HomeMy WebLinkAboutStormwater Report - 165 FLAGSHIP DRIVE 12/12/1996 Praina e Anal sis n
Proposed Addition
Channel Building Company
Assessors Map 25 Lot 8
165 Flagship rive
North Andover5, Massachusetts
October 7, 1996
Revised December 12, 1996
Prepared
For
Channel Building Company, Inc.
242 Neck Road
Haverhill, Massachusetts
Prepared
By
Design MHF I , I
ENGINEERS ® PLANNERS SURVEYORS
OF
12-B Manor Parkway, Salem, N.H. 03079 ��
Tel: (603) 893-0720 Fax: (603) 893-0733 ° FRANK a -
MONTEIRO
CIVIL
_ o.
��,� STE��' �����
NAL
*Table of Contents*
A. NARRATIVE...............................................................................................................................................................2
B. HYDROLOGY............................................................................................................................................................3
C. HYDRAULICS............................................................................................................................................................4
DRAINAGE DESIGN BASIS: ....................................................................................................................................................4
WATERSHED/DRAINAGE AREA DATA:...................................................................................................................................4
DESIGNOF DRAINAGE SWALES: ............................................................................................................................................4
****"PENDIN***...........................................................................................................................................................6
A. EXISTING CONDITIONS MAP(BOUNARY&TOPOGRAPHIC PLAN)............................................................7
B. OVERLAY NO.A:.......................................................................................................................................................8
POST DEVELOPMENT DRAINAGE AREA PLAN OVERLAY ONTO SITE PLAN OF LOT 85 (LOT 3).................................................... S
COVERLAY NO.B:........................................................................................................................................................9
PROPOSED DEVELOPMENT DRAINAGE AREA PLAN OVERLAY ONTO SITE PLAN OF LOT 85 (LOT 3)............................................ 9
D. PROPOSED AND EXISTING DRAINAGE SYSTEM DESIGN TABLES.............................................................10
E. SITE DRAINAGE AREAS MAP FOR SWALES.....................................................................................................11
F. USDA-SCS HYDROGRAPH PLOTS,PEAK FLOWS.............................................................................................12
G. TABLES, CHARTS AND NONOGRAPHS..............................................................................................................13
MHF Design Consultants,Inc. Channel Building Co.,Lot 3,North Andover Business Park i
C:14571DRAINI.DOC
A. Narrative.
The proposed project is located in the North Andover Business Park Expansion at 165 Flagship Drive
North Andover, Massachusetts. The property, Assessors Map 25 Lot 85, also known as Lot 3 North
Andover Business Park Extension, consists of approximately 5.192 acres and contains an existing 2 story
metal and masonry building with associated site utilities and structures.
This project proposes an addition of a±19,295 s.f. building and associated site improvements to the
existing±31,690 s.f. building. Improvements include access improvements, additional parking, drainage
and associated grading for the proposed addition.
This property is part of the previously approved "Definitive Subdivision Plan, North Andover Business
Park Extension, Willow Street-Flagship Drive", prepared by Thomas E. Neeve Associates, Inc. Dated
December 1, 1989. Part of this plan included an overall, master hydrologic and hydraulic analysis, a
stormwater management plan for the development of the park.
This analysis confirms that the original master plan of stormwater management is adhered to for the
proposed addition to the existing building and development of Lot 3. That is to say that the flows and
drainage patterns for the proposed development of Lot 3 meet the requirements of the master plan.
Drainage patterns are similar and flows are less than anticipated in the master plan of stormwater
management for this site and drainage areas.
This proposed stormwater management plan utilizes the same methodology as the original master plan of
stormwater management in order to develop peak flow rates for design of the proposed drainage system.
The design standards of the North Andover Site Plan Regulations require the determination of the 2-yr,
10-yr and 100-yr peak flows for comparison to the master plan, design of the interior site drainage is
based on the Rational Method for the 10-yr design storm while the intercepting grass lined swales are
designed to handle the 100-yr peak flows based on the peak flow as developed by the use of the USDA-
SCS TR20 computer software.
MHF Design Consultants,Inc. Channel Building Co.,Lot 3,North Andover Business Park 2
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B. Hydrology.
