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HomeMy WebLinkAbout2012-06-19 Civil Response Comments 1 East Rivu, ['11ace andover Methuei), MassachLlSettS 0 1844 consultants inc. ""F -7 el, (98) 687-3828 Fax (978) 686-5 100 www,aridoverc.orISLIltal'ItS.CO YI January 29, 2013 Ms. Judy Tyn-ion, Town Planner North Andover Planning Board Town Offices 1600 Osgood Street North Andover, MA 01845 JA tq 3 RE: Special Permit "Pondview"-26 Main Street NORTH ANDOvER I M ANMNG DEPARTMENT North Andover, MA Dear Ms. Tymon: In accordance with General Condition 1-1 of the Site Plan Review Decision for the project captioned above, I am submitting 2 copies of a revised site plan for your determination of significance. The revised plan shows larger decks for units I through 5 ( decks change from 8' wide by 6' long to 8' wide by 8'-6" long) and the addition of a 4' by 4' platform for unit 8. The decks for units 6 and 7 remain at 8' wide by 6' long. The steps from the deck to the ground, for all 8 units, have been eliminated. Should you require any additional information, or have any questions concerning the change to the building, please feel free to contact us. Sincerely, ANDOVER CONSULTANTS, INC. James S. Fairweather 11, P.E. Project Engineer Enclosures cc Jeffco, Inc. Civil Engineens I-and Suiveyons e I-and Plannens 1 East River Place andover Methuen, Massachusetts 01844 Consultants -Fel. (978) 687-3828 inc. Fax (978) 686-5100 www.andoverconsult ants,corn February 6, 2012 North Andover Planning Board Town Offices 1600 Osgood Street North Andover, MA 01845 RE: Special Permit-Downtown Overlay District "Pondview"-26 Main Street North Andover, MA Dear Members of the Board: Enclosed please find attached: a 2 copies of a completed Special Permit-Site Plan Review Application with Owner's Letter of Authorization attached. a 2 full sized copies of the proposed Site Design Plan set, sheets 1, 2, 3 and 4 of 4, prepared for Jeffco, Inc., by Andover Consultants, Inc., dated January 19, 2012. a 3 copies of the plan set noted above reduced to I I" x 17" size. a 5 copies of the front elevation of the condominium, sheet A-4, prepared by Paul Davies & Associates, Architects, Inc., dated January 6, 2012. a 5 copies of a Memorandum to Mr. George Hughes, Jeffco, Inc. from Dermot J. Kelly, PE, dated February 6, 2012, analyzing the traffic impacts of the project. a 5 copies of a Community Impact statement. a 2 full sized copies of the proposed Landscaping Plan prepared by Huntress Associates, Inc., dated February 6, 2012. a 3 copies of the Landscaping Plan reduced to I I" x 17" size. a 2 copies of the "Stormwater Report", prepared for Jeffco, Inc., dated January 19, 2012. a A Site Plan Review filing fee check for$2,227.84 made out to Town of North Andover. The fee was calculated at $400.00 + $0.14/GFA for the proposed 13,056 gross square foot building. a 2 checks for $2000.00 made out to the Town of North Andover, for outside consultant review fees for a Special Permit Project less than 10,000 square feet. a A copy of the Abutters List including a copy of certified list of North Andover abutters. a Abutter notice envelopes and postage. The Application is for a Special Permit to construct an eight unit condominium with appurtenant parking, grading and utilities at 26 Main Street (rear of 22-24 Main Street) in an Industrial-S Civil Engineers + Land Surveyors a Land Planners andover consultants inc. zoning district and within the Downtown Overlay District. The project is on a 24,776± square foot parcel created in 1946 and located behind 22-24 Main Street. The parcel has access to Main Street via existing access and utility easements on the 22-24 and 28-30 Main Street parcels. The condominium consists of a single structure with eight three-level units. The lower level includes a garage space, TV room and mechanicals space for each unit. The second level includes the kitchen, dining, living room, and a half bathroom. The upper level has two bedrooms and a full bath. The building footprint is approximately 4,352 square feet and the total gross floor area is approximately 13,056 square feet. Should you require any additional information, or have any questions concerning the project, please feel free to contact us. Sincerely, ANDOVER CONSULTANTS, INC. James S, Fairweather I1, P.E. Project Engineer Enclosures cc Jeffco, Inc. I East River Pbce andovet" Methuen, assachUse�tts 01844 . . consultants Tel, ( 7 ) 687-3828 vvwwaridoverc orisultarits.c or March 19, 2012 North Andover Planning Board .. Town Offices g 1600 Osgood Street North Andover, MA 01845 hA «A RE: Site Plan Special Permit NCAT)iANDOVER PLANNNG NT 26 Main Street .m North Andover, MA Members of the Board: We are in receipt of a peer review made by your consultant, Hancock Associates, in a letter to the Board dated February 23, 2012, for the project captioned above. We have summarized our responses to these comments below: Comment 1. The applicant has not provided any details oat proposed sighs for the project. Any sign must be in conformance ivith Zoning Section 6 Signs and Sign Lighting Regulations. &e ons_e: No signs for the project are proposed. Comment 2. Zoning Section 7.2 and Table 2 require 50,000 square feel of'lot area and 1 SO feet of frontage in all Industrial S zone. Rear Lot LLC received variances from the Zoning Board of Appeals oat February 10, 2009 for both these items. A Variance runs with the land and therefore could be utilized by the current applicant. II- mvever, Hancock is not in receipt of all extension to the variance. Under the Massachusetts Permit Extension Act the variance was extended for two years from the expiration of the variance. The original expiration was February 17, 2010 with extertsioit to February 17, 2012. Notwitltstatrtalirtg this fatet, t/te variance specifically refers to a plan dated November 25, 2008 and revised through January 8, 2009. This plan called for the construction of a self-storage facility. Hancock believes given the specific reference to a plan, the Applicant is required to modify the prior decision of the Zoning Boar•al for the current project. The Board should seek input from Town Counsel to verify the validity of the variance to the current project Response: The project was before the Zoning Board of Appeals at its February 14, 2012 meeting to address all issues related to zoning. Comment 3. Zoning Section 7.2.1 requires street access across the frontage. This property does not have frontage oat a street. This Zoning section was not specifically varied in the 2009 Zoning Board decision. The Applicant should address this Issue. Response: The project was before the Zoning Board of Appeals at its February 14, 2012 meeting to address all issues related to zoning. 