HomeMy WebLinkAbout2001/03/28 - Stormwater Management Report - Delucia Way i
CHRIST[ANSEN SERGI, INC.
PROFESSIONAL ENGINEERS AND LAND SURVEYORS
I
'16O SUMMER STREET
IHAVERH L, I ASSACH SETTS 1830-6 18 97 3 3-03I FAX: 9 372-3960
STORMWATER 'MANAGEMENT REPORT
FOR
"DELUCIA WAY"
IN
NORTH
ANDOVER. 'MASSACHUSETTS
IRJGHT NOW REALTY TRUST
DATE.- MARCH 281 2001
"nww.m�ww^eaayaw
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Stormwater Management Report for
"Delucia Way", North Andover, Mass.
Index
1) introduction
H) Hydrologic Analysis
In) Drainage System Capacity Analysis
IV} Stormwater Recharge Calculations
V) Soils Analysis
VP Stormwater Management Forms
VM Nitrogen Loading-Calculations
Section 1: Introduction
Stormwater Management Report for
"Delucia way", North Andover, Mass.
1) Introduction
The "Delucia way" Subdivision will consist of the construction of a 3 70-foot long
roadway off of waverley Road that will provide street frontage for four new single-
family house lots. The roadway will also provide frontage for the existing apartment
building at 4429 waverley Road. A sixth lot,the existing residence at#415 waverley
Road, is included as.part of the subdivision due to some minor lot line adjustments that
will be made,
The proposed stormwater management system for the project includes the
installation of five deep-sump, hooded catch basins that will collect runoff and direct it
into a sediment forebay and detention/infiltration area located on Lot 4. The runoff from
the ml iority of storms will be recharged into the groundwater at this location. Some of
the runoff from heavier rainfall events will flow out of the detention/infiltration area at a
reduced flow rate into a rip--rap level spreader before flowing offsite toward the
Shawsheen River. The detention/infiltration area will mitigate the peak runoff rates from
the project so that they will be equal to or less than the peak runoff rates under existing
conditions.
Section II: Hydrologic Analysis
KEY
1
� �. �. � DRAINAGE AREA DESIGNATION
N/Faa��
LACOLLA 1 N/F
TOWN OF NORTH N/F
ANDOVER NORTH ANDOVER DRAINAGE AREA BOUNDARY ® ®�
HOUSING AUTHORITY
LONGEST FLOW PATH
l / THROUGH DRAINAGE AREA
\ \` ISOLATED
FRESW
EDGE OF DORMAtmc y hA
TER
VEGETATED wEntnD �.
N/F
TOWN OF NORTH —
ANDOVER
W _
. 1
EDGE OF RIM BAPVK � i 1 � � "� � va •�'
IL
cn
�p&GIs
BSI
� ,a
t / au FIGURE I
1 f
!, EXISTING DRAINAGE CONDITIONS
JNJF FOR
ti M tp�'
SAiOLAK� "'DEL
DEL UGIA WA Y""
NIF IN
TIMOTHY H. PACKARD
HELEN M. NEWELL _ NOR TN ANDOVER., MASS.
N/F
NI REGINA LEVINE ''° SCALE. 1 �i = 805
DATE: MARCH 27, 2001
DWG. NO. 99048026
KEY
1
DRAINAGE AREA DESIGNATION
LACO!_L,4 N/F
TOWN OF NORTH NORTH ANDOVER DRAINAGE AREA 80UNDARY
ANDOVER HORSING AUTHORITY
f LONGEST FLOW PATH -- -- -
�t THROUGH DRAINAGE AREA
ATER
EDGE of BORDERNG 5 - t W Lao
to OMFED W£]uAV
wmalo
NRLWMN
NF
TOWN OF NORTH 1 r :a. - riot
ANDOVER
OT 5� � As,
Am
rAV
41
} a
l �
0"T 3 Ali
LOT I .= FIGURE 2:
PROPOSED DRAINAGE CONDITIONS
No .