The approved original master plan of stormwater management for the"Definitive Subdivision Plan, North
Andover Business Park Extension, Willow Street-Flagship Drive" assumed that the proposed lots within
the development would be significantly developed. The master plan's site area drainage plan indicated the
division of Lots for the business park and the extent of impervious land (buildings, drives and parking
areas) associated with each lot. This was done to develop proposed peak flows.
Development of the business park is occurring with significantly less area becoming impervious land and
thus resulting in lower peak rates of runoff, and therefore, in general compliance with the stormwater
management master plan. The direct comparison of the master plan and the Lot 3 as shown in the
Definitive Subdivision Plan to the current configuration of Lot 3 and it's actual development is
somewhat complicated by revisions to lot lines. Lot line revisions were due in part to wetland areas
encountered during construction and development of other adjacent properties. This has resulted in the
current configuration of Lot 3. The current configuration of Lot 3 is comprised partly of both the
Difinitive Subdivision Plan's Lot 2 and 3. This can be easily seen by overlaying the current configuration
of Lot 3 on the Difinitive Subdivision Plan.
Likewise, the following comparision of the current Lot 3 to the Definitive Subdivision Plan can be made
by overlaying the current Lot 3 layout and proposed development on the Definitive Subdivision Plan,
master plan's site drainage map. Given the preceeding, the following may be determined by this overlay
of lot configurations and land uses:
Impervious Land Overlay No.
Lot 2 and Lot 3 of Definitive Subd. Plan. (Area within Lot 3 145,701 s.f. A
with revised property lines)
Lot 3 with existing and proposed addition 131,441 s.f. B
Net Change (A decrease in the proposed impervious land area): 14,260 s.f.
Given the net decrease in impervious land proposed for the same area, the resulting lower weighted
runoff curve number, slightly longer times of concentration(due to less flow over paved surfaces and
closed drainage systems), it follows that the resultant peak rates of runoff will be lower than those
originally approved for the same area.
The proposed Lot 3 addition along with the existing development will result in lower peak rates of runoff
than that which was approved in the Definitive Subdivisions stormwater management master plan.
Further, it can be seen that drainage patterns of the stormwater management master plan are retained
with the intended flow to the "Central Detention Basin". See Overlay plans A&B, 1"=100'.
In summary, the proposed peak rates of runoff will be less for Lot 3 with the proposed addition, than to
those determined and approved in the "Definitive Subdivision Plan, North Andover Business Park
Extension, Willow Street-Flagship Drive". This is due to a net reduction in the proposed impervious land
area and the retention of the proposed drainage patterns.
MH>r Design Consultants, Inc. Channel Building Co.,Lot 3,North Andover Business Park 3
C.14571DRMN1.DOC
C. Hydraulics.
The proposed interior drainage system is proposed to connect to the existing drainage system. Design is
in accordance with the Drainage Design Criteria and Standards of the Town of North Andover, The 2-
yr, 10-yr and 100-yr design storms were utilized to determine the peak rates of runoff for the sizing of
drainage structures and the analysis of existing structures to determine adequacy.
Drainage Design Basis:
Drainage Design for Interior Site is based on the Rational Method, Q=CIA.
The computer program"Stormcad"was used for the pipe system design.
The following coefficients of runoff are used:
Undeveloped Woodland, rolling slope 5-10%, using soil texture clay for a factory of safety,
C=0.50.
Lawn areas, sandy loam, 0-5% slope, C=0.3.
Pavements, roof areas or other impervious land, C=0.7-0.95 use C=0.9.
Time of Concentration:
Time of Conc. For swales developed utilizing the USDA-SCS TR55 methods.
Time of Conc. For interior drainage system developed utilizing the Seelye Chart (see appendices).
Minimum Time of Conc. Is 5 minutes.
Travel time in the pipe is accounted for in the storm drainage design chart.
Rainfall Intensity from the Intensity Duration Frequency curves for Boston, Ma. (See appendices).
Design storm for interior drainage is the 10-yr. Reccurrence interval.
Exterior drainage analysis and design utilized the 2, 10 and 100-yr. Reccurrence intervals with the swales
designed for the 100-yr.
Watershed/Drainage Area Data:
For pipe system design, subcatchment drainage areas, times of concentration and c values, See Appendix D.
