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HomeMy WebLinkAboutCorrespondence - 1211 OSGOOD STREET 11/10/2003 MERRIMACK ENGINEERING SERVICES, INC. PROFESSIONAL ENGINEERS 0 LAND SURVEYORS @ PLANNERS 66 PARK STREET-ANDOVER,MASSACHUSETTS 01810•TEL(978)475-3555,373-5721 -FAX(978)475-1448^ E-MAIL:merreng@aol.com November 10, 2003 Ms. Heidi Griffin Town Planner Town of North Andover Community Development Division 27 Charles Street North Andover, MA 01845 RE: Proposed Retail Facility 1211 Osgood Street North Andover, MA Dear Ms. Griffin: Relative to the correspondence from Vanasse Hangen Brustlin, Inc. (VHB) dated October 15, 2003 to the Planning Board, which contained a list of comments and questions based on their initial review of the Site Plan Special Permit plans, the following responses to the items are presented in the order as appears in their letter. I. NORTH ANDOVER ZONING BY-LAWS Section 5: Earth Materials Removal The proposed site work and any earth removal incidental to construct the proposed building,parking areas, and landscaping buffers are not subject to an Earth Removal Permit, as the anticipated quantities are below those which trigger a permit. Section 6: Signs and Lighting Regulations The proposed project sign shall be reviewed and approved by the Building Inspector for size, style and method of illumination; the intention is to have an externally lit project sign. Also, a lighting plan has be submitted depicting the existing luminaries on poles to be reused throughout the site in six (6) locations. Section 8: Supplementary Regulations Based on the revised site plans, there are now a total of 47 on site parking spaces proposed for this project. The chart in the plan set sheet 1 of 7 has been revised accordingly. Each parking space provided is at least 9' x 18'. Ms. Heidi Griffin November 10, 2003 Page 2 Section 8.3: Site Plan Review 8.3 —5 Information Required e-vii) No response required here. e-xv) The lighting plan depicts the illumination of the exterior using 250 watt luminaries on 27' high poles (existing and proposed). A complete lighting drawing will be submitted for review by the Board by a lighting consultant/engineer. e-xix) No response required here. Refer to response letter from TEC. e-xxi) No response required here, 11. GENERAL COMMENTS 1. Currently, there are no sidewalks on Barker Street or Osgood Street. 2. The existing guardrail will be removed and not relocated. 3. Refer to response letter from TEC. 4. Although shown in detail on Sheet 5 of 7, there are no locations where any sloped granite curb is proposed but the detail has been shown in the event MHD requires it. 5. The dimensions of the proposed granite curbing along Route 125 (Osgood Street) are 6"wide x 18"tall for type VA4 granite curbing, as indicated on the revised plans. 6. The proposed 3' wide walkway has been eliminated due to revised design. MERRIMACK ENGINEERING SERVICES,INC. 66 PARK STREET 6 ANDOVER,MASSACHUSETTS 01810 Ms. Heidi Griffin November 10, 2003 Page 3 7. These wheel chair types are depicted for alternative ways to achieve essentially the same result. For application to this design, the Type 'B' Ramp Detail is preferable in the three (3) proposed locations. 8. The proposed bollards located are shown on the rear of the revised building at each rear doorway area, on Sheet 3 of 7. 9, The current total number of Bar Harbor Junipers (BH) proposed is 31, as indicated on the revised plan (Sheet 7 of 7. 10. The sewer invert has been revised to 156.0 shown on the revised plan (sheet 4 of 7). 11. The existing concrete storage bins for landscaping materials (mulch, etc.) will be removed in their entirety. A note regarding same has been added to the revised plan (Sheet 3 of 7). 12, A Transition Curb (6' Granite) will be required in order to make the transition from the proposed Vertical Granite Curb to the existing bituminous concrete, where a two (2) foot length of bituminous concrete berm will provide the actual neatly shaped finish transition. 13. Granite curb inlets are not proposed. 111. GENERAL DRAINAGE COMMENTS 1. The pipe sizes for each drainage structure have been revised and corrected as necessary, and are shown on the revised plan(Sheet 4 of 7). 2. Drain Manhole#3 has been revised from 4' Diameter to 6' Diameter to ensure the integrity of the manhole structure with multiple large diameter pipe penetrations as proposed. 3. According to Timothy Willet, North Andover DPW Superintendent, there are no known problems in the existing drainage system relating to capacity to handle peak flows periodically. This redevelopment project has been designed such that no increase in the peak rate of runoff will occur, thereby resulting in no negative downstream impacts within the existing functional drainage system. MERRIMACK ENGINEERING SERVICES,INC. 66 PARK STREET•ANDOVER,MASSACHUSETTS 01810 Ms. Heidi Griffin November 10, 2003 Page 4 4. A sieve analysis is not required in the regulations of the Planning Board and as VHB has stated, the design is consistent with the existing soil maps. 5. The design and computer model used in the size determination of the proposed recharge facility is based on a permeability rate of 0.6 inches per hour and a recharge rate of 0.02 cfs. The rate of 0.07 cfs is incorrectly stated in the narrative, for clarification purposes. 6. Calculations for TSS Removal are attached for review. A TSS Removal Rate of 49.3% is achieved, as shown on the calculation worksheet (attached). It is apparent the existing site drainage system has no provision for pollutant mitigation. 