NIFA FOR
.� LOT 2 SMOLAK -
�� t .! t as
z DEL CIA WA Y
1N
TIMOTHY H. PACK
AR® �.)HELEN Af. NEWELLNOR�d! ANDOVER
MA S .
Ao!
NTON S./F ;
Mj EGINA LEVINE o- S 4,�A L E: 1 -- Q t
DATE: kA R H 2 Z 2001
DWG. NO. 99048026
Stormwater Management Report for
"Delucia Way",North Andover, Mass.
nj Hydrologic Analysis
A hydrologic analysis has been performed to determine the impact that the
development of the project site will have on off site peak runoff rates. The"HydroCAD"
Stormwater Modeling System has been used to compare the pre--and post-development
runoff rates and to design the storrnwater detention/infiltration facility. The storrnwater
management system as designed Will keep post-development peak runoff rates equal to or
less than the.pre-development peak rates for the 2-, l o-, 25-, and 100-year storm.events.
Figure 1; Existing Drainage Conditions shows the project site under existing
conditions. Due to the relatively small area of the site(approximately 4 acres located
adjacent to the Shawsheen River)the analysis has been performed using just one
Drainage Area. Drainage Area-1 includes the entire project site along with some
upgradient offsite properties and a portion of Waverley Road that will contribute runoff
overland onto the project site. runoff from Drainage Area I flows generally eastward
across the site from waverley Roadlow*a,rds-the Shawsheen River.
Figure 2; Proposed Drainage Conditions shows the project site under post-
development conditions. The drainage area for the project site has been broken down
into additional areas for the analysis,asfollows:
Drainage Area 3 consists of the portion of the site that will be not be altered by
the project development. Runoff from this area will continue to flow offsite toward the
river as it does under existing conditions.
Drainage Area 2 is the portion of the site that will contribute runoff to the
Detention/Infiltration Area by overland flow.
Drainage Area 10 is the portion of the site that will contribute runoff to Catch
Basin 41. Runoff'from this area will be carried by the drainage system into the
Detention/Infiltration Area.
Drainage Area Z0 is the portion of the site that will contribute runoff`to Catch
Basin#2. Runoff from this area will be carried by the drainage system into the
D etenti on/Infiltrati o n Area.
Drainage Area 30 is the portion of the site that will contribute runoff`to Catch
Basin 93. Runoff from this area will be carried by the drainage system into the
Detention/Infiltration Area.
Drainage Area 40 is the portion of the site that wUl contribute runoff to Catch
Basin#4. Runoff from this area wUl be carried,by the drainage system into the
Detention/Infiltration Area.
The mitigating effects of the stormwater Detention/Infiltration Area result in post-
development peak runoff rates that are equal to or less than the existing peak runoff rates
when the outflow from the Detention/Infiltration Area is added to the runoff from
Drainage Area 3.
The results of the hydrologic analysis can be summarized as follows:
Table 1: Summary of Hydrology.Analysts
PEAK OFFSITE FLOWRATE
DESIGN STORM EXISTING CONDITIONS PROPOSED CONDITIONS
2 YEAR STORK{ 1.45 C.F.S. 1.04 C.F.S.
10 YEAR STORM 4.57 C.F.S. 4.08 C.F.S.
25 YEAR STORM 6.95 C.F.S. 6.56 C.F.S.
100 YEAR STORM 9.84 C.F.S. 9.41 C.F.S.
The "HydroCAD" calculation and data sheets for the analysis of the 2, 10, and
1 oo-year storms for existing and post-development conditions are included to support the
results of the analysis. Descriptions of the soils types found on site are included in
Section V: Soils Analysis.
