HomeMy WebLinkAboutConsultant Review - 200 CHICKERING ROAD 11/27/1996 C
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November 27, 1996 -a
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r 4s. Kw-htcr?n ColAIC.11
1'lannirl� [)irectar
120 Main Stmt
North Andover,Prim 01€45 CO
RP.. Eni?ineeritug R-view
200 Chickc-ring:Road
Proposicd RE tai Uevclopment
Dear Ms. Colwtiil: /
I-a response to Your request;Cc,[er&Cc:lantt;r ic,, [nc,has reviewed the submiltn[packaM-c
for tip abov,:.rctere>ac.j3l site. We have.visittxl this site p e-viowt y. At the time of our
ea llc'r sit-v7sit a differenl pupic�ct k:sign wass beirig mu sidere 1. This project ha s been
fw ic.;ed#or conformance.tc�rhe.requirements of thv "Zonbg,By Law`in forth Ar,dw,,' i
as w+e.t]as standard i:nA°xtfrirlg practice. The s+t'lroitt�d TnGlzav e i 00111&Z dx'- follies'+in
information:
Flans Errtit[ed:
lb "Proposed Site D�vekpruenC ihirteem sheets dated Ifti{lT96,Prepared by
Pif11;1'Design Ccj).sultants,Inc_
Rcport Entwej
"Srornr'vater Marta erl nt l c_port„>1'rcpared h11'ivfHF Pesi rl Ci:n'v4�>Jtant .
hie.
The proposed project is loczued at 200 CLick_ering Ruad,0 tLe-sc,uth,,xe-t crort;er cif thEt
imtersectjon o1 9we.F,-)ute 125(Chzcl*ering Road) aril Vam ood Avenuc•. "the PT(kT-i ;(-4
gnjcc:t iti��+lornraert.ia�llrei si! hatilditig witA-apprcxilpately 16,900 sq.fL of floor space:
sited on appraxitti;rtel}`79,568:;q. It.(if land. Th€:topm,,MphY Of ncC site is r [31ivc.l;
ie;red:vit'i a entle slope f3om Route 125 to hr.u.Dr"ch•�property lief--a l Fan-woo;!
Avtrxtr._ `[hc.sire press ntl ircludc sreertdtcusc and retail building. 1ht reniaitYcler<_4d
the _ot is o4er jo1��t rvithbraaslt:Fr.ti ;veils. ��et!anrls are.present oa the,djoinirt;;pac,J
rc nth.anti,vest of the lot, It is proposed fir c jrxi stortrrwater rune_11 frcr_rri the bite.tc,this
«°tl4rrtd lu to
10
ii.i Acconj Fars Drive,. ulc- i-rr.
We offer the commemts'
FLL
iv-x'x,xx, -xii and x-xiii,. ar-.typically
I.is our undeis that Sections 9-33 t-') , I
rO
rcvi�i,ved by Tov,-i SWE
l
: is T,It is star uaderftartding lhzk- an ENF has ben fil ed for thc s1c, The propo3ed-mth cu
will be c%nmented on by the state.. We note(nat the curb vat i Text.In Famvool
6,venue-v611 lik-ely resiatt in conflicts with trafac from ihe site aad Pamvcod Avenue
and e-Wnirlat:on or yelocatio-aciffl-tis op,-ning should k corksid-ttej.
is
..e ghe.et-our of
-e plan. 717w rig'nts assomated vrith kD
this cjsernerit and he this easement impacts th-A:--velopment should l:e address;d.
4. 'I"ke'"Table.of Zooizi, ansisto-
.4 P eRialmi xis"i.;�xornple-e-aad jacA Lit,
an-J--ifility pads should bonlcc-ated oat of the 15 foot residential buffer
Btmildijw.ol evatioas-were.tiot:pro,,i&-d in this package, The?1mmjrLg Board may
%vant the propc?sed-appea�miLxci of(fie linilding frolv-P,,-.)Ute 125 and
Fairrviood A-vevue.