Design of Drainage Swales:
Swale No.1: Drainage Area: 3.5 acres Q 100 = 9.56cfs
Mannings coefficient of roughness: 0.12-0.07 for grass in good stand approximately 12", and depth of
flow in swale of 0.7'-1.5'. Use n=0.09
Slope of swale--4%
Qn=(9.56cfs)(0.09)=0.86 use of nomograph with other than given n-value.
Trapezodail swale with 4' base and 2:1 side slopes:
n=0.09 s=0.04'/'
v=2.1 fps d=0.8' use 4' base, 2:1 ss, min 12" deep, grass lined.
MHF Design Consultants,Inc. Channel Building Co.,Lot 3,North Andover Business Park 4
C:14571DRATNI.DOC
Swale No.2: Drainage Area: 0.7Ac Q100 =2.17 ds
Mannings coefficient of roughness: 0.12-0.07 for grass in good stapproximately 12", and depth of flow in
swale of 0.7'-1.5'. Use n=0.09 Qn= (2.17 x 0.09) = 0.19
Slope of swale=33% Trapezodal swale with 4' base and 2:1 side slopes
n=0.09 Qn= 0.19 s= 0.33'/' d= 0.2 feet v= 3 fps
MI IF Design Consultants,Inc. Channel Building Co.,Lot 3,North Andover Business Park 5
C.14571DRAINI.DOC
**** ppen ix *
MHF Design Consultants,Inc. Channel Building Co.,Lot 3,North Andover Business Park 6
C.-W571DRAINI.DOC
A. Existing Conditions Map ( ®unary & Topographic Ian)
MHF Design Consultants,Inc. Channel Building Co.,Lot 3,North Andover Business Park 7
C.14571DRAINI.DOC
B. Overlay o. :
Post Development Drainage Area Plan Overlay onto Site Plan of Lot 35 (lot 3)
MIFF Design Consultants,Inc. Channel Building Co.,Lot 3,North Andover Business Park 8
C:14571DRAMI.DOC
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Overlay No.13:
Proposed Development Drainage Area Plan Overlay onto Site Plan of Lot 35 (lot 3)
M IF Design Consultants,Inc. Channel Building Co.,Lot 3,North Andover Business Park 9
C:14571DRARVI.DOC
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MHF Design Consultants,Inc. Channel Building Co.,Lot 3,North Andover Business Park 10
C:14571DRAMTDOC
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MHF Design Consultants,Inc. Channel Building Co.,Lot 3,North Andover Business Park 11
C.14571DRAINI.DOC
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M IF Design Consultants,Inc. Channel Building Co.,Lot 3,North Andover Business Park 12
C.14571DRAIN1.DOC
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RUNOFF CURVE NUMBER AND RUNOFF WORKSHEET 6®1
Project a7 WAA- fit/Llit/ %v� 40 By AM Date �® y
Checked Date ✓� / ��
Circle one: Present evelop
1. Runoff curve number (RCN)
Soil name Cover description RCN Area Product
and of
hydrologic (cover t v
ype, treatment, and hydrologic @'acres RCN x area
group condition; percent impervious; v 10 10 ❑ hi:
unconnected/connected impervious ❑ %
area ratio)
F u. W
GG }OS 'c y &10�40
I
Totals = 3-6 741-
, -
{
total product
RCN (weighted) _ Use RCN = 7�
total area '
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency -------------------------- yr
Rainfall, P (24-hour) -------------- in
Runoff, G -------------------------- in D��Z �/ �,�, 7i
(Use P and RCN with Table 6-5)
6-39
TIME OF CONCENTRATION (TC) OR TRAVEL TIME (Tt) WORKSHEET 6®2
Project__ 9y _//,, Date
Location Checked /�C4 Date 117, /L y
Circle one: Presen Devet
s
Circle one: Tc Tt through subarea
MOTES: Space for as many as two segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
Sheet Flow (Applicable to Tc only) Segment ID
1. Surface description (Table 6-6) ----------------
2. Manning's roughness coeff., n (Table 6-6) ------ Q�¢-
3. Flow length, L (total L < 300 feet) ------------ ft /&0
4. Two-yr 24-hour rainfall, P2 -------------------- in 3 p
5. Land slope, s ---------------------------------- ft/ft 49-8,
0.007 000.8
6. . Tt = P2 0.5 s0.4 Compute Tt ----------- hr Q.Zw +
-
Shallow concentrated flow` Segment ID
7. Surface description (paved or ved ----------
8. Flow length, L --------------------------------- ft
9. Watercourse slope, s --------------------------- ft/ft
10. Average velocity, V (Figure 6-14) -------------- ft/s
L O
11. Tt = Compute Tt ----------- hr r�.d
3600V '.