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page I
TYPE III 24-HOUR. RAINFALL= 3.10 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H d oCAD 5.11 001057 c 198671999 A fled MicrocoM cater stems
WATERSHED ROUTING
3
i
30
40 ieo
0 SUBCATCHMENT LEACH POND LINK
SUBCATCHMENT 1 = EXISTING CONDITIONS: DRAINAGE AREA 1 -�
SUBCATCHMENT 2 = PROPOSED CONDITIONS: DRAINAGE AREA 2 POND 1
SUBCATCHMENT 3 = PROPOSED CONDITIONS: DRAINAGE AREA 3 POND 10 D
SUB CATCHME T '10 = PROPOSED 'COND I T I DNS: CATCH BASIN #1 POND 1
SUBCATCHMENT 20 = PROPOSED CONDITIONS: CATCH BASIN #2 POND 1
SUBCATCMMNT 30 = PROPOSED CONDITIONS: CATCH BASIN #3 POND I
SUBCATCHMENT 40 = PROPOSED CONDITIONS: CATCH BASIN #4 POND 1
SUBCATCHMENT 50 = PROPOSED 'CONDITIONS: CATCH BASIN #5 - POND 1
POND 1 : DETENTION/INFILTRATION AREA - POND 100
POND 100 = 'SL4MMATIDH POND
Data for DELUC IA WAY, NORTH ANDOVER, MASS. Page 2
TYPE III 24-HOUR. RAINFALL= 3.10 IN
Prepared. by Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 ....-_(..c.)..---1.9.86-1999..hpplied Micr000m uter Systems
SUBCA'T`CHMNT 1 EXISTING CONDITIONS: DRAINAGE AREA. 1
PEAR= 1.45 CFS @ 12.27 HRS, VOLUME= _18 AF
ACRES CN SCS TR-20 METHOD
.73 98 HSG B: IMPERVIOUS TYPE III 2 4--HOUR
1.51 61 HSG B: OPEN SPACE RAINFALL= 3.10 IN
2.43 55 HSG B: WOODS SPAN= 10-20 HRS, dt=.l HRS
.06 98 HSG B: WETLANDS
4.73 64
Method Comment To in
TR-5 5 SHEET FLOW Segment ID: A 5.7
Grass: Short n=.15 L=50' P2=3 .1 in s=.02
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .9
Unpaged KV=16.1345 L=205' s=.05 'f' V=3.61 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: C 10.2
Woodland Kv=:5 L=53 0' S=.03 '/ ' V=.8 7 fps
Total Length= 785 f t Total Tc= 16.8
SUBCATCHMENT I RUNOFF
EXISTING COND'17I ONS: DRAINAGE AREA 1
t ,
1 ,3 AREA= 4.73 AC
S . Tc- 16,6 MIN
CN- 64
SCS TR--20 METHOD
TYPE III 24 --HOUR
u RAINFALL- 3, 10 IN
PEAK= 1 ,45 CF5
Q ' e 12,27 HR5
..J VOLUME= 18 AF
.3
.2
0 0m c� M Ir- M ko :- rn m
TIME �hour-s)
Data for DELUCIA WAYr NORTH ANDO VER, MASS. Page 3
TYPE III 2 4-HOUR RAIN'FALL= 3.10 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 c 1986-1999 Applied Microcomputer Systems
SUBCATCHMEN'T 2 PROPOSED CONDITIONS: DRAINAGE AREA 2
PEAK= .50 CFS @ 12.10 HRS, VOLUME- .04 AF
ACRES CN SCS TR-20 METHOD
.17 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
.69 61 HSG B: OPEN SPACE RAINFALL= 3 ,10 IN
.06 5.5 H S G B: WOODS S PAN= 10--2 0 HR S, dt w.l HR S
.92 67
M thod Comment Tc min
