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Home My WebLink About1987-07-15 Engineer Review SPR I 1 HAYES ENGINEERING, INC. 603 SALEM STREET WAKEFIELD, MA 01880 (617)246-2800 REFER TO FILE# NOA-0030 North Andover Planning Board Town hall North Andover , MA 0.1.845 Attna Erich W. Nit_zsc ie, Chairman ��i sG�il��t.`�ti Dear Mr . Nitzsche ® Enclosed are two copies of the Crusader taper site plan revised to incorporate Condition 7 of your Site Plan Approval. You will note that: I. added a proposed spot elevation at the entrance to indicate that the surface runoff will not leave the site. I also lowered the culvert one Foot to maintain over two feet of cover , as you requested . l trust that this revision wall_ satisfy your Conditions , as far as Site Plan modifications are concerned, Very truly yours, Edward E. Stearns ,., R.L.S. Hayes Engineering, Inc, EES/dab f t_ r t�nc:losures ... �I cc , Bill. Conroy Maynard Associates HAYES ENGINEERING, INC. 603 SALEM STREET WAKEFIELD, MA 01 B80 NOA-0030 (617) 246-2800 REFER TO FILE FAX (617) 246-7596 September 7, 1989 Attorney John Willis Willis & Willis Attorneys 160 Pleasant Street ® Rear North Andover , MA 01845 RIE Comparative Quantitices Crusader Paper Dear Mr. Willis: In response to the request of Jim Maynard that I provide you , in writing, our estimate of the difference in quantity between the grading shown along the southerly wall of the Phase I building as originally proposed on the Site Plan of Crusader Paper , dated April 3, 1987 , revised to October 3, 1988, and the Site Plan of Crusader Paper , dated April 3 , 1987, with final revision date of August 3, 1989, we have computed that quantity and find it to be 15 , 400 cubic yards. In addition, there is approximately 1, 400 square yards of additional pavement south of the southerly wall. I trust this information is suitable for your purpose. Very truly yours, 17) U Peter J. Ogren, P.E . , P. fj.S. President PJO/dab fF,V�R Geotechnical Consultants of Massachusetts, Ino. (508) 685.4800 21 August 1989 crusader Paper Company 25 industrial way wi.lmington, MA 01887 Attention: Mr. Jack Costello RE ; cut slope Treatment: crusader Paper Facility North Andover, MA Dear Mx. costello: in accordance with your request and our previous discussions , herein are our preliminary recommendations relative to the slope .existing at the above referenced site . used on visual, observations of the site conditions and examination of topographical information compiled by Hayes Engineering, the following alternatives are applicable for slope treatment at the site. As discussed in our earliest report of the site, we recommend that the natural, undisturbed glacial till slopes not exceed a 1 :1 gradient. we consider any slopes steeper . than this to be unstable and 'subject to failure. This includes the existing slopes and rock walls which have been previously constructed without inspection at the site. The areas around the toe of these slopes should be cordoned off to keep people and equipment;, a safe distance away. These areas are shown in the sections produced by Hayes Engineering on the south side of the property (between section A and D) . We also Consider the stone rip -rap slope constructed on the west: side of the property at the southwest building porner to be ,unstable and this area should be cordoned off as well until remedial work can occur. To correct the existing unstable slope situations two . obvious methods present themselves. The first is to regrade the virgin ,till from the existing toe of slope upwards while keeping 4t least a one to one slope. This will entail taking away land within the 150 setback strip for a distance of at: least: */-100 feet along the top of the slope. At some point between section Q and D, construction of a 1:1 slope will be possible without: encroaching on the setback strip • Willows Professional Park 799 Turnpike Street • North Andover, Mass, 01846 I. We recommend that this alternative be pursued as the most ideal solution since this construction could proceed the quickest and would be the least expensive in terms of an overall remediation. Similavly, it would also be advisabkQ to determine if the existing toe of slope can be moved to the south anywhere along its length to decrease the amount of setback enorpaollment that would be necessary. The other alternative is to regrade the slope with the setback line as the control, bringing the 1 : 1 slope down to the toe. some type of retaining wall along the toe would be utilized in this case where the slope would intersect a point higher in elevation than the existing toe elevatio►i. Retaining wall, construction niay include a cast�-in-place concrete structure, or soldier beam and lagging cantilever retaining wall . used on our estimates at this time, a soldier beam and lagging wall is slightly more expensive although it could probably be