7. The underground recharge system was designed using one half(1/2) of the available sidewall area; The Title 5 methodology for sizing septic leaching trenches allows entire sidewall area be counted. The infiltration through the sidewall is calculated to be 8% of the total infiltration rate or recharge rate of 0.02 cfs; a relatively insignificant rate of.0016 cfs for the sidewall component. 8. The recharge facility is designed to handle the runoff from the entire roof surface area. This facility will provide temporary storage of the total runoff volume with a constant rate of exfiltration (recharge)based on soil permeability at the location. There is an overflow pipe provided which connects to the site drainage system. This system also functions as a detention facility, using the oversized pipes (up to 30"diameter) to temporarily store or detain the peak runoff volume. The outlet control is provided within DMH#4, which has 2-6"pipes as necessary to constrict flow and create the resulting detention appropriate to provide mitigation of the peak flow. 9. The Operation and Maintenance Plan (0 & M) has been revised to describe in greater detail the necessary procedures for accessing, inspection, and vacuum cleaning of the pipes, catch basins sumps, and oil-grit separator(multi-compartments). 10. These nodes (design points) were indicated in Post-Development Analysis solely for the purpose of having the hydrograph to compare to the Pre-Development flow at the same location. Runoff is not being double counted. MERRIMACK ENGINEERING SERVICES,INC. 66 PARK STREET-ANDOVER,MASSACHUSETTS 01810 Ms. Heidi Griffin November 10, 2003 Page 5 11. The configuration of the existing drainage systems as shown on the plans are determined from actual field survey, field inspection, existing records and compiled plans. 12. The existing catch basins on the site shall be removed,where indicated. The remaining catch basin shall be adjusted finish grade. 13. There were no mottles found in the test pits. 14. As indicated in the response in Item#3, the existing drainage system is functioning adequately, according to Timothy Willet, Superintendent— North Andover D.P.W. This new drainage system will not negatively impact the existing drainage system operation. 15. Buoyancy Calculations are attached. IV. TRAFFIC STUDY COMMENTS 1. A capacity analysis at the intersection of Route 125 and Barker Street has been prepared(by T.E.C.) and submitted herewith for review. 1 An access/egress evaluation is included as part of the revised Traffic Report. 3. The acceleration lane is shown for access to the existing travel lanes in Route 125. The inside curb is aligned with the proposed widening of Route 125 to be undertaken in the near future,by others. Please review the enclosed plans and information and contact me should you have any questions or comments. Very truly yours, MERRIMACK ENGINEERING SERVICES Robert C. Daley,P.E. Civil Engineer ed Enclosure cc: Mr. Frank Terranova Mr. James D'Angelo MERRIMACK ENGINEERING SERVICES,INC. 66 PARK STREET•ANDOVER,MASSACHUSETTS 01810 MERRIMACK ENGINEERING SERVICES, INC. PROFESSIONAL ENGINEERS 0 LAND SURVEYORS 0 PLANNERS 66 PARK STREET•ANDOVER,MASSACHUSETTS 01810^TEL(978)475-3555,373-5721 -FAX(978)475-1448 E-MAIL:merrong@aol.com December 5, 2003 Ms. Heidi Griffin Town Planner Town of North Andover DEC Community Development Division 27 Charles Street North Andover,MA 01845 RE: Proposed Retail Facility 1211 Osgood Street North Andover, MA Dear Ms. Griffin: Relative to the correspondence from Vanasse Hangen Brustlin, Inc. (VHB) dated November 25, 2003 to the Planning Board, which contained a list of comments and questions based on their second review of the Site Plan Special Permit plans, the following responses to the items are presented in the order as appears in their letter. I. NORTH ANDOVER ZONING BY-LAWS Section 6: Signs and Lighting Regulations A lighting plan has been submitted depicting the photometric variations for the existing luminaries on poles to be reused throughout the site in six (6) locations. See attached plan showing illumination in foot candles. Section 8.3: Site Plan Review 8.3 —5 Information Required e-xv) The lighting plan depicts the illumination of the exterior using 250 watt luminaries on 24' high poles (existing and proposed). A complete lighting drawing is submitted herewith for review. Ms. Heidi Griffin December 5, 2003 Page 2 11. GENERAL COMMENTS #5. The dimensions of the proposed granite curbing along Route 125 (Osgood Street) are 6"wide x 18"tall for type VB granite curbing, as indicated on the revised plans. #7. Additional ramps have been added. Refer to sheet 3 of 7. #12.A Transition Curb (up to 6' Granite) will be required in order to make the transition from the proposed Vertical Granite Curb to the existing bituminous concrete berm and pavement edge. See sheet 3 of 7 for notation. 