TR-55 SHEET FLOW Segment ID: A 4 .3
Grass: Short n=.15 L=50' P2=3.1 in Sw.04
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .6
Unpaved Kv=16.1345 L=140' S=.06 '/' V=3.95 fps
SHALLOW CONCZNTRATED/UPLAND -FL-OW -Segment ID: C 1 .6
Woodland Kg=5 L=120' S=.06 '/' V=1.22 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: D .2
Unpaged Kv=16.1345 L=55' S=.07 '/' V=4.27 fps
Total. Length= 365 ft Total Tc= 6.7
SUBCATGHMENT 2 RUNOFF
PROPOSED CONDITIONS : DRAINAGE AREA 2
50
,45 AREA= .92 AC
Tc= 6.7 MIN
.40 CN= 67
.35 SCS TR-20 METHOD
30 TYPE III 24-HOUR
u RAINFALL= 3. 10 IN
.25:-
+20 PEAK= .50 CFS
0 e 12� 1 HR5
__j , 15 UDLUME= 04 AF
. 10
.05
0M -- ry M � LO w t-- CC) rn m
TIME (hour5)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 4
TYPE III 2 4-HOUR RAINFALL= 3.10 IN
Prepared. by 4ppl ied Microcomputer--Systems 21 Mar 01
H droCAD 5.11 001057 c 1986--1999 A lied Microcom uter S stems
SUBCATCHMENT 3 PROPOSED CONDITIONS: DRAINAGE AREA 3
PEAR= .55 CFS @ 12 .04 HRS, VOLUME= .06 AF
ACRES CN S CS TR-2 0 METHOD
.14 98 HSG B: IMPERVIOUS TYPE III 24--HOUR
.45 61 HSG B-. OPEN SPACE RAINFALL= 3 .10 IN
1.31 55 HSG B: WOODS S PAN= 10-2 0 HRS, dt=.l HRS
.06 98 HSG B: WETLANDS
1.96 61
Method Comment Tc min
TR-55 SHEET FLOW Segment ID: A .8
Smooth surfaces n .011 L=50 ' P2=3 .1 in s=.015
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .5
Unpaved Kv=16.1345 L=55 ' s=.015 '/' V=1.98 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: C .5
Unpaged KV-16.13 4 5 L=12 5 ' S=.0 7 '/ ' V=4.2 7 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: D 1.0
Woodland KV=5 L=115 ' s=.16 '/' V=2 fps
----------
Total Length= 345 f t Total Tc= 2.8
SUBCATCHMENT 3 RUNOFF
PROPOSED CONDITIONS: DRAINAGE AREA 3
.55
50 AREA= 1 .96 AC
Tc= 2.8 MIN
,4 CN= 61
A0 5CS TR-20 METHOD
0) .35 TYPE III 24--HOUR
F�0 RAINFFALL= 3. 10 IN
,25 PEAK= ,55 CFS
0 .2� L 12.04 HRS
.J UDLUME= .06 AF
.�5
TIME (hours)
Data for DELUCIA WAY, NORTH ANDOVER., MASS. Page 5
TYPE III 2 4-HOUR RAINFALL= 3.10 IN
Prepared by Applied Microcomputer Systems 23 Mar Ol
H d.roCAD �5.11 001057 c 198E-1999 Applied Microcom cater Systems
SUBCATCHMENT 10 PROPOSED CONDITIONS: CATCH BASIN #1
PEAK= .31 CFS @ 12.07 HRS, 'VOI.UME= .02 AF
ACRES CN SCS TR-20 METHOD
.12 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
.14 61 HSC B: OPEN SPACE RAINFALL= 3 .10 IN
.26 78 S PAN= 10--2 0 HRS, dt=.1 HRS
Method Comment `I' min
TR-5 5 SHEET FLOW Segment ID: A 5.7
Grass: Short n=.15 L=50' P2=3 .1 in s-.02