7. The to ing radius at the Fiord--wsl comet at the building imy result in conflicts
trucV,,and other-vehicics. 'llic traffic pattern in thepaiking lol and proposed track
loadlug a-e4is-h sits ould E- -addressed. he will not- e>tn i Mal e cir ulttGO, ,tf
tnictor trailer type.tjalcks.
[rismX1mo-%vrL C,a sign ispm-)osmi,
'rhe.x,,-port s* u-uld imlude Pre and Aam, m1ic-4i drtiiirtke
subamas,run• ff flow pltlts and.stakc-e corer desirip-dons- It appears that PmCoff
from the site a--ttenity floors"mvards: FanvvoodA-voam-- it is proposed to ioutt-
.at&nate discharge.]4)C-,4fi00(S)for Tunoff fi7om Aie area.
j 0 The c.uKv,---nurttl r for the Pre-do velopme-at conditions is based on lamam in pour
i,xmdiidons less thm fiiY,-'o cuxer- Based on our site�xalk- we.believe the gro-ird covm�
Gfowtlikvzs dens
e
oNey aimit oftlw-si:e�O-ien�e obsw.,ed the area.
11.Tice sheet flow- length listed in the-TR-55 "ticalmionslicef is 300 feet. NaqL-41
Re-S1XTFC-C-• COMAIrVatkll Sea ACO(NRCS)persannel remmmend A-Sov. !A toaxamull-I
s[jce,j e.1'5(,,t+cj 1.Qjo feet, The valuo us l is coijsr-n?afivc iEL*ds cam a-n,d
modification ofthe Te v,U m-zLjl(in to hi gbe.j e istittr�c.onditizon peA flow Lvid rm'x
-1 (y
I We have concerns-kvithllhe pvopmw.d:torm walet nnnaggernmt sto'Arg�.sYA&-T- The
st-z.wape volumes li-.;l-.cd in die rf4xvn tables zLro highor than vv-,-calculato. Back I-W, dzt'-; CO
s Aoutd beiacttde:to jw'tif4 -bc storage volumes. 'Fbe v,Tosed s. st i i I'%4)
outlets in emina.4�stmvtm -w es Ith the highero-utlet disclax-ging V, &teilfi(
system. To d-zmemiratt-Ilaw Vw -.�yl--m will operatc as pioposed,:be calculations
+.wild include profiles though the,system indicatirg prop,).Sed strucr=s,Pipes,etc,
willi the 1-wdraiiho grade line.. AsdesivneAl-exc,--ss runoff lepoded[Y
-up it tc-the storage areas and tb,-41 rovetse;.direction xid flows back into iftic sysicir...
m.
T-w-re-,x)tt slx,--)Lld justify the kxpdrauLcs Cd i1xis
_3.The test pits indiene a high groulirl%yatrw table in the.arc--a. Since it is proposed to.
r-ii S 4 the grade of the site.w Q.(10 nor anti-,Ajxj t-e gr 1-)L i ndwate r Ive,a1z taut Pr Obl--rf I&
Itowever,dek-�'ar.eritig fox Utilit"',Consv"Climi may Le.required.
1 1. he PjrOp4jS,-d St,2OrM SeIN'('y design includes a catch basin t,)uitoh'-msin arrangement.
W-I�mcommend 111:3f .-Ach bmLT)s not i)-.!Iink-.<-.dtocachotA r. C-akh basins are
designed to ciplure- JiAiiig C-akl)b&SiOs minimize s*Cit effe'�tivcrwss.
15.11c.mcans of eojnvic�ving roof rune sho Ad be dos mib',4L
16 A f1m, hI 0ratt ir inclicatod btw�•tn - piF"at 11-11,
Woslcrly LI--e-At(-. The design Jimild be modifj.c�:l :n Iflis area to avoid
C43nfli.0 tS.