26 Main Street page I oC evil f:n inee ns e Land SUrveyOrs * Land Pls,,innesr andover Consuftanis hm Comment 4. Zoning Section 7.3 requires a side setback of 20feet. The Zoning Board of Appeals granted a variance from this requirement to 6.2 feet on February 17, 2009 (see discussion above). Notivithstanding the variance, the Manning Board now has power to waive side setback requirements under Section 18 of the Zoning Bylaws. The Board should determine if this new process takes precedence over a grant or request for grant of variance from the ZBA. The Applicant should provide information to support such a waiver. Response: The project was before the Zoning Board of Appeals at its February 14, 2012 meeting to address all issues related to zoning Comment 5. Zoning Section 7.6 requires a maximum floor area ratio of 0.5. The Zoning Board ofAppeals granted a variance from this requirement on February 17, 2009 (see discussion above). The current application does not state the proposed floor area ratio. The proposal appears to exceed 0.50. Response: The project was before the Zoning Board of Appeals at its February 14, 2012 meeting to address all issues related to zoning. Comment 6. The applicant should dimension the proposed parking spaces to demonstrate Compliance with Section 8.5 of the Zoning Bylaw. Response: The driveways have been dimensioned as suggested. Comment 7. The applicant should demonstrate compliance with Section 8.5.c Entrance and Exit Driveway, ivhich states, "For facilities containing five (5) or more stalls, such drives shall be a minimum of twelve (12)feet wide for one-jvay use and twenty (20)feet ;vide for t;vo-ivaj? use. The minimum curb radius shall be fifteen (15)feet". The applicant should demonstrate that adequate access exists far emergency vehicles on the lot and within the existing easements oil the abutting properties. In addition existing parking areas and other pertinent site features oil the abutting properties should be shown on the plan to determine if they interfere with access to the site. To prevent future parking and access issues Hancock recommends that the Board require pavement striping, in accordance with Zoning Section 8.5.d, be provided to designate parking areas and travel routes on the abutting properties. The Board should also investigate the need to review the two abutting properties under afirmal Site Plan Review process if modification to the parking layout and access drives is required. Response: The parcel has existing deeded access easements with deeded rights to overflow parking on the front lots. Striping to delineate the access drives is not necessary, but can be provided if so directed by the Board. Continent 8. Zoning Section 8.5.d states "Design standards and specifications for parking surfacing, drainage and curbing shall be those setforth in the Rules and Regulations Governing the Subdivision of Land in the Town of North Andover, as amended, unless waived or modifted by the Planning Board in accordance with Section 8.1.8." The Rules and Regulations Governing the Subdivision of Land in North Andover Section 6.8.1 Table IA require a minimum centerline slope of I %. The grading shown on the plan appears to be at less than 112 percent. This lack of slope is extremely difficult to construct and ivill likely create areas ofponding and freezing. The applicant should revise the grading to a minimum of a I % slope. Hancock defers to Lisa Eggleston for other stortinvater management related issues. Response: The proposed longitudinal grade of the proposed drive is 0.5%, matching the existing grade. On behalf of the Applicant we request that the Planning Board waive the 1% slope 26 Main Street page 2 of 5 andover consuRants \\ bm requirement as the slope is on a private driveway with low maneuvering speeds. Continent 9. The applicant has not provided any information on how they intend to light the parking area,Zoning Section 8.5f. Response: No site lights are proposed. The front entry of each unit will have a wall light. There may also be a wall mounted light over the deck of each unit. Comment 10. Zoning Section 8.5.e.i-NORTHARROWILOCA TION MAP states "A north arrow and a location map showing surrounding road)vaj7s and land uses adjacent to the site (1"= 1500}. Location Map should show at least one intersection of two existing Town roadways. "The 'Locus Plan'contained within the Proposed Site Plan, is at a scale of I 11=800 1. The locus map is too large a scale to provide the Board with the required context. Response: We believe that the larger scale depicted is easier to read and conveys the necessary information intended by a locus plan. I-lowever, on behalf of the Applicant, we request that the Planning Board waive this requirement. Comment 11. Zoning Section 8.5.e. v- TOPOGRAPHY states "The present and proposed topography of the site, utilizing tipofoot(2) contour intervals. The contours shall extend at least fifty (5 0)feet beyond the site boundaries by estimation of the professional submitting the plan." The present and proposed topography do not extend fifty (50)feet beyond the boundaries of the site as required bj,this section. Response: Offsite topography contributing to the property from the south was estimated using aerial information (Google Earth) supplemented with a field inspection. Offsite topography to the north does not slope to the property as depicted on the plans and as verified by a field inspection. The offsite tributary areas are depicted in the drainage report and were included in the pre vs post developed runoff calculations. On behalf of the Applicant, we request that the Planning Board waive the requirement of depicting offsite topography 50 feet beyond the limits of the parcel, on the plan, as it is accurately accounted for where needed. Continent 12. Zoning Section 8.5.e. vi-ZONING INF'ORMA TION states"All applicable Zoning Byla;v information shall be provided regarding the sites development. This information shall be placed in a table and list all parking, setbacks,percent of lot coverage,floor-area-ratio, number of dwelling units, total aniount of square feet, size of signs and any other applicable zoning information necessary for the proper review of the site plan by the Town Planner and Planning Board." The table with the required information is not shown on the plans. Response: The project was before the Zoning Board of Appeals at its February 14, 2012 meeting to address all issues related to zoning. The zoning table has been added to sheet 2 of 4. Continent 13. Zoning Section 8.5.e.xii-LOCATION OF WALLS/SIGNS states "Identification of the location, height and materials to be used for all retaining walls and signs located on the site. Signs will be reviewed using the guidelines set forth in Section 6.7(H) of the Zoning Bylaw." It is not clear fromthe submitted plans whether signs are proposed and ij'thej,comply with the Zoning Aj,laiv Section 6.0-Signs and Outdoor Lighting Regulations. Response: No signs or retaining walls are proposed. Comment 14. Zoning Section 8.5.e.xiv- OUTDOOR STORA GEIVISPLA YAREAS states "Identification of the location and type oJoutdoor storage and display areas on the site." It is 26 Main Street page 3 of 5 andover clonsuftants \,, limn . not clear fromthe submitted plaits whether outdoor storage or display areas are proposed. Response: No outside storage or display areas are proposed for this residential project. Comment 15. Zoning Section 8.5. e.xv-LANDSCAPING PLAN states "Identification of the location and landscape schedule of all perimeter and interior landscaping, including but not limited to proposed paving materials for walkways,fences, stoneivalls and all planting materials to be placed on the site. In addition, all existing trees over 12 inches DBI1, to be saved or removed shall be shown on the site plan. Any landscaping required by the Town Bylaws shall be indicated oil the site plan in tabular form showing the amount required and the amount provided.11 It is nnclearftom the submitted plans whether there are existing trees over 1211 in diameter and if they are to be saved or removed. Response: There are no trees with a diameter at breast height of 12" or more within the limit of proposed work. Comment 16. Zoning Section 8.5. e.xvi-REFUSE AREAS states "Identification of the location of each outdoor refuse storage area, including the method of storage and screening. All refuse areas must be fully enclosed." The method of refuse storage and area screening are not detailed on the submitted plans. &s�e Trash will be stored in trash barrels within the garages of each unit. A private trash removal contractor will remove the trash weekly. Comment 17. Zoning Section 8. 5. e.xvii-LIGHTING FACILITIES states "Identification of the proposed illumination, indicating the direction and the degree of illumination offered by the proposed lighting facilities, including(tit example of the light fixture to be used." It is unclear from the submitted plans whether any illumination is proposed and if the type, direction and degree of illumination conform to the guidelines set forth in Section 6.0-Signs and Outdoor Lighting Regulations of the Zoning Bylaw. Response: No site lights are proposed. The front entry of each unit will have a wall light. There may also be a wall mounted light over the deck of each uni. Comment 18. Zoning Section 18.4.3 Pedestrian and Bicycle Circulation states"Provision for safe and convenient pedestrian access shall be incorporated into plans far new construction of buildings and parking areas, and should he designed in concert with landscaping plans noted below. New construction should improve pedestrian access to buildings, sidewalks and parking areas, and should be completed with consideration of safety, handicapped access and visual quality. Where appropriate, applicants are encouraged to provide pedestrian andlor bicycle paths connecting their site with abutting areas in order to promote pedestrian and bicycle circulation and safety. When parking is located in the real-,pedestrian access via a pedestrian- orierzted alley or-walkway thr•ongli to tl►e primary street is encouragedl." The applicant has not indicated any provisions for pedestrian or bicycle circulation oil the plans. Response: No obstructions of existing walkways or bicycle routes are proposed. Comment 19. Zoning Section 18.5.4 Orientation states "Buildings shall be oriented parallel with the front setback line to establish and preserve a consistent building line, with primary entrances oriented toward the street. Tlzefi-oittf(ica(leofa principal building shall face onto (I public street and not towards aparking lot." The proposed building does not have it primary entrances oriented toward the street. 26 Main Street page 4 of 5 r'c'o",iNg'u t a n t s '11\ inc. Response:'This requirement is for an alignment on an existing street so as to preserve a consistent building line with adjacent properties. This particular requirement is not applicable for the proposed structure which is located behind the existing structures. Comment 20. The fire chief should be consulted as to ade-quacy oJ'the emergency vehicle access aiid the proposed ltytiri,ititlocations. The application also does not indicate if the buildings are to be sprinklered or not. Response: The building is required to be sprinklered and it will be. Comment 21. The applicant should indicate areas of snow storage on the plan. Response:'T ll here is ample area for snow storage along the perimeter of the proposed drive. A area along the southerly side of the drive has been added indicating this. Continent 22. The landscaping plan should show all underground utilities to ensure that no conflicts exist. Note 4 should be corrected to remove the reference to "athleticfiel(Is Response:.The appropriate revisions to the Landscaping Plan have been made. Continent 23. Under the Doividoivii Overlay District Section 18 of the Zoning Bylaw, the Planning Board is tasked to review the project with regard to urban design features, architectural features, on-site and off-site improvements, building orientation, articulation, transparency and location of door and entrances to meet the intent of the section; "to provide goods, services and housing in a more compact environment, to encourage redevelopment; and, to create a vibrant, walkable,pedestrian and bicycle friendly environment". As this charge is more a subjective a review, Hancock defers to the judgment of the Board in revieiv of the project's compliance with these goals. Response:,No response required. Should you have any questions concerning this correspondence, feel free to contact us. Sincerely, ANDOVER CONSULTANTS, INC. James S. Fairweather 11, P.E. Project Engineer Enclosures cc Conservation Commission Hancock Associates Jeffco, Inc. 26 Main Street page 5 of 5 M t �l Methuen, Massachusetts 0.t 44 inc. Fax (978) 686­5100 www.arictovercoruSLattarits.corii April 24, 2012 North Andover Planning Board Town Offices 1600 Osgood Street North Andover, MA 01845 FN(OATH RE: Special Permit-Downtown Overlay DistrictNDOV R Pondview 26 Main Street it: t � u es an North Andover, MA Dear Members of the Board: Enclosed please find attached: • 2 full sized copies of the proposed Site Design Plan set, sheets 1, 2, 3 and 4 of 4, prepared for Jeffco, Inc., by Andover Consultants, Inc.,revision dated April 17, 2012. 0 3 copies of the plan set noted above reduced to 11"x 17". • 2 copies of the "Stormwater Deport", prepared for Jeffco, Inc., revision dated April 17, 2012. The attached plans and calculations are submitted for your review and approval. The plans were revised to address comments from the North Andover DPW detailed in their April 3, 2012 letter to Ms. Judy Tymon, Town Planner. The revisions include: 1. Provided a terminal blow-off, with a detail, to allow for flushing the main, if needed. 2. Revised hydrant detail to depict a 6" x 6"anchor tee. 3. Added curb stop and valve box to grade for each unit's water service. 4. The sewer mitigation fees will be paid as required. Revisions were also made to address a punch list of items detailed in an email from Ms. Judy Tymon,to this office, dated April 9, 2012 The email summarized action items from the second review letter from Hancock Associates, dated April 3, 2012. These revisions include: 1. Revised the centerline driveway slope from 0.5%to 1%. (Hancock comment 48). 2. Added residential lamp post lighting in front of each dwelling, typical for a residential project,to address site lighting. (Hancock comment#9). 3. Provided an"entrance way' into the project by adding 2 stone pillars and picket fence detail at the beginning of the new drive at the westerly end of the parcel. The left stone pillar will have a stone insert indication the project name "Pondview" (Hancock comment#13). 4. Revised the one way in driveway, between the existing buildings, with curbing along each side adjacent to the buildings. Additional traffic pavement markings consisting of Civil Ehgineers 9 Land Surveyors e Land Pkinners (,!o n s[i ta n t s ffic. single white lines (SWL) and traffic control signs, including right turn only, stop and do not entre signs were added. A sign table was also added, as requested. Existing parking spaces on the front properties were added (Hancock comment 4 18). Proposed parking for each unit depicting a garage space and driveway space has been added to the plan. S. The landscape architect is working to coordinate his planting plan with the proposed water line and new"entrance way" (Hancock comment#22). Once complete,his revised plan will be submitted under separate cover. In addition to the above, the plans and calculations were revised to provide a subsurface infiltration structure to replace the originally proposed Stormceptor unit. The subsurface Structure will provide recharge and 80%TSS removal. Should you require any additional information, or have any questions concerning the project, please feel free to contact us. Sincerely, ANDOVER CONSULTANTS, INC. James S. Fairweather 11, P.E. Project Engineer Enclosures cc Jeffco, Inc. . andover .I Es River Place, Methuen, Massac iusetts 01844 inc.consultants fax (978) 6-5100 www,andove;'co'is�iltafits.c orn May 3, 2012lixy North.Andover Planning Board North Andover Conservation Commission Town Offices �jr l H Mg)OVER 1600 Osgood Street ����L,. uru ��:��R.Pa � " - . .. North Andover, MA 01845 RE: Notice of Intent DEP File No. 242-1544 "Pondview" - 26 Main Street North Andover, MA Ladies and Gentlemen: Enclosed please find attached: • Site design plan set, sheets 1, 2. 3 and 4 of 4 prepared for Jeffco, Inc., revision dated May 2, 2012, 2 copies, full sized. • Site design plan set, sheets 1, 2. 3 and 4 of prepared for Jeffco, Inc., revision dated May 2, 2012, 8 copies, reduced to 11" x 17". • Revised 0 & M Plan, Construction period sequence and maintenance, and a revised Maintenance Log to replace comparable pages submitted in the last revision. The attached materials are submitted to depict the revisions to the plans and the operation and maintenance documents in response to the latest review comments made by Eggleston Environmental in a May 1, 2012 letter to the Planning Board and Conservation Commission. The revisions include: 1. An additional soil test can be performed in the infiltration galley location, if so required. 2. Providing gutters and downspouts on the front of the building, to directly discharge into the infiltration system, will be difficult due to the architectural details and features of the front of the building and will detract from the architecture. Clutters and downspouts are neither necessary nor required. 3. The proposed catch basin detail contained a specified double grate (LeBaron LV 2448-2). A notation that this is a double grate has been added to the catch basin detail on sheet 3 of 4. 4. A notation to provide a riser and frame and cover to grade for the subsurface infiltration structure has been added to the plan, sheet 2 of 4. The port has been Civil Engineens • Land ury yo s 9 Land Planners over 8 Intl tMants depicted on the profiles shown on sheet 3 of 4. The top slab opening has been revised to be 24" for inspection entry, if needed (see notes 6 and 7 on the infiltration galley detail on sheet 4 of 4). The 0 & M plan has been revised to denote drain time and remedial action (Note 5 on 0 & M Plan). 5. The 0 & M Plan has been revised to call for mowing the level spreader area and to indicate that aeration of the area shall not be performed (Note 6). The level spreader was already noted to be sod (on the plan, sheet 2 of 4). The pipe outlet detail, on sheet 4 of 4 has been revised to note the placement of sod. In addition to the revisions noted above, the typical trench detail was moved to sheet 4 of 4 and a drain manhole detail was added to sheet 3 of 4. Should you require any additional information, or have any questions concerning the project, please feel free to contact us. Sincerely, ANDOVER CONSULTANTS, INC. James S. Fairweather 11, P.E. Project Engineer Enclosures cc Jeffco, Inc. Eggleston Environmental andover 1 East River Place Methuen, Massachusetts 01844 consultants Tel. (978) 687-3828 r' inc. Fax (978) 686-5100 www.andoverconsultants.com May 10, 2012 North Andover Conservation Commission Town Offices 1600 Osgood Street North Andover, MA 01845 RE: Notice of Intent DEP Pile No. 242-1544 "Pondview" -26 Main Street North Andover, MA Ladies and Gentlemen: Enclosed please find attached: • Site design plan, sheet 2 of 4 prepared for Jeffco, Inc., revision dated May 10, 20 12.2 copies, full sized. • Site design plan setoff above reduced to 1 I"x 17", 8 copies. • Revised stormwater calculations, 2 copies. Plan sheet 2 of 4 is submitted to depict the 4 new parking spaces in the southwest corner of the Property briefly discussed at last night's public hearing, Sheets I, 3 and 4 of 4 are unrevised and are not included for now. The stormwater calculations are a summary of the impacts which demonstrate that adding the 650 square feet of new paved area is negligible. Should you require any additional information, or have any questions concerning the project, please feel free to contact us. Sincerely, ANDOVER CONSULTANTS, INC, _Q OF S JAR1g5 S. �� IS r'Allt�ti'EATHE;�It James S. Fairweather II, P.E. 8- WIL Project Engineer 4 r 34316� Enclosures Civil Engineers • Land Surveyors • Land Planners DEP Stormwater Management Standards The project is an eight unit residential condominium project not tributary to a critical area so is subject to the Massachusetts Stormwater Standards to the maximum extent practicable. In addition, the project will remove existing pavement and existing, wood frame garages resulting in a net decrease in impervious surface areas once the project is complete. As such, the project is also a redevelopment of an existing developed site. The new work will meet the local requirement of maintaining a 25-foot no disturbance zone from the bordering wetland of Sutton Pond. Standard #l No New Untreated Discharges Runoff from the proposed paved driveways discharges to a deep sump, hooded catch basin then a precast concrete infiltration system which then discharges to a depression and level spreader to dissipate outlet velocity. Standard #2 Peak Rate Attenuation Runoff from the project discharges in a general easterly direction towards Sutton Pond. As noted above, the work will result in a net decrease in impervious surfaces, peals rates of runoff to Sutton Pond from the parcel and tributary off parcel areas have been calculated. Peak rates of runoff for the 1, 2, 10, and 100-year storm events are as follows: 1-year storm 2-year storm 10-year storm 100-year storm Pre= 1A cfs pre= 1.9 cfs pre = 3.4 cfs pre= 6.1 cfs Post= 1.2 cfs post= 1.7 cfs post=3.1 cfs post= 5.7 cfs (was 1.1 cfs) (was 1.6 cfs) (was =3.0 cfs) (was 5.6 cfs) As can be seen, the peak rates of runoff, post construction, are less than the pre construction rates due to the decrease in impervious areas and the conversion of the bare soil/weedy surface cover to lawn. Standard #3 Recharge The soils at the site according to the USDA Web Soil Survey consist of Canton fine sandy loam. Canton soils are HSG B soil. The target depth to recharge is 0.35 inches. Infltration/Recharge Calculations Total, existing impervious area= 13,015 sf Total proposed, new impervious area= 10,545 sf+650 sf= 11,195 sf Net new impervious area = -1,820 sf There is a decrease in impervious area resulting in no net loss of recharge post construction. However, the proposed precast concrete galley system will provide recharge as detailed below. Precast concrete galley infiltration system: Volume required = 11,195 sf x 0.35"/ 12" per foot = 326.5± cf(2445 gallons) Provide 2 - 8 x 14 precast concrete galleys 4'-8" high Volume provided below invert = 2 x 7 ft x 13 ft x 2.36 ft = 429.5 cf 429.5 cf> 326.5 cf, ok Note: rear half of the roof(2,148 so will discharge to the grass area behind the structure. Time to drain static method Total volume = vol. = 430cf Bottom area=A =7 ft x 13 ft x 2= 182 sf k (HSG B soil =0.52 in/hr(0.0433 ft/hr) t = vol/(k * A), t = 430/(0.0433*182) = 54.5 hrs < 72 hrs, ok Standard #4 Water Quality Water Quality Calculations The infiltration system will provide the 80%TSS removal with pretreatment provided by a deep sump hooded catch basin. Calculate the water quality volume: Tributary area (new) = 11, 195- (2,148 (roof)) = 9,047 sf Required WQV: Use 0.5" depth for WQV calculation. WQV = 0.5/12ftx9, 047 = 377fcf Provided WQV =429.5 cf> 377 ef, A INSTRUCTIONS: Version 1,Automated.Mar.4,2048 1.In BMP Column,click on Blue Cell to Activate Drop Down Menu 2.Select BMP from Drop Down Menu 3.After BMP is selected,TSS Removal and other Columns are automatically completed. Location: 26 Main St North Andover,MA B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E 4a (1) Deep Sump and Hooded tCatch Basin 0.25 1.00 0.25 0.75 � y O 0 Subsurface lnflltratfon Structure 0.80 1 0.75 0.60 0.16 d 0.00 0.15 0.00 0.15 to 5 0.00 0.15 0.00 0.15 tJ 0.00 0.15 0.00 0.15 Separate Form Needs to be Completed for Each Total TSS Removal = 85%, outlet or BMP Train Project: Pondv{ew Prepared By: jsf "Equals remaining load from previous BMP(E) Date: 4/1112012 which enters the BMP Standard #S Land Uses With Higher Potential Pollutant Loads (LUHPPLs The site is not a land use with higher potential pollutant loads. Standard #6 Critical Areas The project will not create any discharges to Critical Areas. Standard #7 Redevelopment Project There will be a reduction in impervious areas by the proposed construction in an area previously developed and qualifies as a redevelopment project. Standard #8 Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control plan has been prepared and will be implemented to protect the adjacent properties from sedimentation during construction. The project is not covered by a NPDES Construction General Permit due to the small scale of the project. Standard #9 Operation and Maintenance Plan An Operation and Maintenance Plan (O&M Plan) has been developed which lists the condominium association as the responsible party. The O&M Plan details the schedule for routine maintenance and inspection. Standard #10 Prohibition of Illicit Discharges All illicit discharges at the site will be prohibited. An Illicit Discharge Compliance Statement will be submitted prior to the start of any land disturbance activities. EX 1 Existing DEV 2 DEV 1 Developed 2 Developed 1 ca [sum] CB DRYWELL DMH Level Spreader summary Subcat Reach on EHydroCAEX Drainage Diagram for Jeffco-Main St 05-10-12 Prepared by Andover Consultants, Inc. D 8.00 s/n 002099 ©2006 HydroCAD Software Solutions Li_C Jeffco-Main St 05-10-12 Type 1I124-hr 1-Yr Rainfall=2.60" Prepared by Andover Consultants, Inc. H droCAD®8.00 s/n 002099 ©2006 H droCAD Software Solutions LLC Subcatchment DEV 1: Developed 1 Runoff - 1.0 cfs @ 12.04 hrs, Volume= 0.067 af, Depth= 1.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type Ili 24-hr 1-Yr Rainfall=2.60" Area (sf) CN Description 17,695 98 Paved parking & roofs( was 17045sf) 10,164 61 >75%Grass cover, Good, HSG B(was 10814 sf) 27,859 85 Weighted Average 10,164 Pervious Area 17,695 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 0.5 50 0.0380 1.55 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 28 0.0400 4.06 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 14 0,0050 1.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 11 0.0250 3.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 116 0.0100 2.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.3 44 0.0030 2.88 3.54 Circular Channel (pipe), Diam= 15.0" Area= 1.2 sf Perim= 3.9` r= 0.31' n=0.013 0.1 34 0.0059 4.04 4.96 Circular Channel (pipe), Diam= 15.0" Area= 1.2 sf Perim= 3.9` r= 0.31' n=0.013 23 297 Total Subcatchment DEV 2: Developed 2 Runoff = 0.2 cfs @ 12.07 hrs, Volume= 0.016 af, Depth= 0.58" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Yr Rainfall=2.60" Area sf CN Description 4,645 98 Paved parking & roofs 7,029 61 >75% Grass cover, Good, HSG B 2,292 55 Woods, Good HSG B 13,966 72 Weighted Average 9,321 Pervious Area 4,645 Impervious Area Jeffco-Main St 05-10-12 Type 11124-hr i-Yr Rainfall=2.60" Prepared by Andover Consultants, Inc. H droCADO 8.00 s/n 002099 0 2006 H droCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 0.8 30 0.0050 0.62 Sheet Flow, Smooth surfaces n=0.011 P2= 3.20" 0.2 32 0.0220 3.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.1 220 0.0120 1.76 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 40 0.2400 7.89 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.2 322 Total Subcatchment EX 1: Existing Runoff - 1.4 cfs @ 12.05 hrs, Volume= 0.091 af, Depth= 1.13" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 1-Yr Rainfall=2.60" Area (sf)_ CN Description 24,161 98 Paved parking & roofs 6,114 61 >75% Grass cover, Good, HSG B 7,536 65 bare soil/weeds/grass, HSG B 4,014 55 Woods Good HSG B 41,825 83 Weighted Average 17,664 Pervious Area 24,161 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 50 0.0380 1.55 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.2 50 0.0400 4.06 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 84 0.0160 2.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.8 76 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 44 0.0450 3.42 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 38 0.2400 7.89 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.5 342 Total Reach sum: summary Inflow Area = 0.960 ac, Inflow Depth = 0.91" for 1-Yr event Inflow - 1.2 cfs @ 12.06 hrs, Volume= 0.073 of Outflow - 1.2 cfs @ 12.06 hrs, Volume= 0.073 af, Atten= 0%, Lag= 0.0 min Jeffco-Main St 05-10-12 Type 11124-hr 1-Yr Rainfall=2.60" Prepared by Andover Consultants, Inc. HydroCADO 8.00 sln 002099 OO 2006 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs/3 Pond 1 P: DRYWELL Inflow Area = 0.640 ac, Inflow Depth = 1.26" for 1-Yr event Inflow - 1.0 cfs @ 12.04 hrs, Volume= 0.067 of Outflow -- 1.0 cfs @ 12.06 hrs, Volume= 0.071 af, Atten= 3%, Lag= 0.9 min Discarded = 0.0 cfs @ 0.00 hrs, Volume= 0.012 of Primary = 1.0 cfs @ 12.06 hrs, Volume= 0.058 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs /3 Starting Elev= 54.70' Surf.Area= 406 sf Storage= 513 cf Peak Elev= 55.02' @ 12.06 hrs Surf.Area=406 sf Storage= 572 cf (59 cf above start) Plug-Flow detention time= 118.8 min calculated for 0.059 of (88% of inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 51.63' 45 cf 8.00'W x 28.001 x 0.50'H Prismatoid 112 cf Overall x 40.0% Voids #2 52.13' 728 cf 7.00'W x 26.001 x 4.00'H Prismatoid 773 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 54.50' 15.0" x 6.0' long Culvert Ke= 0.500 Outlet Invert= 54.40' S= 0.0167 '/' Cc= 0.900 n= 0.010 #2 Discarded 0.00' 0.520 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.0 cfs @ 0.00 hrs HW=54.70' (Free Discharge) t2=Exfiltration (Exfiltration Controls 0.0 cfs) Primary OutFlow Max=1.0 cfs @ 12.06 hrs HW=55.01' TW=54.69' (Dynamic Tailwater) L1=Culvert (Barrel Controls 1.0 cfs @ 3.00 fps) Pond cb: CB Inflow Area = 0.640 ac, Inflow Depth = 1.26" for 1-Yr event Inflow - 1.0 cfs @ 12.04 hrs, Volume= 0.067 of Outflow - 1.0 cfs @ 12.04 hrs, Volume= 0.067 af, Atten= 0%, Lag=0.0 min Primary - 1.0 cfs @ 12.04 hrs, Volume= 0.067 of Routing by Dyn-Star-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs/3 Peak Elev= 55.19' @ 12.05 hrs Device Routing Invert Outlet Devices #1 Primary 54.60' 15.0" x 6.0' long Culvert Ke= 0.500 Outlet Invert= 54.50' S= 0.0167 '/' Cc=0.900 n= 0.010 Primary OutFlow Max=1.0 cfs @ 12.04 hrs HW=55.18' TW=55.01' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 1.0 cfs @ 2.63 fps) Jeffco-Main St 05-10-12 Type 11124-hr 1-Yr Rainfall=2.60" Prepared by Andover Consultants, Inc. H droCADO 8.00 s/n 002099 O 2006 H droCAD Software Solutions LLC Pond DMH: DMH Inflow Area = 0.640 ac, Inflow Depth = 1.10" for 1-Yr event Inflow = 1.0 cfs @ 12.06 hrs, Volume= 0.058 of Outflow = 1.0 cfs @ 12.06 hrs, Volume= 0.058 af, Atten= 0%, Lag= 0.0 min Primary - 1.0 cfs @ 12.06 hrs, Volume= 0.058 of Routing by Dyn-Stor-Ind method, Time Span=0.00-30.00 hrs, dt=0.05 hrs 13 Peak Elev= 54.69' @ 12.06 hrs Device Routing Invert Outlet Devices #1 Primary 53.90' 15.0" x 34.0' tong Culvert Ke= 0.500 Outlet Invert= 53.70' S=0.0059 '1' Cc=0.900 n= 0.013 Primary OutFlow Max=1.0 cfs @ 12.06 hrs HW=54.69' TW=54.58' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 1.0 cfs @ 1.69 fps) Pond Is: Level Spreader Inflow Area = 0.640 ac, Inflow Depth = 1.10" for 1-Yr event Inflow - 1.0 cfs @ 12.06 hrs, Volume= 0.058 of Outflow - 1.0 cfs @ 12.06 hrs, Volume= 0.058 af, Atten= 0%, Lag= 0.1 min Primary - 1.0 cfs @ 12.06 hrs, Volume= 0.058 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 13 Peak Elev= 54.59' @ 12.06 hrs Surf.Area= 94 sf Storage= 43 of Plug-Flow detention time=26.7 min calculated for 0.057 of (98% of inflow) Center-of-Mass det. time= 11.6 min ( 826.4 - 814.7 ) Volume Invert Avaii.Stora a Storage Description #1 54.00' 86 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 54.00 50 0 0 54.50 90 35 35 55.00 115 51 86 Device Routing Invert Outlet Devices #1 Primary 54.50` 14.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary Outflow Max=1.0 cfs @ 12.06 hrs HW=54.58' TW=0.00' (Dynamic Tailwater) t--1=Broad-Crested Rectangular Weir (Weir Controls 1.0 cfs @ 0.81 fps) Jeffco-Main St 05-10-12 Type 11124-hr2-Yr Ralnfaf1=3.10" Prepared by Andover Consultants, Inc. IydroCAD®S 00 sln 002099 ©2006 H droCAD Software Solutions LLC Subcatchment DEV 1: Developed 1 Runoff - 1.4 cis @ 12.04 hrs, Volume= 0.089 af, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Yr Rainfall=3.10" Area sf CN Description 17,695 98 Paved parking & roofs( was 17045sf) 10,164 61 >75% Grass cover, Good HSG B was 10814 sf 27,859 85 Weighted Average 10,164 Pervious Area 17,695 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 50 0.0380 1.55 Sheet Flow, Smooth surfaces n=0.011 P2= 3.20" 0.1 28 0.0400 4.06 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 14 0.0050 1.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 11 0.0250 3.21 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.0 116 0.0100 2.03 Shallow Concentrated Flow, Paved Kv=20.3 fps 0.3 44 0.0030 2.88 3.54 Circular Channel (pipe), Diam= 15.0" Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 0.1 34 0A059 4.04 4.96 Circular Channel (pipe), Diam= 15.0" Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.013 2.3 297 Total Subcatchment DEV 2: Developed 2 Runoff = 0.3 cfs @ 12.06 hrs, Volume= 0.023 af, Depth= 0.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt=0.05 hrs Type III 24-hr 2-Yr Rainfall=3.10" Area sf CN Description 4,645 98 Paved parking & roofs 7,029 61 >75% Grass cover, Good, HSG B 2,292 55 Woods Good HSG B 13,966 72 Weighted Average 9,321 Pervious Area 4,645 Impervious Area Jeffeo-Main St 05-10-12 Type W 24-hr 2-Yr Rainfall=3.10" Prepared by Andover Consultants, Inc. HydroCAD®8.00 s/n 002099 ©2006 HydroCAD Software Solutions LLC _ Tc Length Slope Velocity Capacity Description (min) (feet)_ (ft/ft) (ft/sec) (cfs) 0.8 30 0.0050 0.62 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.2 32 0.0220 3.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.1 220 0.0120 1.76 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 40 0.2400 7.89 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.2 322 Total Subcatchment EX 1: Existing Runoff = 1.9 cfs @ 12.05 hrs, Volume= 0.122 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 2-Yr Rainfall=3.10" Area sf CN Description 24,161 98 Paved parking & roofs 6,114 61 >75% Grass cover, Good, HSG B 7,536 65 bare soil/weeds/grass, HSG B 4,014 55 Woods Good HSG B 41,825 83 Weighted Average 17,664 Pervious Area 24,161 Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 0.5 50 0.0380 1.55 Sheet Flow, Smooth surfaces n=0.011 P2= 3.20" 0.2 50 0.0400 4.06 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 84 0.0160 2.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.8 76 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 44 0.0450 3.42 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 38 0.2400 7.89 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.5 342 Total Reach sum: summary Inflow Area = 0.960 ac, Inflow Depth = 1.29" for 2-Yr event Inflow - 1.7 cfs @ 12.06 hrs, Volume= 0.103 of Outflow = 1.7 cfs @ 12.06 hrs, Volume= 0.103 af, Atten= 0%, Lag=0.0 min Jeffco-Main St 05-10-12 Type U/24-hr2-Yr RainfaN=3.10" Prepared by Andover Consultants, Inc. H droCADO 8.00 s/n 002099 O 2006 H droCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs/3 Pond 1 P: DRYWELL Inflow Area = 0.640 ac, Inflow Depth = 1.67" for 2-Yr event Inflow = 1.4 cfs @ 12.04 hrs, Volume= 0.089 at Outflow - 1.3 cfs @ 12.06 hrs, Volume= 0.093 af, Atten= 2%, Lag= 0.8 min Discarded = 0.0 cfs @ 0.00 hrs, Volume= 0.012 of Primary - 1.3 cfs @ 12.06 hrs, Volume= 0.081 at Routing by Dyn-Stor-Ind method, Time Span=0.00-30.00 hrs, dt=0.05 hrs /3 Starting Elev= 54.70' Surf.Area= 406 sf Storage= 513 cf Peak Elev= 55.12' @ 12.06 hrs Surf.Area= 406 sf Storage= 590 cf (77 cf above start) Plug-Flow detention time= 93.7 min calculated for 0.081 of (91% of inflow) Center-of-Mass det. time=0.4 min ( 824.5 - 824.1 ) Volume Invert Avail.Stora e Storage Description #1 51.63' 45 cf 8.00'W x 28.001 x 0.50'H Prismatoid 112 cf Overall x 40.0% Voids #2 52.13' 728 cf 7.00'W x 26.001 x 4.00'H Prismatoid 773 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 54.50' 16.0" x 6.0' long Culvert Ke= 0.500 Outlet Invert= 54.40' S=0.0167 '/' Cc=0.900 n= 0.010 #2 Discarded 0.00' 0.620 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0.0 cfs 0 0.00 hrs HW=54.70' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.0 cfs) Primary OutFlow Max=1.3 cfs @ 12.06 hrs HW=55.11' TW=54.75' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 1.3 cfs @ 3.18 fps) Pond cb: CB Inflow Area = 0.640 ac, Inflow Depth = 1.67" for 2-Yr event Inflow = 1.4 cfs @ 12.04 hrs, Volume= 0.089 at Outflow - 1.4 cfs @ 12.04 hrs, Volume= 0.089 at, Atten= 0%, Lag= 0.0 min Primary - 1.4 cfs @ 12.04 hrs, Volume= 0.089 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt=0.05 hrs/3 Peak Elev= 55.31' @ 12.05 hrs Device Routing Invert Outlet Devices #1 Primary 54.60' 15.0" x 6.0' long Culvert Ke= 0.500 Outlet Invert= 54.50' S=0.0167 '/' Cc= 0.900 n= 0.010 Primary OutFlow Max=1.3 cfs @ 12.04 hrs HW=55.30' TW=55.11' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 1.3 cfs @ 2.76 fps) Jeffco-Main St 05-10-12 Type II124-hr2-Yr Rainfall=3.10" Prepared by Andover Consultants, Inc. H drOCAD@ 8.00 s/n 002099 Oc 2006 H draCAD Software Solutions LLC Pond DMH: DMH Inflow Area = 0.640 ac, Inflow Depth = 1.51" for 2-Yr event Inflow = 1.3 cfs @ 12.06 hrs, Volume= 0.081 of Outflow = 1.3 cfs @ 12.06 hrs, Volume= 0.081 af, Atten= 0%, Lag= 0.0 min Primary = 1.3 cfs @ 12.06 hrs, Volume= 0.081 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs/3 Peak Elev= 54.76' @ 12.06 hrs Device Routing Invert Outlet Devices #1 Primary 53.90' 15.0" x 34.0' long Culvert Ke= 0.500 Outlet Invert=53.70' S= 0.0059 '/' Cc= 0.900 n= 0.013 rimary OutFlow Max=1.3 cfs @ 12.06 hrs HW=54.75' TW=54.60' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.3 cfs @ 2.07 fps) Pond Is: Level Spreader Inflow Area = 0.640 ac, Inflow Depth = 1.51" for 2-Yr event Inflow - 1.3 cfs @ 12.06 hrs, Volume= 0.081 of Outflow = 1.3 cfs @ 12.06 hrs, Volume= 0.080 af, Atten=0%, Lag= 0.1 min Primary = 1.3 cfs @ 12.06 hrs, Volume= 0.080 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs/3 Peak Elev= 54.61' @ 12.06 hrs Surf.Area= 95 sf Storage= 45 cf Plug-Flow detention time= 19.6 min calculated for 0,079 of (98% of inflow) Center-of-Mass det. time= 8.5 min ( 821.5 - 813.1 ) Volume Invert Avail.Stora a Storage Description #1 54.00' 86 cf Custom Stage Data(Prismatic) Listed below (Resale) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 54.00 50 0 0 54.50 90 35 35 55.00 115 51 86 Device Routing Invert Outlet Devices #1 Primary 54.50' 14.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=1.3 cfs @ 12.06 hrs HW=54.60' TW=0.00' (Dynamic Tailwater) t-1=Broad-Crested Rectangular Weir (Weir Controls 1.3 cfs @ 0.90 fps) Jeffco-Main St 05-10-12 Type 11124-hr 10-Yr Rainfall=4.50" Prepared by Andover Consultants, Inc. H droCAD®8.00 s/n 002099 0 2006 H droCAD Software Solutions LLC Subcatchment DEV 1: Developed 1 Runoff = 2.4 cfs @ 12.04 hrs, Volume= 0.155 af, Depth= 2.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 10-Yr Rainfall=4.50" Area (sf) CN Description T 17,695 98 Paved parking & roofs( was 17045sf) 10,164 61 >75% Grass cover, Good, HSG B(was 10814 sf) 27,859 85 Weighted Average 10,164 Pervious Area 17,695 Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 0.5 50 0.0380 1.55 Sheet Flow, Smooth surfaces n=0.011 P2= 3.20" 0.1 28 0.0400 4.06 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 14 0.0050 1.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 11 0.0250 3.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 116 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.3 44 0.0030 2.88 3.54 Circular Channel(pipe), Diam= 15.0" Area= 1.2 sf Perim= 3.9' r=0.31' n= 0.013 0.1 34 0.0059 4.04 4.96 Circular Channel(pipe), Diam= 15.0" Area= 1.2 sf Perim= 3.9' r=0.31' n= 0.013 2.3 297 Total Subcatchment DEV 2: Developed 2 Runoff - 0.7 cfs Q 12,06 hrs, Volume= 0.049 af, Depth= 1.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt=0.05 hrs Type III 24-hr 10-Yr Rainfall=4.50" Area sf CN Description 4,645 98 Paved parking & roofs 7,029 61 >75% Grass cover, Good, HSG B 2,292 55 Woods Good HSG B 13,966 72 Weighted Average 9,321 Pervious Area 4,645 Impervious Area Jeffco-Main St 05-10-12 Type III 24-hr I0-Yr Rainfal1=4.50° Prepared by Andover Consultants, Inc. H droCAD®8.00 s/n 002099 ©2006 H droCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.8 30 0.0050 0.62 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.2 32 0.0220 3.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2A 220 0.0120 1.76 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 40 0.2400 7.89 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.2 322 Total Subcatchment EX 1: Existing Runoff = 3.4 cfs @ 12.04 hrs, Volume= 0.218 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt=0.05 hrs Type III 24-hr 10-Yr Rainfall=4.50" Area sf CN Description 24,161 98 Paved parking & roofs 6,114 61 >75% Grass cover, Good, HSG B 7,536 65 bare soil/weeds/grass, HSG B 4,014 55 Woods Good HSG B 41,825 83 Weighted Average 17,664 Pervious Area 24,161 Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 0.5 50 0.0380 1.55 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.2 50 0.0400 4.06 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0,7 84 0.0160 2.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.8 76 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 44 0.0450 3.42 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 38 0.2400 7.89 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.5 342 Total Reach sum: summary Inflow Area = 0.960 ac, Inflow Depth = 2.43" for 10-Yr event Inflow - 3.1 cfs @ 12.05 hrs, Volume= 0.194 of Outflow -- 3.1 cfs @ 12.05 hrs, Volume= 0.194 af, Atten= 0%, Lag= 0.0 min Jeffco-Main St 05-10-12 Type !l124-hr 10-Yr Rainfall=4.50" Prepared by Andover Consultants, Inc. H droCAD@ 8.00 s/n 002099 @ 2006 H droCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 13 Pond 1 P: DRYWELL Inflow Area = 0.640 ac, Inflow Depth = 2.91" for 10-Yr event Inflow = 2.4 cfs @ 12.04 hrs, Volume= 0.155 of Outflow - 2.3 cfs @ 12.05 hrs, Volume= 0.159 af, Atten= 1%, Lag= 0.7 min Discarded = 0.0 cfs @ 0.00 hrs, Volume= 0.012 of Primary - 2.3 cfs @ 12.05 hrs, Volume= 0.146 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs/3 Starting Elev= 54.70' Surf.Area=406 sf Storage= 513 cf Peak Elev= 55.37' @ 12.05 hrs Surf.Area= 406 sf Storage= 635 cf (122 cf above start) Plug-Flow detention time= 61.8 min calculated for 0.147 of (95%of inflow) Center-of-Mass det. time= 3.6 min ( 811.9 - 808.3 ) Volume Invert Avail.Stora a Storage Description #1 51.63' 45 cf 8.00'W x 28.001 x 0.50'H Prismatoid 112 cf Overall x 40.0%Voids #2 52.13' 728 cf 7.00'W x 26.001 x 4.00'H Prismatoid 773 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 54.50' 15.0" x 6.0' long Culvert Ke= 0.500 Outlet Invert= 54.40' S= 0.0167 '/' Cc= 0.900 n= 0.010 #2 Discarded 0.00' 0.520 in1hr Exfiltration over Surface area Iiscarded OutFlow Max=0.0 cfs @ 0.00 hrs HW=54.70' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.0 cfs) rimary OutFlow Max=2.3 cfs @ 12.05 hrs HW=55.37' TW=54.93' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.3 cfs @ 3.59 fps) Pond cb: CB Inflow Area = 0.640 ac, Inflow Depth = 2.91" for 10-Yr event Inflow - 2.4 cfs @ 12.04 hrs, Volume= 0.155 of Outflow - 2.4 cfs @ 12.04 hrs, Volume= 0.155 af, Atten= 0%, Lag= 0.0 min Primary - 2.4 cfs @ 12.04 hrs, Volume= 0.155 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs/3 Peak Elev= 55.60' @ 12.05 hrs Device Routing Invert Outlet Devices #1 Primary 54.60' 15.0" x 6.0' long Culvert Ke= 0.500 Outlet Invert= 54.50' S= 0.0167 '/' Cc= 0.900 n= 0.010 Primary OutFlow Max=2.3 cfs @ 12.04 hrs HW=55.58' TW=55.35' (Dynamic Tailwater) L1=Culvert (Outlet Controls 2.3 cfs @ 3.07 fps) Jeffco-Main St 05-10-12 Type /1124-hr 10-Yr Rainfall=4.50" Prepared by Andover Consultants, Inc. HydroCADO 8.00 sln 002099 0 2006 HydroCAD Software Solutions LLC Pond DMH: DMH Inflow Area = 0.640 ac, Inflow Depth = 2.75" for 10-Yr event Inflow = 2.3 cfs @ 12.05 hrs, Volume= 0.146 of Outflow = 2.3 cfs @ 12.05 hrs, Volume= 0.146 af, Atten= 0%, Lag= 0.0 min Primary _ 2.3 cfs @ 12.05 hrs, Volume= 0.146 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs /3 Peak Elev= 54.94' @ 12.05 hrs Device Routing Invert Outlet Devices #1 Primary 53.90' 15.0" x 34.0' long Culvert Ke= 0.500 Outlet Invert= 53,70' S= 0.0059 '1' Cc=0.900 n=0.013 Primary OutFlow Max=2.3 cfs @ 12.05 hrs HW=54.93' TW=54.65' (Dynamic Tailwater) 't -1=Culvert (Outlet Controls 2.3 cfs @ 2.89 fps) Pond Is: Level Spreader Inflow Area = 0.640 ac, Inflow Depth = 2.75" for 10-Yr event Inflow - 2.3 cfs @ 12.05 hrs, Volume= 0.146 of Outflow = 2.3 cfs @ 12.05 hrs, Volume= 0.146 af, Atten= 0%, Lag= 0.1 min Primary = 2.3 cfs @ 12.05 hrs, Volume= 0.146 of Routing by Dyn-Stor-Ind method, Time Span=0.00-30.00 hrs, dt= 0.05 hrs 13 Peak Elev= 54.65' @ 12.05 hrs Surf.Area= 98 sf Storage=49 cf Plug-Flow detention time= 11.4 min calculated for 0.145 of (99%of inflow) Center-of-Mass det. time=4.7 min ( 809.2 - 804.5 ) Volume Invert Avail.Stora e Storage Description #1 54.00' 86 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 54.00 50 0 0 54.50 90 35 35 55.00 115 51 86 Device Routing Invert Outlet Devices #1 Primary 54.50' 14.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=2.3 cfs @ 12.05 hrs HW=54.65' TW=0.00' (Dynamic Tailwater) 'Li=Broad-Crested Rectangular Weir (Weir Controls 2.3 cfs @ 1.09 fps) Jeffco-Main St 05-10-12 Type 11124-hr 100-Yr Rainfall=7.00" Prepared by Andover Consultants, Inc. H droCAD®8.00 sin 002099 ©2006 H droCAD Software Solutions LLC Subcatchment DEV 1: Developed 1 Runoff = 4.2 cfs @ 12.04 hrs, Volume= 0.280 af, Depth= 5.25" Runoff by SCS TR-20 method, UH=SCS, Time Span=0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Yr Rainfall=7.00" Area sf CN Description 17,695 98 Paved parking & roofs( was 17045sf) 10,164 61 >75% Grass cover, Good HSG B was 10814 sf 27,859 85 Weighted Average 10,164 Pervious Area 17,695 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.5 50 0.0380 1.55 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.1 28 0.0400 4.06 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.2 14 0.0050 1.14 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 11 0.0250 3.21 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.0 116 0.0100 2.03 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.3 44 0.0030 2.88 3.54 Circular Channel (pipe), Diam= 15.0" Area= 1.2 sf Perim= 3.9' r= 0.31' n=0.013 0.1 34 0.0059 4.04 4.96 Circular Channel (pipe), Diam= 15.0" Area= 1.2 sf Perim= 3.9' r=0.31' n=0.013 2.3 297 Total Subcatchment DEV 2: Developed 2 Runoff = 1.6 cfs @ 12.05 hrs, Volume= 0.102 af, Depth= 3.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Yr Rainfall=7.00" Area sf CN Description 4,645 98 Paved parking & roofs 7,029 61 >75% Grass cover, Good, HSG B 2,292 55 Woods Good HSG B 13,966 72 Weighted Average 9,321 Pervious Area 4,645 Impervious Area Jeffco-Main St 05-10-12 Type/1/24-hr 100-Yr Rainfall-7.00" Prepared by Andover Consultants, Inc. H droCAD®8.00 s/n 002099 ©2006 H droCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 0.8 30 0.0050 0.62 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.2 32 0.0220 3.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.1 220 0.0120 1.76 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 40 0.2400 7.89 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 3.2 322 Total Subcatchment EX 1: Existing Runoff - 6.1 cfs @ 12.04 hrs, Volume= 0.402 af, Depth= 5.03" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Yr Rainfall=7.00" Area sf CN Description 24,161 98 Paved parking & roofs 6,114 61 >75% Grass cover, Good, HSG B 7,536 65 bare soil /weeds/grass, HSG B 4,014 55 Woods Good HSG B 41,825 83 Weighted Average 17,664 Pervious Area 24,161 Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 0.5 50 0.0380 1.55 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.2 50 0.0400 4.06 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.7 84 0.0160 2.04 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.8 76 0.0100 1.61 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.2 44 0.0450 3.42 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.1 38 0.2400 7.89 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.5 342 Total Reach sum: summary Inflow Area = 0.960 ac, Inflow Depth = 4.66" for 100-Yr event Inflow = 5.7 cfs @ 12.05 hrs, Volume= 0.373 of Outflow = 5.7 cfs @ 12.05 hrs, Volume= 0.373 af, Atten= 0%, Lag= 0.0 min Jeffco-Main St 05-10-12 Type H/24-hr 100-Yr Rainfall=7.00" Prepared by Andover Consultants, Inc. H droCADO 8.00 s/n 002099 ©2006 H droCAD Software Solutions LL Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs /3 Pond 1 P: DRYWELL Inflow Area = 0.640 ac, Inflow Depth = 5.25" for 100-Yr event Inflow = 4.2 cfs @ 12.04 hrs, Volume= 0.280 of Outflow = 4.1 cfs @ 12.05 hrs, Volume= 0.283 af, Atten= 1°/a, Lag= 0.6 min Discarded = 0.0 cfs @ 0.00 hrs, Volume= 0.012 of Primary = 4.1 cfs @ 12.05 hrs, Volume= 0.271 of Routing by Dyn-Star-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs/3 Starting Elev= 54.70' Surf.Area= 406 sf Storage= 513 of Peak Elev= 55.76' @ 12.05 hrs Surf.Area= 406 sf Storage= 706 of (193 of above start) Plug-Flow detention time= 39.6 min calculated for 0.272 of (97% of inflow) Center-of-Mass det. time=4.3 min ( 795.9 - 791.7 ) Volume Invert Avail.Stora e Storage Description #1 51.63' 45 of 8.00'W x 28.001 x 0.50'H Prismatoid 112 of Overall x 40.0% Voids #2 52.13' 728 of 7.00'W x 26.001 x 4.00'H Prismatoid 773 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 54.50' 16.0" x 6.0' long Culvert Ke= 0.500 Outlet Invert= 54.40' S= 0.0167 '/' Cc= 0.900 n= 0.010 #2 Discarded 0.00' 0.520 inthr Exfiitration over Surface area piscarded OutFlow Max=0.0 cfs @ 0.00 hrs HW=54.70' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.0 cfs) rimary OutFlow Max=4.1 cfs @ 12.05 hrs HW=55.76' TW=55.23' (Dynamic Tailwater) 1=Culvert (Barrel Controls 4.1 cfs @ 4.14 fps) Pond cb: CB Inflow Area = 0.640 ac, Inflow Depth = 5.25" for 100-Yr event Inflow - 4.2 cfs @ 12.04 hrs, Volume= 0.280 of Outflow - 4.2 cfs @ 12.04 hrs, Volume= 0.280 af, Atten= 0%, Lag= 0.0 min Primary = 4.2 cfs @ 12.04 hrs, Volume= 0.280 of Routing by Dyn-Star-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs /3 Peak Elev= 56.26' @ 12.05 hrs Device Routing Invert Outlet Devices #1 Primary 54.60' 15.0" x 6.0' long Culvert Ke= 0.500 Outlet Invert= 54.50' S=0.0167 '/' Cc= 0.900 n=0.010 Primary OutFlow Max=4.0 cfs @ 12.04 hrs HW=56.19' TW=55.72' (Dynamic Tailwater) L1=Culvert (inlet Controls 4.0 cfs @ 329 fps) .leffco-Main St 05-10-12 Type 11124-hr 100-Yr Rainfall.-7.00" Prepared by Andover Consultants, Inc. W droCADO 8.00 s/n 002099 ©2006 H droCAD Software Solutions LLC Pond DMH: DMH Inflow Area = 0.640 ac, Inflow Depth = 5.09" for 100-Yr event Inflow = 4.1 cfs @ 12.05 hrs, Volume= 0.271 of Outflow 4.1 cfs @ 12.05 hrs, Volume= 0.271 af, Atten= 0%, Lag= 0.0 min Primary = 4.1 cfs @ 12.05 hrs, Volume= 0.271 of Routing by Dyn-Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs/3 Peak Elev= 55.23' @ 12.05 hrs Device Routing Invert Outlet Devices #1 Primary 53.90' 15.0" x 34.0' long Culvert Ke= 0.500 Outlet Invert= 53.70' S= 0.0059 /' Cc= 0.900 n= 0.013 rimary OutFlow Max=4.1 cfs @ 12.05 hrs HW=55.23' TW=54.72' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.1 cfs @ 3.93 fps) Pond Is: Level Spreader Inflow Area = 0.640 ac, Inflow Depth = 5.09" for 100-Yr event Inflow - 4.1 cfs @ 12.05 hrs, Volume= 0.271 of Outflow = 4,1 cfs @ 12.05 hrs, Volume= 0.270 af, Atten= 0%, Lag=0.1 min Primary = 4.1 cfs @ 12.05 hrs, Volume= 0.270 of Routing by Dyn-Stor-Ind method, Time Span=0.00-30.00 hrs, dt= 0.05 hrs /3 Peak Elev= 54.72' @ 12.05 hrs Surf.Area= 101 sf Storage= 56 cf Plug-Flow detention time= 6.4 min calculated for 0.270 of (99% of inflow) Center-of-Mass det. time= 2.5 min ( 793.8 - 791.3 ) Volume Invert Avail.Stora a Storage Description #1 54.00' 86 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet 54.00 50 0 0 54.50 90 35 35 55.00 115 51 86 Device Routing Invert Outlet Devices #1 Primary 54.50' 14.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=4.1 cfs @ 12.05 hrs HW=54.72' TW=0.00' (Dynamic Tailwater) t--1=Broad-Crested Rectangular Weir (Weir Controls 4.1 cfs @ 1.32 fps) I East Rim- Place andover MEIU)U(N), MassachLisotts 01,944 consultants I-Ed. (978) 687­3828 inc. Fax (978) 686-5100 www.aridove['COcISLI[ta ItS.C(,)r-gyp July 30, 2014 North Andover Planning Board Town Offices 1600 Osgood Street North Andover, MA 01845 RE: Site Plan Special Permit Map 28 Parcel 14 26 Main Street Ladies and Gentlemen: Please find attached 2 full sized and three reduced sized copies of a plan depicting the as-built conditions for the project captioned above and titled"As-Built Plan&Profile, Pondview, 26 Main Street,North Andover, Mass.", prepared for Jeffco, Inc., dated January 7, 2014 and revised July 30, 2014. The plan was revised to depict the revised striping and placement of precast concrete wheel stops for the parking spaces behind No. 28-30 Main Street. Should you require any additional information, or have any questions concerning the submittal, please feel free to contact us. Sincerely, ANDOVER CONSULTANTS, INC. James S. Fairweather 11, P.E. Project Engineer Enclosure Cc Jeffco, Inc. C.ivil Engineets 1_,-�nd Surveyors L-and Plai ners l fast Hvei Place andover consultants Methuen, Massachusetts 01844 ( x ) 4` 1-el. (97 8) 64.Ed' ..�A8 k8 www,aticlover(,,c)nst.iltarits.corri May 14, 2.012 North Andover Planning Board. Town Offices 1600 Osgood Street ' North Andover, MA 01.845 RE: Additional paved parking spaces JAY 14 "Pondview"-26 Main Street North Andover, MA NORTH ANDOVER Dear Members of the Board: Enclosed please find attached: • Site design plan, sheet 2 of 4 prepared for Jeffco, Inc.,revision dated May 10,2012,2 copies, full sized. • Site design plan setoff above reduced to 1 I"x 17",3copies. • Revised stormwater calculations,2 copies. Attached are copies of materials submitted to the Conservation Department for your files. Should you require any additional information, or have any questions concerning the project,please feel free to contact us. Sincerely, ANDOVER CONSULTANTS, INC. ........ James S, Fairweather I1, P.E. Project Engineer Enclosures cc Eggleston Environmental Civil Fngineerg e Land Surveyors veyor 1...,and P/anners