SHALLOW CONCENTRATED/'UPLAND FLOW Segment ID: B .3
Grassed Waterway Kv=15 L=45' s=.04 '/' V=3 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: C .7
Paged KV=20.3282 L=155' s=.,43 '/r V=3.52 fps
Total Length= 250 ft Total Tc= 5 .7
SUBCATCHMENT 10 RUNOFF
FROP SED CONDITIONS : CATCH BASIN #1
.30
,2S AREA= .26 AC
26 Tc= 6.7 MIN
.24 CN= 78
� Scs TR-20 METHOD
.20
�S TYPE 111 24-HOUR
RAINFALL= 3,10 IN
14 PEAK= .31 CF5
0 , 1 2 e 12.07 HR5
.j . 10 UOLUME= .02 AF
Ll- 1 08
.0�
.04
,02
0,00m
TIME (hours)
Data for DELUCIA 'SAY, NORTH AN'DOVER, MASS. Page 6
TYPE III 24-HOUR RAINFALL- 3.10 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H droGAD 5.11 001057 c 1986-1999 A lied Microcom uter Systems
SU'BCATCHMENT 20 PROPOSED CONDITIONS: CATCH BASIN #2
PEAR= .56 CFS @ 12.03 HRS, VOI.UME= .04 AF
ACRES GN S CS `1'R_--2 0 METHOD
.21 98 HSG B: IMPERVIOUS TYPE III 24--HOUR
.14 61 HSG B: OPEN SPACE RAINFALL= 3 .10 IN
.35 83 S PAN= 10-2 0 HRS, dt=.l HRS
Method -Comment Tc min
TR-55 SHEET FLOW Segment IB: A 4 .8
Grass: Short n=.15 L=4 0' P2=3 .1 in s=.02
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .8
Paved KV=2 0.3 2 8 2 L=17 5' s=.03 ' ' V=3 .52 fps
Total Length= 215 f t Total- Tc= 5.6
SUBCATCHMENT 20 RUNOFF
PROPOSED CONDITIONS ; CATCH BASIN #2
.55
.50 AREA= .35 AC
Tc= 5.6 MIN
.45 CN_ 83
'40 SC5 Tic-20 METHOD
tO .35 TYPE III 24-HOUR
L) .30
RAINFALL= 3. 10 IN
,25 PEAK= ,56 CF5
o .2� L 12 .03 HRS
--i UDLUME= ,04 AF
LL . 15
, 10
,05
0,00M _ t�,� M It tO w � 00 rn m
T I-ME �hours)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 7
TYPE III 24-HOUR RAINFALL= 3.10 IN
Prepared by Applied Microcomputer -Systems 21 Mar 01
H droCAD 5.11 001057 (c)_._198.6-1999__,Lpplied Microcomputer Sy stems
SUBCATCH14ENT 30 PROPOSED CONDITIONS: CATCH BASIN #3
PEAK= .56 CFS @ 12.02 HRS, VOLUME= .04 AF
ACRES CN S C S TR--2 0 METHOD
.20 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
.08 61 HSG B: OPEN SPACE RAINFALL= 3 .10 IN
.28 87 SPAN= 10-20 HRS, dt=.l HRS
MethodComment -Tc min
TR-55 SHEET FLOW Segment ID: A, 4.8
Grass: Short n=.15 L=4 0' P2=3 .1 in S=.02
SHALLOW CONCENTRATED/UPLAND FLOW'' Segment ID: B .3
Paved Kv=20.3282 L=95' S=.05 '/' V=4.55 fps
----------
Total Length= 135 f t Total Tc= 5.1
SUBCATCHMENT 30 RUNOFF
PROPOSED CONDITIONS : CATCH BASIN #3
,55
50 AREA= ,2B AC
Tc= 5, 1 MIN
45 CN= 87
SCS TR-20 METHOD
3 TYPE III 24-HOUR
- ,30 RAINFALL= 3. 10 IN
25 PEAK- .56 CF5
CD , 7.J/0 12.02 �ii�5
VOLUME- =04 AF
LL ' 15
. 10
.05-
0,00 J.