YL I-Ile pirw fiTim ONMR4 t(:v ttw o0le has n-iadeqijate cover and e�,ould b. aLxve gr-A& rit
011-1 lo alion
19. The dimensions of d7e.prop os:�-i]cullet proLection rip r41 should be-spcoified on Ale
fA a is 1w deUu 1,
19. Stonn water drain nr-ttAiojes are. 3pcx.iIkdoj-t t1w plans wv6 Aimcmki b inc".adcd on tliC
10. We.recommend flix,the biturninous bc.nn Jet-nil spe-6 ly a r).iiTihnum of a one foot
shotlldt!r beyo.11d the back-orif.e bean. 'Thi;z shouk also be refkcted in
WeappreuiaLe the opportm-Lity to 3P n
Ltuarl-.-w, Litt. pr ject and h e tl at
th-FI,infoTulatit'll is-.10-k.dent For your wv-ds. "Ye would b pleas,�J .0 RLVe-I MiIl The
qae,-tiow;ptc-a.�w do not hc�,Atatc W,4:xonWd ti3.
Very t--uly vc.)mi,
COLT T, & COT-ANTOMOI.M
.7
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�7
ENGINEERS AND SCIENTISTS
February 20, 1997
Ms. Kathleen Colwell
Planning Director
120 Main Street
North Andover, MA 01845
RE: Engineering Review
200 Chickering Road
Proposed Retail Development
Dear Ms. Colwell:
In response to your request, Coler & Colantonio, Inc. has reviewed the revised submittal
package for the above referenced site. The submittal package included the following
information:
Plans Entitled:
® "Proposed Site Development"fifteen sheets dated 10/07/96, revised on
1/21/97, Prepared by MHF Design Consultants, Inc.
Report Entitled
A "Stormwater Management Report", dated 2/7/97, Prepared by MHF Design
Consultants, Inc.
The proposed stormwater management system has been completely redesigned. This
correspondence follows the numbering sequence used in our initial review of the
proposed site development and responds to the letter submitted by MHF Design
Consultants, Inc. dated February 10, 1997.
We offer the following comments:
1. Satisfactory.
2. It is our understanding that site access is being reviewed by others.
3. It appears that the Commonwealth of Massachusetts Public Works Department owns
the rights to the drainage easement. We recommend this easement be officially
released. We agree it is not serving any function at this time.
4. Satisfactory,
101 /accord Park Drive, Suite One 617-982.-5400
Norwell, MA 02061-1685 l=ax: 617-9£32-5490
5. )A stockade lbrice is proposed within the buffer zone. We recommend the Planning
""" Board address this issue.
6. Building elevations have been provided. We understand the Planning Board will
review the building elevations.
Reportedly WB-50 vehicles will not be required to deliver goods to the facility. We
understand that the Planning Board's traffic consultant is commenting on this issue.
8. Satisfactory.
9. The comparison of pre and post development subareas are not accurately reflected in
the report. The control point for this project appears to be a catch basin located on
Farrwood Avenue, approximately 150 feet west of the northwest property line. The
area tributary to this catch basin, including offsite areas and the proposed site, should
be included in the calculations. The study has been limited to the property line for the
proposed development, which does not reflect the total area tributary to the control
point. The report plans indicate an area of 1.852 for the existing conditions and an
area of 1.48 acres for the proposed conditions. This underestimates,,total post
,,th
development runoff from the site. The proposed design reroutes runoff from e site.
The-i no'-ff--w,,hi"e-h .flawed toward the northwest property line will now be
routed to the southwest property line, and discharges to a wetland area south of the
site. The proposed design will result in an increase in total Y noff volume from the
site. Ee12" C MPo nt h eNe w H 6 r-Ht ag e T rusi pio,p—e ff,y..........in,-a, b 6 a A o"wr-e-s't r"iction.
"Thedesign should quantify impacts to this system. The original design routed flow
past this area to the intermittent stream on-site. Our original comments requested
information on the ultimate discharge point for site runoff to evaluate the impact of
increased volume to the intermittent stream.