111. GENERAL DRAINAGE COMMENTS #2. Drain Manhole#3 has been revised from 4' Diameter to 6' Diameter to ensure the integrity of the manhole structure with multiple large diameter pipe penetrations as proposed. A shop drawing will be required prior to manufacturing this structure, which will depict the pipe penetrations and proper clearances between pipe openings. #4. In response to your latest comments, we have revised the site drainage design and analysis for this project. We have eliminated the storage volume and infiltration components of the proposed roof drainage recharge facility in the drainage analysis. As a result of this assumed condition, there will be no resultant storage or infiltration occurring, to be quite conservative in the simulation model. As a result, there will be brief detention of water above the invert elevation of the 6" outlet pipe within the same recharge system, Also, CB #6 in the right of way will not be connected to the site drainage system, This is due to the proposed rim elevation (159.2) at a lower elevation than the revised 100 year ponding elevation (159.5),which does not work to retain 100% of ponding on the site. Therefore, CB #6 will now be cormected to the existing Route 125 drainage system and will not be contributing flow and volume to the on- site drainage storage system. CB #6 will be connected to existing CB "A", which will be converted to a DMH. These changes result in a peak flow rate of 7.9' cfs, instead of 6.98 cfs as previously determined for the 100 year storm for post-development conditions. The pre-development peak flow was determined to be 9.27 cfs, for unmitigated flow under MERRIMACK ENGINEERING SERVICES,INC. 66 PARK STREET•ANDOVER,MASSACHUSETTS 01810 Ms. Heidi Griffin December 5, 2003 Page 3 existing site conditions. There will be a slightly elevated berm between the parking areas along Route 125 and the adjacent roadway. There will also be a slightly regraded portion of the proposed entrance at Route 125 to ensure that the maximum pending due to the 100 year storm is fully contained within the project site. There were no other changes made to the drainage system design. Refer to sheet 3 and 4 of 7 of the plan set for these latest plan revisions and details. When these revised design conditions are analyzed for the 10 year storm event, the peak rate of runoff(Reach 16) is determined to be 5.57 cfs, which would be 0.07 cfs greater than Pre-Development peak rate (5.91 cfs), assuming no storage capacity or infiltration occurring at the roof drainage recharge facility. For the 2-year storm event, the peak flow rate(Reach#16) is 3.84 cfs, compared to 3.48 cfs for Pre-Development Condition. Therefore, to provide mitigation of peal-, flow rates, it is necessary to have a recharge facility functioning as designed, such that available retention and infiltration are occurring at a rate at least in accordance with the original design model. This model is also quite conservative, as previously indicated in our first response letter, given that such a low permeability rate (0.6 in/hr)was used in the model,based on the"C" Soil type present at this site, which is at the low end of the range of 0.6 to 6.0 in/lir. #14.As indicated in the response to Item #4 (above), there have been a few design modifications in the analysis and design of the drainage system which will ensure that all of the detained runoff from the 100 year storm will be contained within the limits of this project. MERRIMACK ENGINEERING SERVICES,INC, 66 PARK STREET•ANDOVER,MASSACHUSETTS 01810 Ms. Heidi Griffin December 5, 2003 Page 4 IV. TRAFFIC STUDY COMMENTS #1. A revised capacity analysis to address those timing issues and level of service at the intersection of Route 125 and Barker Street has been prepared (by T.E.C.) and is presented as follows: For safety reasons the proposed development has been designed with a right-in/right-out driveway configuration on Route 125. If required, we could reconfigure the Route 125 driveway entrance to allow full access. Left turns could then occur directly in and out of the site at Route 125, eliminating some of the vehicle movements being added to Barker Street, However given the close proximity of this intersection, we recommend isolating the left turning vehicles to Barker Street and therefore reducing the number of conflicting movements along the corridor. Additionally, we anticipate that it will be two years until our proposed project is fully-occupied, which will allow sufficient time for advancement of the adjacent development and their off-site improvements. Also, at the most recent Planning Board meeting held on November 25, 2003, there were several concerns raised by the Board and the abutters. The following responses should adequately address those concerns: 1. The anticipated hours of business, normal and customary will be 6 AM to 10 PM, 2. Snow stockpiling areas are provided in three specific locations, as shown on the revised sheet 3 of 7. 3. Air conditioning units, gas meter, and protective bollards are provided where shown on the revised sheet 3 of 7. 4. The photometric plan showing illumination levels within the site are completed and are provided herewith. 5. The landscaping scheme for the two (2) small traffic islands will now be plantings of Blue Rug Junipers, a low growth groundcover plant which is salt tolerant and will thrive in full sun conditions in alkaline soil near paved areas. MERRIMACK ENGINEERING SERVICES,INC. 66 PARK STREET-ANDOVER,MASSACHUSETTS 01810 Ms, Heidi Griffin December 5, 2003 Page 5 Please review the enclosed plans and information and contact me should you have any questions or comments. Very truly yours, MERRIMACK ENGINEERING SERVICES 4 C. " BOA Daley, P.E. Civil Engineer cd Enclosure cc: Mr. Frank Terranova Mr. James D'Angelo (TEC) Mr. Christopher Nowak, P.E. (VHB) MERRIMACK ENGINEERING SERVICES,INC. 66 PARK STREET a ANDOVER,MASSACHUSETTS 01810