: �.. , (413) 587-4060 Signature Telephone SECTION 3-EST A r D CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by permit applicant 1. Building $800,000.00 (a) Building Permit Fee $1,000.00 2. Electrical $0.00 (b) Estimated Total Cost of Construction from (6) 3. Plumbing $0.00 Building Permit Fee 4. Mechanical (HVAC) $1,000.00 5. Fire Protection $0.00 6. Total=(1 +2+3+4+5) Check Number I R O This Section For Official Use Only Building Permit Number Date Issued Signature: Building Commissioner/Inspector of Buildings Date File#BP-2013-0898 �� {L- APPLICANT/CONTACT PERSON FIVE STAR BUILDING CORP 1-1(0 30r.- � ADDRESS/PHONE 17 EAST ST EASTHAMPTON (413)587-4060 0 PROPERTY LOCATION CONZ ST(ADJACENT TO 115 CONZ) MAP 39A PARCEL 034 001 ZONE GB(100)/URC(0)/ THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out fx O', Fee Paid 77 Typeof Construction: SITE WORK AND PIERS New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/Statement or License 085319 3 sets of Plans/Plot Plan THE FO LOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFO ATION PRESENTED: pproved Additional permits required(see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND/OR Special Permit With Site Plan Major Project: Site Plan AND/OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received&Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission Permit DPW Storm Water Management Demolition Delay /1171,3 Signature of Building Official Date Note:Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health,Conservation Commission,Department of public works and other applicable permit granting authorities. *Variances are granted only to those applicants who meet the strict standards of MGL 40A.Contact Office of Planning&Development for more information. CONZ ST(ADJACENT TO 115 CONZ) BP-2013-0898 GIS#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 39A-034 CITY OF NORTHAMPTON Lot:-001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category:FOUNDATION BUILDING PERMIT Permit# BP-2013-0898 Project# JS-2013-000826 Est.Cost: Fee: $1000.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: FIVE STAR BUILDING CORP 085319 Lot Size(sq. ft.): 126759.60 Owner: H S GERE&SONS INC Zoning: GB(100)/URC(0)/ Applicant: FIVE STAR BUILDING CORP AT: CONZ ST (ADJACENT TO 115 CONZ) Applicant Address: Phone: Insurance: 17 EAST ST (413) 587-4060 () WC EASTHAM PTO N MA01027 ISSUED ON:5/14/2013 0:00:00 TO PERFORM THE FOLLOWING WORK:SITE WORK AND PIERS POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House# Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace/Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 5/14/2013 0:00:00 $1000.00 212 Main Street,Phone(413)587-1240,Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner