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HomeMy WebLinkAboutMiscellaneous - 0 Old Center LaneSTATEMENT OF ENVIRONMENTAL IMPACT OLD CENTER LANE NORTH ANDOVER, MASS. PREPARED BY NEW ENGLAND ENGINEERING SERVICES INC. 33 WALKER ROAD - NORTH ANDOVER, MA NOVEMBER 6, 1996 C4-30Ian,CnZfi FORM L DEPAP=7TAL REc ''R.°AL FORUM TO: Director, Public Works Assistant Director of Ezgineerira Fire Chief Conservation Administrator Building Inspector ealth Agent olice Chief FROM: Icwr- Planner and/or Clerk, 21annir_g 0 eliminary Plan. Definitive Subdivision Q 1996 Special Permit Site Plan Review DATE: A Public Hearing has been scheduled for p.m- on De C i9Q(o to discuss the plans checked above. (Preliminary plans do not require public hearings.) The Technical Review Committee Meeting is scheduled for: 10=0C) Thank you. - DEC - n --I u n u M 4, STATEMENT OF ENVIRONMENTAL IMPACT OLD CENTER LANE, NORTH ANDOVER, MA n DEFINITIVE SUBDIVISION PROPOSAL F) The site of the proposed roadway named Old Center Lane is a combination of properties presently owned by Benjamin C. Osgood, Jr. and Bruce Crawford. The total area of the n site is 3.246 Acres and is located on the Easterly side of Johnson Street approximately 1/4 mile South of Milk Street. n The site is presently occupied by two single family homes that will remain as part of the development. The homes presently sit facing Johnson Street on the front of the property. n The rear portion of the property is where the proposed roadway and two new homes will be located. This area is presently mowed lawn on the southern third of the property and old hayfield on the northern two thirds of the property. There are no wetlands on the site M and drainage sheet flows off of the property on the northern side. Li The only significant vegetation on the property is a lone walnut tree in the middle of the M field and a row of Norway spruce on the eastern property line. The walnut tree and the L-, majority of the spruce will remain when the development is complete. There are no trails, important wildlife habitat, unusual historical features, or unusual geologic features on the F-1 site. Li The soils on the site are mapped by the USSCS as "Paxton fine Sandy Loam". For a more M complete of the soil reference can be made to Appendix 1 of this report. The site does not contain any wetlands and the drainage is presently sheet flow over the site from south to north. The existing and the proposed drainage patterns are both detailed on the pre and post development drainage plans and a summary of the drainage calculations are included in Appendix 2 of this report. Three copies of the full drainage report have been submitted. n During construction of this project there are concerns with erosion control and scheduling. The erosion control plan is detailed in Appendix 3 and the construction sequence is shown J in Appendix 4. M U When the project is constructed the impact to the Town of North Andover as a whole as a result of the development will be minimal. The expected traffic produced by a project of n this size will result in no more than 20 vehicle trips per day in and out of the subdivision. The capacity of the surrounding roadways and the site distance at the intersection of the proposed roadway and Johnson Street is more than adequate. u M u Police and Fire will only be minimally impacted. Since the proposed roadway is a cul-de- sac design the likelihood of a crime being committed on the street is lower than on a through street. The fire station is only 1/4 of a mile down the road so the response time to an emergency would be very low. The presence of Town water and fire hydrants is an added safety factor. As with any roadway there will be maintenance required. The roadway will have to be M plowed by the Public Works department and trash will have to be collected on a weekly basis. The overall impact of this requirement, when compared to the size of the Town, is minimal. n L, The project will be serviced by Town water and Town sewer. Both systems in the area are adequate the projected volumes of use. The fact that the sewage will be pumped into the n sewer on Johnson Street using privately owned lines will save on maintenance cost to the Town for this service. n Finally, the long term fiscal impact to the Town is likely to be positive. Due to the high property values in this area of town it is likely that the Town will collect more than enough taxes from the properties to cover the cost of providing town services. This would include r' educating the children that might grow up in the homes. This area of town. is a very established neighborhood with many long time residents. It is likely that the purchasers of n these homes would become long term residents and turnover of ownership would be very low. If the residents of these homes stay in town for many years, then there are many years `J that the town can collect taxes while there are no children in the homes. For this reason F-, the long term fiscal impact to the Town will be positive. I M u M u APPENDIX 1 SOILS DESCRIPTION 0 ' _ I %40 Old (Virf (AAt- E SSF X t MINI Y MASSAh, &," ( pAe II, i PCprE u 'un ` Pao i a[; 6 C PbD PS\ r1 V T Ile Pae Pao PAC OSU',ntlw _ Ioata /'Irnd RdA B u W.6 Cm8 � f, as ROA k19 UI J +� CSC \ W,A ,CaB wctu O° Coe PbB u Pae Pas Pas 9 C Sc �Nne Cas Wh/•.. Wrs UD kcP /'' WSB A� NORTH 9, PaB ANDOVER �a PbD wtC Poe rl .. - a•Ur •� .tt< � 4 \ u ; PesaP s PbC . W re PaU ri it II W1 Pa8 PbU � 1.J ii - _ •\ Ur a �'54�� 17-1 I' wh o I� i t Wrf3 = 6 Pa8 l d WSQ PaCA SjncnS WsC r i ' UD m �Q PbD P Pond Pg d MmC ! 2 Pbo K ri Pae wre UD : MMD WrA r P88 StQ r 00 n ri d to -" RdA WA �C, l g Go Sc _• o i \Wc i� c Ste CaC $G O C, CoD U. W ' J r 1 m wre m i tyi Wss 1 I CMB r 3� i Pas WrA i o cr @� �S� COC Ste z Sr6 MMD < i �' (^ WrA �.../RIQ wre \ �m SIA ca cc0 u I I r RdA PACE Ste Ws8 \ / UD ^' Cm8 SIC F WE E Mms 4 II ry UD RBA Pao I, Pas Wes WrC eAl \\ Se dB Wes par- Weso WsC 1 I aB In Pan wrC rN \ I23 a0 ( p PAC d 1 f� It WrA 0.10 I. i ee Cme �u pa0 ROA 133 Pa8 •\ Wis L� WIA v 00 d e r Wro Wg \ WSS WrA �V Z1 O �` . r I. P,13 She PaB r�II UD r y s PbO9 S Ia SRC CbC iL' O _ WS B NVrA RdA PCE Mills r iS Rt8 rq �� Pao Hill SRe F 1 RIB 11� h'S See CS Q RdA WR HOA P R B`0 °O , P ShC Q RIB S . UCI u n 38 u r In untimed areas this soil is strongly acid to slightly acid. A perched water table is in the upper part of the subsoil for brief periods in winter and early spring. Most areas of this soil have been farmed. Some previ- ously cleared areas have reverted to or been planted to trees. Some of the acreage still is farmed. and some is in urban and residential development. This soil is suited to cultivated crops, orchards, hay. and pasture. Good tilth is easily maintained in cultivated areas, and the hazard of erosion is moderately severe. Where this soil is farmed, striperopping, terracing, mini- mum tillage, and the use of cover crops and grasses and legumes in the cropping system help to reduce runoff and control erosion. Mixing crop residue and manure into the surface layer improves filth and increases the organ- ic matter content of the soil. The use of proper stocking rates, deferred grazing, and pasture rotation help main- tain desirable pasture plant species. The soil is suitable for trees and openland and wood- land wildlife habitat. Slope and the slow permeability in the lower part of the subsoil limit some types of recre- ational development. Slope limits residential development, and the slow per- meability limits the soil as a site for septic tank absorp- tion fields. subclass Ille. ( P D(} --Paxton fine sandy loam, 15 to 25 percent 4j slopes. This deep, moderately steep, well drained soil is mainly on the upper sides of drumlins. The soil is in rectangular areas that range from 6 to 15 acres and oval areas that range from 10 to 30 acres. Slopes are smooth and slightly convex and are 200 to 400 feet long. Typically, the surface layer is very friable, very dark grayish brown fine sandy loam about 6 inches thick. The subsoil extends to a depth of 60 inches or more. It is yellowish brown, friable fine sandy loam to a depth of 15 inches; light olive brown, firm gravelly fine sandy loam to a depth of 21 inches; and olive brown and olive, very firm gravelly fine sandy loam at a depth of more than 21 inches. Included with this soil in mapping are small areas of Woodbridge soils and soils with a subsoil of very fine sandy loam. Included soils make up about 20 percent of this map unit. The permeability of this soil is moderate or moderately rapid in the upper part of the subsoil and slow in the lower part. Available water capacity is moderate. The rooting zone extends to a depth of about 21 inches. where root growth is restricted by the very firm part of the subsoil. In untimed areas this soil is strongly acid to slightly acid. A perched water table is in the upper part of the subsoil for brief periods in winter and early spring. Most areas of this soil have been farmed. Some previ- ously cleared areas have reverted to or been planted to trees. Some of the acreage still is farmed, and some is in residential development SOIL SURVEY 1 -his soil is suited to cultivated crups, orchards, hay. and pasture. Good tilth is easily maintained in cultivated areas, but .the hazard of erosion is severe. Where this Soil is farmed, striperopping, terracing, minimum tillage. and the use of cover crops and grasses and legumes in the cropping system help to reduce runoff and control erosion. Mixing crop residue and manure into the surface layer improves tilth and increases the organic matter content of the soil_ The use of proper stocking rates, deterred grazing, and pasture rotation help maintain de- sirable pasture plant species. The soil is suitable for trees and openland and wood- land wildlife habitat. Slope limits recreational or residun. tial development. The slow permeability in the subsoil limits the soil as a site for septic tank absorption fields. This unit is in capability subclass lVe. PbB—Paxton very stony fine sandy loam, 3 to a percent slopes. This deep, gently sloping, well drained soil is mainly on the top and upper sides of drumlins. The surface is covered by stones 1 to 3 feet in diameter that are 30 to 100 feet apart. The areas are oval or irregular in shape and range from 20 to 80 acres. Slopes are smooth and slightly convex and are 100 to 300 feet long. Typically, the surface layer is very friable, very dark grayish brown fine sandy loam about 6 inches thick. The subsoil extends to a depth of 60 inches or more. It is yellowish brown, friable fine sandy loam to a depth of 15 inches; light olive brown, firm gravelly fine sandy loam to a depth to 21 inches; and olive brown and olive, very firm gravelly fine sandy loam at a depth of more than 21 inches. Included with this soil in mapping are small areas of Woodbridge and Ridgebury soils. Also included are a few small areas with a subsoil of very fine sandy loam and areas where the stones on the surface are 10 to 30 feet apart. Included soils make up about 20 percent of this map unit. The permeability of this soil is moderate or moderately rapid in the upper part of the subsoil and slow in the lower part. Available water capacity is moderate. The rooting zone extends to a depth of about 21 inches, where root growth is restricted by the very firm part of the subsoil. Reaction in this soil ranges from strongly acid to slightly acid. A perched water table is in the upper part of the subsoil for brief periods in winter and early spring. Many areas of this soil are in residential development. Some areas are in woodland. and a few are used for pasture. 1"he stones on the surface make this soil poorly suited to cultivated crops. The use of proper stocking rates. deferred grazing, and pasture rotation help maintain de- sirable pasture plant species. The soil is suitable for trees and woodland wildlife habitat, but the stones on the surface and the slow APPENDIX 2 DRAINAGE CALCULATIONS SUMMARY -1 Hayashi Corporation Consulting Engineers r-1 u October 31, 1996 Mr. Benjamin C. Osgood, Jr. r' New England Engineering Services, Inc. 33 Walker Road r7 North Andover, MA 01845 `J RE: Old Center Lane n N. Andover, MA u Dear Sir: r� Attached please find the Stormwater Management Report for referenced project. As you will note, a pond has been included in the design to detain and restrict post -development M drainage to a rate significantly less than the pre -development runoff rate under conditions predicted to occur during 2 year, 5 year, 10 year, and 100 year storm events. n In addition, the rate of runoff for flows now directed to the northerly property line (toward land of Peter E. and Martha G. Rodrigues; Map 97, Lot 3; Bk. 3273, Pg. 334) will also be n significantly reduced by the design developed. As discussed, we anticipate that you will incorporate this Stormwater Management Report n into you overall Report on the Project for submittal to appropriate reviewing agencies. u We trust that this submittal will meet with your approval. Should you have any questions, r' please contact our office. Very truly yours, F1 Hayashi Corporation u n Li Robert G. Rook, P.E. Enclosure F1 RGR/lam/96-163/103196a u M M u 288 South River Rd. Bldg. A. Bedford. NH 03110-6815 21 Hog Hill Road. Pepperell MA 01463 el. (603) 668-6633 Fax. (603) 668-7022 Tel (800) 970-6633 Fax (508) 433-9172 r-1 L -j n u M ._j n U n n n u n L-) n n u F1 u lj M U r-1 u u n u r -i n L u STORMWATER MANAGEMENT REPORT for OLD CENTER LANE SUBDIVISION PLAN Johnson Street North Andover, Massachusetts Prepared for: New England Engineering Services, Inc. 33 Walker Road North Andover, MA 02845 October 31, 1996 �� �of / ROBERT o GUSTAV S ROOK ��, No. 28572 p Prepared by: U - Hayashi Corporation 21 Hog Hill Road Pepperell, MA 01463 (800) 970-6633 l,J STORMWATER MANAGEMENT REPORT OLD CENTER LANE NORTH ANDOVER, MASSACHUSETTS n INTRODUCTION M M This report presents analyses of both pre- development and post -development conditions for the subject property, conditions which now exist and those which will result from the development of the property as shown on the associated plans. The r-, report compares existing with proposed conditions at two "points", namely: 1. It studies conditions of runoff crossing the northerly property line to land n owned by Peter E. & Martha G. Rodrigues, and u 2. in the vicinity of the northeasterly property corner. n EXISTING CONDITIONS The existing parcels consist of land now owned by John J. Burke (Map 97, Lot 38) and Benjamin C. Osgood, Jr. (Map 97, Lot 6). The land comprising those parcels (the site) slopes generally from southwest to northeast at a rate which averages approximately 7 10 %. According to maps prepared by the United States Department of Agriculture, Soil Conservation Service, for Essex County, Massachusetts, Northern Part (partial copy attached hereto), the site consists of soils known as "Paxton fine sandy loams" (PaD and PaC). Two homes now exist at the site, located near and accessing Johnson Street. r' PROPOSED CONDITIONS L n The site will be subdivided to result in two additional residential building lots (Lots 38A `J & 38B), located generally to the east of the two existing homes. Access to those two new lots will be provided via a new roadway segment (Old Center Lane) accessing Johnson Street near the northerly end of the current (Map 97, Lot 38). The new roadway will be approximately 270 feet long, terminating in a new cul-de-sac, all as n shown on the plans submitted herewith. ME ._, n n n Stormwater Management Report Old Center Lane North Andover, MA n Page 2 r1 METHODOLOGY Runoff rates under both pre- and post- development conditions were analyzed using '_' methodologies known as the Urban Hydrology for Small Watersheds method, as developed by the USDA, Soil Conservation Service. The methodology utilized is described in their publications entitled Technical Release Nos. 55 and 20 (TR 55 and TR20 respectively). A 24 Hr. rainfall event utilizing a Type III rainfall distribution (see map included) and Hydraulic Group C (Paxton) soils (see chart) was studied . Four n storm events (years) were analyzed (2 Yr., 5 Yr., 10 Yr., and 100 Yr.) to compare pre - and post development conditions. M RUNOFF COLLECTION / MANAGEMENT J 7 As shown on the plans included with this report, existing runoff flows in a northeasterly Lj direction in two general drainage areas known in this report as Drainage Areas No. 8 & 9. Runoff from Area No. 8 flows in a relatively uniform manner across the r-1 northerly property line. Runoff from Area No. 9 flows toward the easterly site boundary to the vicinity on an existing stone wall where the flow is redirected in a northerly direction, exiting the site in the vicinity of its extreme northeasterly corner. n Post development runoff will be redirected and collected in a series of three catch M basins, routed through a detention basin, and outlet to a "level - lip spreader' located in the extreme northeasterly corner of the site. In this manner, the pattern of `-' storm water runoff flow resulting from the proposed development remains essentially n unchanged. The detention basin and its outlet are sized to restrict the rate of storm water runoff, under all conditions studied (2, 5, 10, and 100 year storm events), to a rate which is significantly reduced from pre -development rates. About 0.9 feet of r-► freeboard will remain above the predicted 100 year storm peak storage elevation. An L emergency overflow is also provided at an elevation about 0.4 feet above the 100 year storm peak storage elevation. r� Peak runoff rates directed toward the immediate vicinity of the northerly property n corner are summarized as follows: u M u Stormwater Management Report Old Center Lane North Andover, MA Page 3 Storm Event 2 Yr. 5 Yr. 10 Yr. 100 Yr. Existing Conditions (Pre - Development) (Area 9) 1.7 cfs 2.8 cfs 3.8 cfs 7.0 cfs Proposed Conditions (Post- Development) Det. Pond 1.5 cfs Area 7 0.1 cfs Det. Pond 1.9 cfs Area 7 0.2 cfs Det. Pond 2.3 cfs Area 7 0.2 cfs Det. Pond 3.2 cfs Area 7 0.4 cfs In addition, the results of this study and design indicate that the rate of runoff now directed toward the northerly property line (the Rodrigues property) will also be significantly reduced. Predicted peak flow rates directed across that northerly property line are summarized as follows: Storm Event 2 Yr. 5 Yr. 10 Yr. 100 Yr. CONCLUSION Existing Conditions (Pre - Development) (Area 8 ) 1.5 cfs 2.3 cfs 3.1 cfs 5.6 cfs Proposed Conditions (Post- Development) Area 6) 0.2 cfs 0.3 cfs 0.5 cfs 0.8 cfs The project design results in a decreased rate of storm water runoff, under all conditions studied (2, 5, 10 and 100 year storm events), at all locations where the runoff leaves the property. The manner of runoff ( the general type of flow as it leaves the property) also remains essentially unchanged. APPENDIX 3 EROSION CONTROL PLAN EROSION CONTROL PLAN The property does not contain any land subject to protection under the wetlands protection act, however the topography of the site warrants the need for an erosion control plan. The most probable location of potential erosion problems on the site will exist on the northerly property boundary between the site and the Rodrigues property. The proposed 2:1 slope between the roadway and the property line will have to be protected from eroding onto the Rodrigues property. In order to accomplish a successful erosion control on the slopes the following steps will be taken. 1. Place a row of double staked haybales along the property line as shown on sheet 2 of the subdivision plans prior to any earthwork taking place on the site. 2. As soon as fill is placed for roadway construction the area shall be loamed with 4 inches of loam. 3. The loam will be compacted with the tracks of a bulldozer running up and down the slope to create horizontal indentations in the loam with the grousers of the tracks. These grooves will help slow the runoff of water from the slope. 4. The slope shall be seeded and covered with mulch hay. 5. In any location where the length of the slope is greater than 20 feet as measured along the slope there shall be an intermediate row of staked haybales installed across the slope at intervals not to exceed 20 feet. 6. A row of double staked haybales shall be installed at the top of the slope and shall stay in place until final loaming and seeding of the slopes within the right of way is complete. The other potential source of erosion on the site is the drainage system. As the system is C being constructed, and prior to the drainage ways and ponds being stabilized, there is a potential for silt traveling in the drainage system and then off of the site. In order to control this problem the following will be done. 1. When the drain structures are installed a ring of haybales will be installed around the openings. 2. Haybales will be placed in front of the detention pond outlet to create a ponding effect in the detention pond to settle out any silt in the water. LJ Pl u 3. The level lip spreader will have haybales installed around the outside to contain any silt that may make its way around the controls described above. Finally, all slopes that will not be maintained by the homeowners will be permanently stabilized against erosion by seeding with a slope mix seed containing seed species appropriate for long term slope stabilization. F\MMIDIP--] CONSTRUCTION SEQUENCE CONSTRUCTION SEQUENCE The construction of the proposed roadway will take place in the following sequence. 1. Place erosion control 2. Strip loam from beneath proposed roadway 3. Fill roadway and slopes adjacent to roadway to subgrade 4. Construct detention pond 5. Loam and seed slopes along roadway outside of the 50 foot R.O.W. and detention pond 6. Install drainage in roadway 7. Install water lines 8. Install gas and electric 9. Install roadway gravel and grade for pavement 10. Install binder coat of pavement 11. Install granite curb 12. Loam and seed slopes within R.O.W. 13. Install finish coat of pavement on roadway. The time period for completion of items 1 to 5 should be between 2 and 4 weeks. The time period for completion of items 6 to 12 should be another 4 weeks. The finish coat of pavement, stone bounds, street signs, etc. should be done in the spring of the following year.