constructed quicker. Because of the density of the till , any new retaining wall must be keyed into the virgin soil enough to resist the anticipated lateral forces, with the remainder of the structure then deriving its retaining ability from this foundation, This requirement eliminates other retaining methods such as crib walls and gabions where friction interaction between the members is the only mode of major lateral force resistaace . The problems inherent with construction of a retaining wall scheme is the existing wor%ing conditions which would_ ' include the presence of slopes much steeper than 1 : 1 above the work area. This will require specialized construction methods which may increase unit costs significantly. As is evident in our sketches, the effort to place compacted structural backfi.11 behind a cast--in-Macs wall would be significant as temporary slope support or protection would be necessary. on the other hand, drilling in soldier beams would decrease the severity of this situation but the actual, drilling. operation may be very difficult due to encountering boulders in the till, , For any type of retaining wall system chosen, a Swale should be created along the backside of the wall to collect uninterrupted runoff and direct it to the site drainage system. similarly, a toe drain must also be included in the construction to relieve any hydrostatic pressures along the 'base of the slope. This may be accomplished by either using a collector pipe along the backside of the wall or by placing perforations/weep holes. in the wall to allow water to pass through and be collected on the front side , With regards to construction of the new 1 : 1 slope, we recommend that all loose natural soil or disturbed till be removed to expose dense virgin till, . This surface should I�cc Z0 .7A -1 0 T F4H7D _L0 :D !:I T = :-'5 T F40W Ge - T 211 - nn " f then be covered with a filter fabric followed by bedding § stone in turn covered by tightly fitted rip-rap, as shown in our accompanying sketch. This system will permit Drainage swales sunning parallel to the contours should be constructed at the top and bottom o.f the slopes and within the slope wherever possible . Where zones of noticeably heavy groundwater breakout are observed, vertical finger. trench drains should be installed to confine the water and direct it to downgradi,ent swales . All swales or trench drains should include filter.- fabric placed directly against the virgin soil before filling with washed crushed stone . The drains should then be covered over with filter fabric again to ,prevent any sediment infiltration. This use is recommended in particular for the slope where loam has been placed at the southeast aornex' of the site . similarly, to stabilize the' l.oamed slopes until vegetation can be established, biodegradable erosion control blankets can be placed over the slopes .. This type of material is manufactured by numerous companies and we can give you further details on till cost of such an application if you wish. We recommend that this method be considered only. for areas where it is apparent that hydroseeding alone will not be effective. Xn light of the fact that significant site work and slope regrading has occurred at the site to date, we think it is very important to include inspection of any remedial work by qualified personnel as part .of the scope for any Proposed coastructi,on. This measure will help to' ensure that the new slope related work is performed in accordance with proper construction techniques and that any apparent unacceptable construction now existing is repaired. We trust the above and attached information is adequate for Your immediate needs . If you have any questions related to the above, please feel free to contact us , i .ncer lchael C. Dann cc : Jim Maynard, Maynard construction PW 20 CI `! EJ 'D T Fa 71 1- 0 :3 rr T T 1.1 I•Y r--. s ; -- T __ ri 1A S7 89 13:�8 HAYFS,.ENGli stXRING + p.5/8 : 1 ' 1 ID ' ,. ; ; .' j ; ' ' ' ; ' � Vim' : � ! •; � . I1,�I �• ' .'. r � ., . ..... re I,1 I,.�•.' n „I'�3• 1 '.�I1.li. .. .r ,� .�',«. . , a' •' Y 'n�. ."' � �r� _ ,..t .� In � •. 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(617) 685.4800 PROJECT CAL464060t PA eEA DATE " $tea SHEET t OF! r MA JOB NO. 9Aq 90 sCAL +t �{1.1. �p pN�.L WTI G!�"1' NDN�•W OV�Ia G�nTEX"TJ�� '�AC�Sa.1G LAo sadal' eo art TOP OF �WP6 x STOAR 1;LLfP � �r�lq Aiy41� r� �7r �N "► t3D wei�A A L AST 1�{ G•f ...�- �� WTTOM ': I o .Dp SLo PO pro Mov 10-6 ok C.L.4 G-1 on Lc. 7"I�� 1440�1046. or TAC- r-AGrr..,t- 404o sTo,ar �� o �W Stro1PC- w tTko W r cAAR4 M 6 ANC IN S� ., ■, i+3 Go N?,Q C'T w I'�'W "(i3� �fV�E�.f..H I N�a �4!L• Sf� I&C(4►N O VC- IAA 69.1•G w l U., !a D Ir.A I fy h �I P- �P SL�+F� �►T�U L'T�d� �K�"�G.-fib , Willows Professional pant 799 Turnplke Street North Andover, Mass. 01845 � i 4� X d � !� 0- I i1tft 3 .i o a J 2Z : 7 Z NO Z - 0n