Channel flow Segment ID
12. Cross sectional flow area, a ------------------- ft=
13. Wetted perimeter, pw --------------------------- ft
a
14. Hydraulic radius, r = — Compute r ----------- ft
�
15. Channel slope, s ------p-W----------------------- ft/ft
I 16. Manning's uyghm s coeff., n ------------------
1.49 r / s
17. V = Compute V --------------- ft/s
n
18. Flow length, L --------------------------------- ft
'? L -
19. Tt = Compute Tt -------------- hr + _
3600 V
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ---------- hr �•Za
ix
6-40
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RUNOFF CURVE NUMBER AND RUNOFF WORKSHEET 6®g
6
Project_A d-a� 40 By IL Date
Location_ 10 hacked lr' Date Lx QLm
Circle one: Present eveloped
1. Runoff curve number (RCN)
Soil name Cover description
and RCN Area Product
hydrologic (cover t of
type, treatment, end hydrologic � � � ❑ acres RCN x area
group condition; percent impervious; v �o �o ❑ mi:
unconnectecd connected impervious ❑ %
area ratio)
Totals
m
total product - = G!�
RCN (weighted) = Use RCN = O
total area 0,' ,
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency -------------------------- yr lD �S
Rainfall, P (24-hour) -------------- in
Runoff, Q -------------------------- in
(Use P and RCN with Table 6-5)
6-39
't.
TIME OF CONCENTRATION (TO) OR TRAVEL TIME (Tt) W®RKSKEET 6®2
Project By ® Date 4 Q CO
Y Location ./C.13/��/ `°� /J7'f Checked /� Date -
Circle one: Present Developed
Circle one: Tc Tt through subarea
NOTES: Space for as many as two segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
Sheet Flow (Applicable to Tc only) Segment ID
1. Surface description (Table 6-6) ---------------- �A
2. Manning's roughness coeff., n (Table 6-6) ------
3. Flow length, L (total L 5 300 feet) ------------ ft
4. Two-yr 24-hour rainfall, P2 -------------------- in �s
5. Land slope, s ---------------------------------- ft/ft rD�1
0.007 (nl)0.8
6. Tt = P 0.5 s0.4 Compute Tt ----------- hr
2
Shallow concentrated flow Segment ID
7. Surface description (paved or upaved) ----------
8. Flow length, L --------------------------------- ft
9. Watercourse slope, s --------------------------- ft/ft
10. Average velocity, V (Figure 6-14) -------------- ft/s
L
11. Tt = Compute Tt ----------- hr j +
3600V
Channel flow Segment ID
12. Cross sectional flow area, a ------------------- ft,
13. Wetted perimeter, pw --------------------------- ft
a
14. Hydraulic radius, r = — Compute r ----------- ft
15. Channel slope, s ------Pw------------------------- ft/ft
16. Manning's 259yghl���s coeff., n ------------------ >
1.49 r s
17. V = Compute V --------------- ft/s
n
18. Flow length, L --------------------------------- ft
L
19. Tt = Compute T ---- hr + _
3600 V
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ---------- hr
6-40'
a""
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G. Tables, Charts and Nonographs.
MHP Design Consultants,Inc. Channel Building Co.,Lot 3,North Andover Business Park 13
C.-W571DRAINLDOC
1
2
x
A is the drainage area of the watershed contributing runoff to the point being
investigated or the design point expressed in acres.
r
0
While the formula is-not dimensionally correct, values obtained differ by less than
I 1% when used to express the more common units of cubic feet per second.