� N M t-_ as M m
TIME (hours)
Data for DELUCIA SWAY, NORTH AN'DOVER, MASS. Page 8
TYPE III 24-HOUR RAINFALL= 3.10 IN
Prepared by Applied Mi crocomputer ,Systems 21 Mar 01
H droCAD 5.11 001057 c 1 86--1999 A lied Microcomputer Systems
SUBCATCHMENT 44 PROPOSED CONDITIONS: CATCH BASIN #4
PEAK= .6.5 CFS ® 12.02 HR.S, VOLUME= .04 AF
ACRES CN SCS TR.--2 0 METHOD
.23 98 HSG B: IMPERVIOUS TYPE III 2 4-HOUR
.17 61 HSG B: OPEN SPACE RAINFALL::-- 3.10 IN
.40 82 SPAN= 10 u-2 0 HRS, dt=.l HRS
Method Comment -Tc min
TR-55 SHEET FLOW Segment ID: A 4.1
Grass: Short n=.15 L=40' P2=3.1 in S .03
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .1
Grassed Waterway Kv=15 L=25' s=.2 1/' V=6.71 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: C .3
Paved Kv=20.3282 L=75' s-.0-5 414 V=4.55 fps
Total Length= 140 ft Total Tc= 4.5
SUBCATCHMENT 4U RUNOFF
PROPOSED CONDITIONS -, CATCH BASIN #4
.6
60 AREA= 4 AC
,5 Tc= 4,5 MIN
.50 CN= 82
,-� ,45 SCS TR-20 METHOD
40 TYPE III 24--HOUR
� ,35
RAINFALL- 3. 10 IN
.30 PEAK= .65 CF 5
o .25 e 12,02 HRS
-- .20 UQLUME= ,04 AF
15
, 10
,05
i i t
-1 1 1 t -1
0 k L 7�J� - N E 7 11 LS 3 0 1- OD
TIME (hour 5)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 9
TYPE III 24-HOUR RAINFALL= 3.10 IN
Prepared by .Applied Microcomputer Systems 21 Mar 01
H d.roCA.D 5.11 001057 c 1986-1999 Ap lied Microcom ut r Systems
SUBCATCHN.[ENT 50 PROPOSED CONDITIONS: CATCH BASIN #5
PEAK- .60 CFS @ 12.03 HRS, VOLUME= .04 A.F
ACRES CN SCS TR-20 METHOD
.21 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
.36 61 HSG B: OPEN SPACE RAINFALL= 3.10 IN
.57 75 SPAN= 10--20 HRS, dt=.1 HRS
Method Comment -Tc min
TR-55 SHEET FLOW Segment ID: A 4.0
Grass: Short n=.15 L=50' P2-3.1 in s=.05
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B 1.1
Grassed Waterway Kv-15 L=100' s=.01 '/' V-1.5 fps
Total Length.= 150 f t Total Tc= 5.1
SUBCATCHMENT 50 RUNOFF
PROPOSED CONDITIONS : CATCH BASIN #5
.60
.55 AREA-- .57 AC
.50 Tc= 5. 1 MIN
CN= 75
,40 SCS TR-20 METHOD
TYPE III 24-HOUR
�35 RAINFALL 3, 1� N
u
.30
25 PEAK= ,60 CFS
CD e 12,03 HRS
...j .20 UDLUME- ,04 AF
L-L . 15
. 10
,0
0 1 00m M t- Ln W r- M Cn m
TIME (hour5)
Data for DELUCIA WAY, NORTH ANDOVER■ MASS. Page 10
TYPE III 24-HOUR RAINFALL= 3.10 IN
Prepared by Applied. Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 c 1986-1999 A lied MicrocoLn cater Sy stems
POND 1 DETENTION/INFILTRATION AREA.
Q in = 3 .10 CFS @ 12.04 HRS, VOLUME= .24 AF
Qout= .85 CFS @ 12.48 HRS, VOLUME= .18 AF, ATTEN= 7 3 o, LAG= 26.6 MIN
Qpri= .78 CFS @ 12.48 HRS, VOLUME= .1.6 AF
Qsec� .07 CFS @ 12.48 HRS, VOLUME= .03 AF
ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD
FT SF CF CF PEAK STORAGE = 4287 CF
48.0 2750 '0 '0' PEAK ELEVAT-10N= 49.3 FT
49.0 3420 3085 3085 FLOOD ELEVATION= 51.0 FT
50.0 5310 4365 7450 START ELEVATION= 48.0 FT
51.0 6300 5805 13255 SPAN= 10-20 HRS, dt=.l HRS
Tdet= 126.5 MIN ( .18 AF)
ROUTE INVERT OUTLET DEV i CF S
1 S 48.0' EKFILTRATION
V= .003462 FPM over (SURFACE AREA - 2750 SF)
2 P 48.51 60 DEG V-NOTCH WEIR
Q=2.53 TAN(Theta/2) H"2.5
Primary Discharge
I2=V--Notch/Trap Weir
Secondary Discharge
L -1=Exf filtration
POND 1 INFLOW & OUTFLOW
DETENTION/INFILTRATION AREA
3,e
2,g STDR-IND METHOD
2, PEAK STOR- 4287 CF
2 PEAK ELEU= 49.3 FT
2.2
� 2.0 Q i n= �3, 10 CFS
� Qou�,-T .85 CFS
Qpri .78 CFS
.w 1 . Qsec= .07 CFS
1 . LAG-- 26.6 M I N
CD 1 ,2
--i 1 ,
iL
,6 �
2
010 L)
TIME -(hours)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 11
TYPE III 24-HOUR RAINFALL= 3.10 IN
Prepared by Applied Microcomputer -Systems 21 Mar 01
H droCAD 5.11 001057 c 1986--1999 A lied. Microcomputer Systems
POND 100
Not described
Qin = 1.04 CFS @ 12.36 HRS, VOLUME= .21 AF
Qout= 1.04 CFS @ 12.36 HRS, VOLUME= .21 AF, ATTEN= 0%, LAG= 0.0 MIN
ELEVATION AREA INC.STOR CUM.STOR - METHOD
FT (AC-)--.- AF AF PEAK STORAGE = 0.00 AF
PEAK ELEVATION= 0.0 FT
FLOOD ELEVATION= '0.0 FT
START ELEVATION= 0.0 FT
S PAN= 10-2 0 HRS, d.t=.1 HR S
ROUTE INVERT OUTLET DEVICES
POND 10B INFLOW OUTFLOW
Not de6cr i bed
- METHOD
PEAK STOR- 0,00 AF
18 PEAK ELEU- 0 FT
•-t .7 Q i n= 1 .04 CF 5
Qaut- 1 .04 CF5
LAG= 0 MIN
CD
.2
m t- n � r- OD
T I-ME �-hour5 7
Data for DELUCIA SWAY, NORTH ANDO'VER, MASS. Page 12
TYPE III 24--HOUR. RAINFALL= 4.50 IN
Prepared by Applied Microcomputer Systems 22 Mar 01
H droCAD 5.11 441057 c .1986-1992 A lied Microcom cater Systems
WATERSHED ROUTING
I
10 �
20 D
S
30
400 �e
0 SUBCATCHMENT REACH POND LINK
SUBCATCHMENT 1 = EXISTING CONDITIONS: DRAINAGE AREA 1 -�
SUBCATCHMNT 2 = PROPOSED CONDITIONS: DRAINAGE AREA 2 POND 1
SUBCATCHMENT 3 = PROPOSED CONDITIONS: DRAINAGE AREA 3 POND 100
SUBCATCHMENT 10 = PROPOSED CONDITI ONS; CATCH BASIN #1 POND 1
SUBCATCHMENT 20 = PROPOSED CONDITIONS: CATCH BASIN #2 POND 1
SUBCATCHMENT 30 = PROPOSED CONDITIONS: CATCH BASIN #3 POND 1
SUBCATCHMENT 40 = PROPOSED CONDITIONS: CATCH BASIN #4 POND 1
SUBCATCHMENT 50 = PROPOSED 'CONDITIONS: CATCH BASIN #5 ?OND 1
POND I DETENTION/INFILTRATION AREA. POND 100
POND 100 = SL4MM1qT1Qt4 BONA -
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Pace 13
TYPE III 24-HOUR RAINFALL= 4.50 IN
Prepared by .Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 c 1986_-1999.._,kQp1ied Microcomputer Systems
SUBCATCHMENT l EXISTING CONDITIONS: DRAINAGE AREA 1
PRAA= 4.57 CFS @ 12.22 HRS, VOLUME= .45 AF
ACRES CN S CS TRW-2 0 METHOD
.73 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
1.51 61 HSG B: OPEN SPACE RAINFALL= 4.50 IN
2.43 55 HSG B: WOODS SPAN= 10-20 HRS, dt=.1 HRS
.06 98 HSG B: WETLANDS
4.73 64
Method Comment Tc min
TR-55 SHEET FLOW Segment ID: A 5.7
Grass: Short n=.15 L=50' P2=3.1 in S=.02
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .9
Unpaved Kv=16.1345 L=205' S=.05 t/' V=3.6l fps
SHALLOW CONCENTRATED/UPLAND FLOW -S-egment ID: C 10.2
Woodland Kv=5 L=53 0' s=.03 '/' V=.87 fps
Total Length= 785 ft Total Tc= 16.8
SUBCATCHMENT 1 RUNOFF
EXISTING COND'ITIBNS; DRAINAGE AREA 1
4.