10. The curve number has been modified and appears to be satisfactory.
11. Times of Concentration(Tc) for preconstruction conditions were developed using the
"Lag Method". The Lag Method estimates the time of concentration, or lag, based on
flow length, slope and average CN. The Natural Resources Conservation Service
(formerly the Soil Conservation Service) does not recommend using the lag method.
Current practice utilizes the TR-55 method which accounts for type of flow; i.e. sheet,
sfiafl o__w"66'n 61116"Int r at c'-d' ,"6i-channe"land surf".aee type,,-i.e-,paved, gr-ass',"ete. The"pre-
development plans in the report uses a Tc equal to 7.2 minutes. The proposed plans
list a Te equal to 10 minutes. It is unlikely that the undeveloped,arda would have a
lower Tc than the proposed mostly impervious conditions.
12. The system has been redesigned,this comment no longer applies,
13. Satisfactory.
n
14-' The proposed storm sewer design includes a catch basin to catch basin arrangement.
recommend that catch basins not be linked to each other. Catch basins are
designed to capture sediment, linking catch basins minimizes their effectiveness. In
addition, invert out of CB#5 is lower than the invert into DMH#5.
15. Satisfactory. .... ................. ....................
16. Satisfactory,
17. The storm water management system has been redesigned. This comment no longer
applies.
18. Satisfactory.
19. Satisfactory.
20. Satisfactory.
21). Clarify pipe material used. Plans indicate FIDPP.
22. Plans are stamped but not signed and dated,
23 The grading easement should be labeled as a drainage easement.
:24
nput data for the hydrograph generation and routing entered in the computer model
should be included in the report.
25 t is unclear if the 20' storm drainage easement shown on Sheet Nos. 6, 8 and 9, is
still proposed.
We appreciate the opportunity to assist the Planning Board on this project and hope that
this information is sufficient for your needs. We would be pleased to meet with the
Board or the design engineer to discuss this project at your convenience. If you have any
questions please do not hesitate to contact us.
Very truly yours,
COLER& COLANTONIO, INC.
Joln Chessia, P.E.
i C. C
xC: MHF Design Consultants Inc.
® d
MHF Design Consultants, Inc. 12_B Manor Parkway-Salem, NH 03079 •TEL (603)893-0720^ FAX(603)893-0733
March 17, 1997
Mr. John Chessia, P.E.
Coler& Colontonio, Inc.
101 Accord Park Drive, Suite One
Norwell, Massachusetts, Inc.
Re: Proposed Retail Site
200 Chickering Road
MIIF # 45996
Dear Mr. Chessia:
Please find enclosed a revised set of plans and drainage calculations for the above
referenced project. These plans have been revised based on the comments outlined in your
correspondence dated February 20, 1997 and March 10, 1997 regarding this project.
Based on those comments we offer the following:
From the correspondence dated February 20, 1997:
1-2. Comment acknowledged.
3. As part of the curb cut application process, we will pursue release of this easement.
4-8. Comment acknowledged
9. The drainage report has been revised to reflect the additional information requested
and two design points have been designated for the proposed analysis. The additional
information for the existing 12" culvert has been provided as well.
10. Comment acknowledged.
11. The times of concentration have been recalculated as requested and can be found in
the revised drainage report.
12-13. Comment acknowledged.
14. The design has been modified to eliminate the catch basin to catch basin arrangement.
ENGINEERS 0 PLANNERS 0 SURVEYORS
MHF Design Consultants, Inc.
15-20, Comment acknowledged.
21. Pipe material has been defined .
22. Comment acknowledged.
23. The easement has been relabled as grading and drainage easement.
24. Input data is shown on the exhibits and shown elsewhere in the drainage report.
25. The 20' easement label has been eliminated.
Based on the March 10, 1997 correspondence, we offer the following:
1. The revised drainage report and plans provide additional information and calculations
to verify compliance with the applicable standards set forth in the Stormwater
Management Policy. Section E of the drainage report describes in detail the
compliance with these standards.