TABLE 6-1 - RUNOFF COEFFICIENTS FOR DEVELOPED AREAS
TvDe of Drainage Area Runoff Coefficient.0
Business
Downtown areas 0.70 - 0. 95
Neighborhood areas 0.50 - 0. 70
Residential
Single-family areas 0. 30 - 0: 50
E, Multi-units, detached 0.40 - 0. 60
Multi-units, attached 0. 60 - 0. 75
Suburban 0.25 - 0. 40
Apartment dwelling areas 0.50 - 0. 70
Industrial
Light areas 0. 50 - 0. 80
Heavy areas 0. 60 - 0. 90
Parks, Cemeteries 0. 10 - 0 . 25
Playgrounds 0. 20 - 0. 35
Railroad yard areas 0. 20 - 0 . 40
Unimproved areas 0. 10 - 0. 30
Streets 0. 70 - 0. 95
Brick drives and walks 0. 75 - 0 . 85
TABLE 6-2 - RUNOFF COEFFICIENTS FOR UNDEVELOPED AREAS
Soil Texture
Topography
and Sandy Clay and
2
Vegetation Loam Silt Loam Clay
Woodland
4 , Flat, 0-5% slope 0. 10 0. 30 0. 40
Rolling, 5-10% slope 0. 25 0.35 0. 50
Hilly, 10-30% slope 0. 30 0. 50 0. 60
Pasture
Flat, 0-5% slope 0. 10 0. 30 0. 40
Rolling, 5-10% slope 0. 16 0. 36 0. 55
Hilly, 10-30% slope 0. 22 0. 42 0. 60
Cultivated
Flat, 0-5% slope 0. 30 0. 50 0. 60
Rolling, 5-10% slope 0. 40 0. 60 0. 70
a ! Hilly, 10-30% slope 0.52 0. 72 0. 82
6-2
1 SEEL'fE CHART
TD E OF COPCEUTIZATION
(OVERLAND FL(SW) Ova�-r.�/��� .< /daa
• 4
1.0��0�0
�� 0
. 7
600
500
Pa Ved
4 oo
CLAY
300
BARE EARTH
2:
200 — GRAVEL
o THItr GRASS _
0.
100 AVERAGE GRASS
90
2 -
70 :o DEiaSE Ss / 5
Co x UNDER BR E,
FOREST LITT� 10 w —12i
z
40
• _r4
30
1
20
Example "A" - 2001 , 2$. Slope
Average grass - Time 16j Min.
rB" _ 500', 1%.Slope _
Paved - Time 81 Min.-
10 6
OVERLAND FLOW - TIME OF CONCENTRATION
H '( FT.)
500 Tc ( MIN.)
400 Example 2 C
300 height = 100 ft.
length =3000 ft. {"
200 time of concentration = 14 min.
10C
150
80
Uj
L ( FT.)
100 10,000 70
sv
® gX�M�LE
Q 50 5,000 Z
16- 40
25
O 30
ul
3,000
D. > 20
0 20 2,000 v
Note: z ,v
Use nomograph Tc for natural basins p 1.500 O.
with well defined channels, for over- g
&M land flow on bare earth, and for H 1,000 p v
g 10 mowed grass roadside channels. z w
LL For overland flow, grassed surfaces,
multiply by 2. g
E- g 500
-� 5 For overland flow, concrete or as- -
C7
4 phalt surfaces, multiply Tc by 0.4. iC L
B
For concrete channels, multiply Tc 2 300
3 by 02. 3
200
2 150
100
1
Based on study by P.Z. Kirpich,
Civil Engineering, Vol. 10, No. 6, June 1940, p. 362
l _
IF
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A
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Figure 10-4. Intensity Duration Frequency
Curve for Boston, MA
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DETERMINED BY ARCHITECTURAL DRAWING&
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�- SOME SO1p Well UNE VATM WW MAP 25 LOT 119 3) ALL PROD ELEVATIONS SHOWN AT CURB ARE BOTTOM OF CURB $
sm ra 1rDW N/F BUSINESS PARK REALTY TRUST ELEVATIONS. ALL CURBS HAVE A 6'REVEAL
oG x HAVERHILL. NECK ROAD o1 x30 4) TWMAPHICAL INFORMATION COMPILED FROM AN ACTUAL FIELD Si.�
TREama• CE
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V25
ut Gtr
5)ELEVATIONS ARE BASED ON 1929 NGVD. t4
low 0 ^i LIE WEIMM ME AS onjam By WEILAND 5)
��y 6)ANY UTILITY FIELD ADJUSTMENTS SHALL BE APPROVED BY THE OWNER
n>�A OCT.25,ifs 26 Sm
t o urn Nov.t6,tnoa PRIOR TO INSTALLATION. �
.HKYIAIffi r ro [' 7) LOCATION OF l�UTILITIES ARE APPROMMATE ONLY.
yff YoF •ay WIN z444g9g-22W�(� N � CONTRACTOR TO VERIFY EXACT LOCATION PRIOR TO CONSTRUCTION, tai
7w am=of VAL _ 1,o:arr24i__'l7)\ 47
,�o T�at Ct� 190625"E CONTRACTOR TO NOTIFY ENGINEER OF ANY DISCYtEPANCIES.
6)CONTRACTOR TO COORDRNATE YA7FH UTILITY COMPANIES REGAltIXNO
BOO porKm OF oUlla /. UTILITY CONNECTIONS AND LOADING REQUIRE.AIENTS.ALL
a
UTILITY CONNECTIONS TO BE UNDERGROUND.
9) ON-SITE SHALL STOCKPILE RESERVE HAYBALES AND SILT FENCE I40C (marON 1�AP
qd-SIRE FOR PERIOWC REPAIRS TO EROSWN CONTROL sYb`fElA3 ��TO VAX)
�� 1xsr.calla AS REQUIRED.
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PLAN BEEMUCE
OR 11111138111016111 ttAYeatt 25'tro 4 .R1 r.rauL `� a \ 1)'SITE GRADING Ar UTILITIES, UNITED PLASTICS
/ \ 4r / �w/tw.ro m ® n d0�s rx cu { LOT 3B, NAB.P. EXTENSION, SCALE. 1'-40,'
BEPHCFi�LNARK ¢ic_ db ,row `g / / \ / Cora 4' \gyp a C, ) BY THOMAS NEVE ASSOC., INCA
FiYDRArNf r?.
NUT
ELEV.-256.85 qr 4 /
DOCKS co \\\
MAP 25 3
N/F THE TRUSTEES OF RESERVATIONS _ 46 / 7 Q ®^
572 ESSEX STREET $ / _° eECrlac ucrrtt \ 2
BEVERLY, MASSACHUSETTS __ / 256 . Ar MAP 25 LOT 76
BOOK 1212 PAGE 129 --- coNCRE1E PAD M9
_ { C-0.90 �\\\ � I��.ca N/F MUFFIN REALTY TRUST °$
r to-5.0 . l " uur. z4 G S, G.M.351 WILLOW STREETrustees
.;411 .. 1 iD BE !NY.IHs247.OS O•}
� w.cvr=z4s�a NORTH ANDOVER, MASSACHUSETTS 01845
/ 2 STORY S.F. ULI 3 50 Sr. BW.DIPHG
t Nor � r (31,590 .flJ13 8050 e.F. t(t�) BOOK 2226 PAGE 88
�/�U�q����pp®®• � � \,p}k(� !mm � F.F.ELEV. -258.09 ®® p
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tc 97 MIN. ` '1oa ` � d �I dr
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row- raDwm `\ ` 5 0
wr tt p �. mss.,xFa� Ianf rtm�r i 60' WI MAP 25 LOT 84
r Urr.M. Flo If @ PAM 2 � �6rf° DE � ATE V f Pt_A N/F BUSINESS PARK REALTY TM
/ PLls1Yr$Em.,INC, TO Wig[DnTm AM oar.2%ti05 242 NECK ROAD
trb reuswr c as HAVERHILL, MASSACHUSETTS 0183
LF t rt suw. T Fu 412 t p� iOS /11 d¢ " g BOOK 2045 PAGE 279
Y Fr/Fr tnv.} 9rvusez5o.29 \ a tamer.nAAM am
S9j®. a an. =zeo.as BOCK 1962 PAGE 57
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A*OAI R/Fr l
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r ekt 210 / oruaaE7+• 0p 1 , urrA ta2t5.os /' W-244M 5.192 /�� ry
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01 \ Rlltm249.61 S1 N/F BUSINESS PARK REALTY TRUST
WSlt-240.14 / S ELEV.-253.08
1V �a i2 `°_, \ ire �ltd.OUr-24.10 ,� I, 242 NECK ROAD MAP 25 LOT83