Please review the attached information and should you have any questions, please feel free
to contact me at your convenience.
Sincerely yours,
"�rc'
7 NU-IF GN 0 L TS, INC.
0 !L
;ark S.Wo , -
Principal
cc: Mr. Steve Dubois, Scott Companies
Atty. Peter Shaheen
11*1 ""O*n '161W l,'Nm*AndoverPlAnningDepartment
e
G
A
Andover Conservation Commission
Mr. Micheal Howard, North A
46-
�d
MHF Design Consultants, Inc.
To: John Chessia, Coler& Colantonio, Inc.
From: Mark S. Gross, MHF Design Consulta c.
Re: 200 Chickering Road, North Andover, Mass
Date: April 1, 1997
Based on your fax transmittal dated March 26, 1997 regarding the above project, I am
enclosing a revised set of plans and drainage calculations for your consideration:
Based on your comments in your correspondence dated March 26, 1997 we offer the
following:
1. The RCN value has been revised to reflect a meadow condition.
2. The infiltration system has been drawn to scale and is shown in accordance with the
details. The basis for the design has also been revised using a reduced permeability rate.
See Appendix F for calculations.
3. The calculations have been revised accordingly. See Appendix F.
4. The analysis has been completed for the design point 2 (existing 12" inlet) under the
existing parking area and the ponding elevations for each storm event for post and
predevelopment conditions has been established and shown. See Section 6, Summary.
As can be seen from the analysis, no additional ponding will occur under the 100 year
design storm event.
5. The end section has been changed to a headwall and the details changed accordingly.
6. Attached are the sheets indicating the ponding elevations within each underground
detention system for the 100 year storm event. The elevations of the upstream catch basin
invert and rim elevation are also shown. In all cases, the surcharging of the systems will
not cause stormwater to flow out of the upstream catch basin.
7. * Table 4.2 has been revised to provide 25% removal for catch basins with deep
sumps. This table is located in the Draft guidelines and was not changed in the
original table.
* The TSS calculations have been revised accordingly.
* The proposed swale has enough volume to store the required WQV. A filter berm
at the level spreader has been shown in a revised detail per your recommendation.
MHF Design Consultants, Inc.
Please review the attached information and should you require additional information,
please call me at your convenience. We will be meeting with the Conservation
Commission on the 2nd of April and hope to have some response from your office
regarding the review. Please call me to discuss. Thanks.
cc: Mr. Micheal Howard, North Andover Conservation Commission
MEEMMAIr
MHF Design Consultants, Inc. 12-B Manor Parkway•Salem, NH 03079•TEL(603)893-0720•FAX(603)893-0733
May 14, 1997
Mr. John C. Chessia, P.E.
Coler& Colantonio, Inc. MAY 1 6 199
101 Accord Park Drive, Suite One
Norwell, Massachusetts 02061-1685
Re: Revised Site Plans Proposed Retail Site
200 Chickering Road
MHF# 45996
Dear Mr. Chessia:
Please find enclosed revised plans and drainage calculations for the above referenced
project located at 200 Chickering Road in North Andover, Massachusetts. These plans
have been revised based on comments from the Town Departments as well as comments
outlined in your May 7, 1997 correspondence regarding this project. Based on those
comments we offer the following:
1. The level spreader detail has been revised to reflect the grading and is consistent with
the calculations. Spot grades have also been shown on the plan view of the grading
plan. The width of the swale has been revised on the detail to reflect a 6 foot width.
2. The soil testing locations have been shown on the plan. We have assumed the worst
case groundwater elevation of 7"below existing grade based on the observations of
these test holes and have revised the roof infiltrator systems accordingly to provide for
the 2' minimum separation between the bottom of the proposed infiltrator system and
the maximum observed groundwater table. The other underground detention systems
have had the groundwater elevation revised accordingly and the bed bottoms are all
above the observed water table elevation. As discussed,the water table that was
observed as a result of the recent testing was abnormally high due to the recent rainfall
and snowmelt that had occurred the previous week to the testing. Therefore, it is
our contention that the actual seasonal high water table is lower and should be verified
through the presence of soil mottles as a result of additional test pits. Additional test
pits will be performed onsite on May 16, 1997 at 1:00 p.m. Regardless of the outcome
of this testing, the design has been done based on the worst case scenario described
above. Fill material to be used under the systems will be the same stone material as
specified in between the infiltrator systems.