>tioao5 R tSVL tt rcF ' a \a Y.04-'2ftj4ggqq� RE} QP HAVERHILL, MASSACHUSETTS 01830
tom.2: GYP.) a S �1�N�y.� z44'EBH �°
to MAP 25 LOT 76 ¢ '� „ 9 F1F«V45.2ia S re' BOOK 1862 PAGE 579
N/F BUSINESS PARK REALTY TRUST 48'1058
A- ` ' ®g�k
C/O PAUL J. KNEELAND & �► GRAPHIC SCALE
/ W ov177A0 / / N `�-` 242 N ROAD � ^�,pRNA� L-25.24! 1 a, «
t 15' r n"' aEZ HAVERHILL. MASSACHUSETTS 01530 3p
5 �
4 m� at �� Z$4 BOOK 2043 PAGE 279 6p NAP-
WINE Z64
-245.37 1 bmh )R
r ` A-10'30'00
r R-242.07' ,, p4E ,L
L-44.36' G' H,�� j'` A GRADING & UMXrIES PICT
DRAINAGE DIVIDE (TYP.) R 1 00 a c lea ASSESSORS YAP 26 - LOT 86
L-47.12' `� OWNER OF RECORD: 165 FLAGSHIP DRIVE
ET)=D RK/LTT TRUST NORTH ANDOVER, MASSACHUSETTS 01845
TIME OF CONCENTRATION PATH (TYP.) �� � �� � m�L NG
� I B6 R7d0SRIIP DRI16'
CHfANN�'L DUILDING COMPANY, INC.
// I ,• 2NDOF7X -88ACRRU83TT8 01846 355
w9,Y nzw3.888220(((&a 0"P1C a� % \ ---{7,( 49ie M
IDEX A E
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OF T«247.28
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1 RMO 1m40S FIAOM rzv FIX 11/13/05 SCALE 1•- 30' DATE. OCTOBER 29. 1996
NO. DESCRIPTION BY DATE lD T
`r •y' en.n.u.e '.P=R os�r ue9oa
..r..nllc it.H11V1VJ:
PLAN REFERENCES: NOTES: r
I CERTIFY THAT THIS SURVEY PLAN SHOWS S THE PROPERTY TH Es
THAT ARE THE TS LINES A OF WAYS OWNERSHIPS AND THAT THE 1)LOCATION OF UNDERGROUND UTILITIES IS APPRO)OMATE ONLY.
LINES OF STREETS AND WAYS$HONK ARE TIWSE OF PUBLIC OR ADDITIONAL UNDERGROUND UTIGTIES OTHER THAN THOSE SHOWN 1010°
PRIVATE WAYS ALREADY ESTABLISHED, TINT NO NEW LINES FOR MAY BE ENCOUNTERED, y p
DIVISION OF EXISRNO OWNERSHIP OR FOR NEW WAYS ARE SHOWN. 8
MAP 25 LOT 119 2)ZONE 1-1-INDUSTRIAL I
i CERTIFY THAT THIS SURVEY AND PLAN CONFORMS TO THE ETHICAL, N/F BUSINESS PARK REALTY TRUST MINIMUM LOT 92E 80.000 54Fi. $ 0 3v
PROCEDURAL AND TECHNICAL STANDARDS FOR THE PRACTICE OF 242 NECK ROAD MINIMUM LOT FRONTAGE 80. ft
LAND SURVEYING IN THE COMMONWEALTH OF MASSACHUSETTS HAVTRHAL,MASSACHUSETTS 01830 SETBACKS:
BOOK 1982 PAGE 57 Frmt 50 It.
D
:)i CERTIFY RULE 1HIS PLAN HAS BEEN PREPARED IN CONFORMANCE F 50 ft
THE THE RULES AND F MAS ACHE OF THE REGISTER CF DEEDS OF j
THE COMMONWEALTH OF MASSACHUSETTS d Rtwr 50 IL
REFER TO THE TOWN OF NORTH ANDOVER ZONING ORDINANCE FOR
d't VFRYICATCN,ADDITIONAL RESTRICTIONS AND PERMITTED USES
e 3)ELEVATIONS SHOWN HEREON ARE BASED ON NGVD 1929 DATUM.
1419108'25'E I ,54 CURB CATIONS SHOWN ARE AT THE TOE OF CURB.CURBS ARE AA n0 �Dl•'
M'
CHRISTOPHER FRANCHER,P.L.S. DATE A
�l \+ a,
/ / °.1 g� pvlL
Wff. VACAbl ALL<T C
♦ t
ry CoMR P t 1 x]54--° C w
MAP 25 LOT 3
N/F THE TRUSTEES OF RESEINATK)NS
572 tSSIX STRE77 MAP 25 LOT 76
BOOK Y'1UAS PM,�E� a //SAX I - ° name•cxu a4,, CSN CFMU FFIN REALTY RUST C'
351 WILLOW STREET
HOHf}1 ARBOOO'4KR222 MASSACHUSETTS 01643 ?d
Rio=247.83
♦° d I
� / A
I HYDRANT
.Z' ELLV.-256.8E
TO ncc / \ '.,, st•
t z u uo, r •' bj
r 4
ti \ r d K ° n�3ri ltt.,c _ _ ,s• -x.�,s SAES 25 LOT 84
'I_= ?� N/F BU5914 PARK REALM TRUST
d ♦ r vut d �.,- 1 W 242 HECK ROAD
'r� I IxI \ '' °d r°° ••ecc �_ _�� -� >_ °y52 o xi d°a \''� C
BOOK�PAGE 1630
800K 1982 PAGE 37
u.t vat
,t ° \ w.xaua° •/tans k � O
12 w
L-22363•L-2U d 1 Mme'_ 75 ',LOT 85
x f 1Jq d ` ��d"�A t
` 2�res ae-:,,.0 226,186 Sy.Ft.
/ ♦ / e-46'10'66' ' 5.192 Ac--h F
T,48-W
1p
STY N
r ;wax 'Za1 r'
?yV 1 MAP 25 LOT EA
° Sd)5 H/F BUSINESS PARK REALTY TRUST
Yi 242 NECK ROAD
°6 uvERH
D �+� �K M2045 PAGE ET279 1830
♦,t ° 2 ay` �� e -y( p�V 5 BOOK 1962 PAGE 57
OR REGISTRY USE / LEGEND �
3 Iry(y 0
0 IRON PIN FOUND lII 5n'ES�e '"
o TELEPHONE MANHOLE o-90.0ar i BOUNDARY & TOPOGRAPHIC PLAN
o CONCRETE BOUND f017N0 w ()(iL(ry pp(E R-471V
L-Q.12
MAP 25 LOR 75 c 9 ASSESSORS YAP 26-LOT B6
0
RAILROAD HO SPIKE FOUND 0. S DRAIN LMHOLUE
OL d N/F BUSINESS PARK REALTY TRUST �� y /• 165 FLAGSHIP DRIVE
• DRILL HOLE FOUND SEWER M.VRt1UE C 0 PAIR J.FOREEUND k i NORM AN MASSACHUSETTS 01845
R.N4rSTFIR,TRUS7EFS 'A
—' — OVERHEAD SERVICE WIRES ❑ CATCH BASIN 242 NECK RCUD +A • a� r�.um l9a
RAVEweu MASSACHUSETTS 01830 / CHANNEL BUILDING COMPANY, INC.
DOUBLE SOLID YELLOW LINE WATER LINE BOOK 2015 PAGE 279. 353 MIDDLESEX AVENUE
w n.t s'p WILMINGTON.MASSACHUSETTS 01887
DISHED YMffE LANE LINE "J WATER VALVE GRAPHIC SCALE
scvx.._e \+ . -x,x
SIGN GAS VALVE HYDRANT �s\\` RrY MUST ARE
SPOT ELEVATION pd GAS VALVE f kA'A.A PARS.A Li arks!
—•— GAS LINE (p ym) A a sn".!.LDICIL M ealpn n<u on no. • !!oW
A R SREd 1R773fL19
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1 bcL.ro M1 NCR7H AHkOFdR R1881CHkS2Tf8 I,- N0. DE3tliWT0N 30' W7E:NIGI/Sf 23,1996
8004 J909 PACT IJC REV%% BY OAIE xp,
AM'_. CMF 43796 1 Oi 1