ENGINEERS PLANNERS SURVEYORS
ENNEW Em HEM
MHF Design Consultants, Inc.
3. The calculations for the infiltrator roof systems has been revised accordingly and
using a hydraulic gradient of 1.0. No credit has been taken for infiltration of the
sides of the systems, bottom of the system has been used only for the calculations.
See Appendix F of the report.
4. The revised operation and maintenance schedule has been included in the report.
5. Permanent monitoring wells have been shown to be installed on the revised plans and
are also included in the Operation and Maintenance procedures.
We are scheduled for a May 20, 1997 meeting with the Planning Board and would like to
resolve these few outstanding items prior to that meeting. Please review the attached plans
and drainage calculations and should you have any questions, please feel free to contact
me at your convenience.
Sincerely ours,
S, INC.
ar S. o§ , P.
incipa
cc: Ms. Kathleen Colwell,Planning Director
Mr. Micheal Howard,North Andover Conservation Commission
Mr. Steve Dubois, Scott Companies
Atty. Peter G. Shaheen
D�=�1
COLER
COLANTON10 9
FACSIMILE COVER. SHEET
To: Planning Board
Company: c/o Bit Scott
;Phone: (508) 6$8-953
Fax: (508.) 688-9542
From: John Chessia.
Company: Coley & C-olantonio, Itie,
Phone: (617) 9822-5413
Fay:: i(51 7) 98?-5490
Date: May �0, 1997
Pales including this
cover page: .�°�
Comments: RE: Stop & Shop, Orchard Hill & 200 Chickering Road
Store & Sho
Following this sheet are a letter dated March 10, 1997, and a fax dated April 8, 19977, regarding
are conunents on the project. :Many of these issues have been resolved, however, a final playa and
associated calculations have not been received. As we discussed, it appears that the project is
close to complete. We recommend that we review the final plan and calculations to check that
all the issues have been resolved.
Orchard Hill
We understand that [he original subdivision design is acceptable and that the road will he
constructed in accordance with this design. We received a fax transmittal with a narrative
response to our comments on Nlay 16, 1 997. To date revised plans have not been received by
this office. We have not prepared further couunents due to the late date of the narrative response
and lack o P revised plans.
?00 C:hickering Road
We received revised plans and calculations on May 15. 1097. We have not had sufficient time to
gully review the package, however, it appears [hat our concerns have been addressed. We. will
finalize our review of this project this week. There does not appear to be any major outstanding
issues based on our preiiminary review,
XU Merrimack Engineering, >Scrvices
COLER
OLAOI
vlarch 10, 1997
Ms. Kathleen Colwell
Planning Director
120 kfain Street
North Andover, MA 01845
RE: Engineering Review
Stop & Shop
Proposed Retail Developinem
Dear Ms. Colwell:
In response to your request. Coler & Colantonio, Inc. has reviewed the submittal package
for the above referenced site. We have not visited this site to date. This project has bccn
reviewed for conformance to the requirements of the "Zoning By Law" in North Andover
as well as standard engineering practice. The submittal package included the following
information:
Plans Entitled:
® "Stop and Shop Retail Facility" thirteen sheets dated 2/13/97, Prepared by
'Nferrimack Engineering Services.
Report Entitled
• Buttress ENF, Traffic Impact & Access Study, dated February 1.4, 1997,
prepared by Dermot J. Kelly Associates, hic,
A report entitled "Drainage Analysis for Stop & Shop", dated February, 1997, prepared
by Merrimack Engineering Services was received on February 21, 1997. The on-site
drainage analysis was not submitted with this report but it is our understanding that it will
be forthcominu,
The proposed project is located adjacent to and west of Turnpike Street approximately
1,000 feet north of the Turnpike Street Willow Street/tvlill Road intersection, The
proposed project is a commercial/retail building with a toot print area of 64, 45 sq., ft.
sited on approximately 249.259 sq, ft. of land, The topography of the site is relatively
level consisting of existing buildings and a subdivision roadway. Approximately three-
quarters of the site is graded toward the existing subdivision roadway. The remaining
area is graded with a gentle slope from a high point in the Northwest carne: to the low
point in the northeast corner adjacent to an existing catch basin located on Turnpike
Street. The site presently includes greenhouses and other buildings. The remainder of
the lot consists of compacted soil, stockpile material, grass and light vegetation. The
frontage area adjacent to Turnpike Street is located within the FEMA Lone A Mood plain.
We offer the hollowing comments:
I. It is our understanding that Sections 33 5, e) iv, xix, xx, xxii and xxiii, are typically
reviewed by Town Staff'.
2. It is our understanding that an EN has been filed for the site,
3. Section S.L)14. Ground mounted signs for handicapped parking spaces should be
shown on the plans.
4. Section North Arrows are missing on sheets 5 through 8.
5. Section 8.3)5.)e.jiv. A 20' utility easement is shown on sheet two of the plan. The
rights associated with this easement and how this easement hi-ipacts the development
should be addressed. The existing sewer manhole-located in the utility easement
should have invert data. Existing and proposed utility crossings should be checked to
avoid conflicts,
b. The "Table of Zoning Regulations" is incomplete and inconsistent. It appears that
this site fronts on two streets and therefore does not have a rear yard. The required
number of parking spaces based upon Section 8.1)2, is not in compliance with the
required number of spaces listed in the zoning table. The zoning table should include
information on the size of any proposed signs as required by Section 8.3)5.)e.)vi.
These discrepancies should be addressed.
7. Section 8.3)5.)e.)vih, The overall height and gross floor areas of the existing
structures has not been shown on the plans.
8. Section 8.3)5.)e.)i-1-. Building elevations were not provided in this package. The
Plannin4 Board may want to review the proposed appearance of the building from
Turnpike Street.
9. Section 5.3)5,je.jxii. The location, height and materials of any signs shOL11d be shown
on the plans.
M Section 8.3)7.)e.)xv1 A fence should be shown adjacent to the refuse compactor
and/or containers.
11, Additional information should be provided to illustrate sufficient turning radius for a
tractor trailer entering the loading dock areas entering from Willow Street.
12. The proposed grease trap appears to be within the area to be dedicated for
compensatory volume for 100 year flood piain tilling.
l 1 L.1�_�. CI_ice '1-..
13. The maxirnurn distance between weep holes should be noted on retaining wall detail,
It is unclear where.the note specifying the distance between joints is located.
14. A sidewalk handicapped ramp detail should be included in the plans,
15. It is unclear if the site lighting schedule applies to this project. The schedule on sheet
3 contains a number of columns which are crossed out,
16. The proposed stabilized construction entrance should be longer to worm effectively,
17. The retaining wall cannot be constructed as designed without an easement on both
properties east of the site.
IS. The grading is incomplete along the westerly side of the site,
19, The gradin:., plan is difficult to follow with some areas having one (1) foot contours
and other areas having two (2) foot contours.
20. The utility plan should include drainage layout and cable utility conduit layout.
21. The detail sheets have a detail of a swale. It is unclear where this structure will be
used.
Draina;e Issues
22. It.is our understanding frorn a discussion with tirierrimack Engineering Services, Inc.
on March 7, 1997 that additional information on the drainage design is forthcoming,
therefore we have no comments on drainage at this tune.
Very truly yours,
COLER & COLANTQNIQ, TNC_'.
/Joi-in C. Cliessia, PIE:
Yc: IMerrimack 'Engineering Services