4, PREP-- 4.73 AC
Tc- 16,8 MI14
3.5 CN-- 64
j 3.0 SCS TR--20 METHOD
LO TYPE III 24�-HOUR
.5 RAINFALL- 4.59 IN
:i3 2, PEAK= 4,57 CF 5
o e 12,22 HRS
J 1 ,5 UDLUME= ,45 AF
.5
�m M It n � r- M M m
TIME �hour5)
Data f o r DELUC IA WAY, NORTH ANDOVER, MASS. Page 14
TYPE III 2 4-HOUR RAINFALL= 4.50 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 c 1986-1999 A lied Microcom -uter Systems
SUBCATCHMENNT 2 PROPOSED CONDITIONS: DRAINAGE AREA 2
PEAR= 1.29 CFS @ 12.08 HRS, VOLUME= .10 AF
ACRES CN SCS TR-20 METHOD
.17 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
.69 61 HSG B: OPEN SPACE RAINFALL= 4.50 IN
.06 55 HSG B-. WOODS S PAN= 10 W-2 0 HRS, dt=.1 HRS
.92 -67
Method Comment Tc min
TR--55 SHEET FLOW Segment ID; A 4.3
Grass: Short n=.15 L=50' P2=3.1 in S=.04
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .6
Unpaved Kg=16.1345 L=140' 5=.06 '/' V=3 .95 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: C 1.6
Woodland Kv=5 L=12 0' S=.06 '/' V=1.2 2 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: D 2
Unpaged Kg=16.1345 L=55' S=.07 'f' V=4.27 fps
Total Length= 365 ft Total Tc= 6.7
SUBCATCHMENT 2 RUNOFF
PROPOSED CONDITIONS, DRAINAGE AREA 2
1 .3
1 ,2 AREA= ,92 AC
1 , Tc= 6,7 M I N
1 ,0 CN= 67
•-� SC5 TR-20 METHOD
TYPE I I I 24-HOUR
7 RAINFALL- 4.50 IN
6 PEAK- 1 .29 CFS
O
,5 e 12,06 HRS
J UDLUME= , 10 AF
3
,2
TIME (hour5)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 15
TYPE III 24-HOUR RAINFALL= 4.50 IN
Prepared her Applied Microcomputer -Systems 21 Mar 01
H d.roC.A..D 5 .11 001057 c 1986-1999 A lied Microcom uter S stems
SUBCATCHMENT 3 PROPOSED CONDITIONS: DRAINAGE AREA 3
PEAK= 2 .2 3 CFS @ 12 .01 HRS, VOLUME-- .16 AF
ACRES CN SCS TR-20 METHOD
.14 98 HSG B: IMPERVIOUS TYPE III 24- HOUR
.45 61 HSG B: OPEN SPACE RAINFALL= 4 .50 IN
1 .31 55 HSG B: WOODS S PAN= 10-2 0 HRS, dt=.l HRS
.06 98 HSG B: WETLANDS
1.96 -61
Method Comment Tc min
TR-55 SHEET FLOW Segment ID: A .8
Smooth surfaces n=.011 L=50' P2=3 .1 in s=.015
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .5
Unpaved Kv=16.1345 L=55' s=.015 '/r V=1 .98 fps
SHALLOW CONCENTRATED/UPLAND FLOW -Segment ID: C .5
Unpaved Kv=16.l 3 4 5 L=12 5 ' s=.0 7 t/' V=4 .2 7 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: D 1.0
Woodland Kv=S L=115t s=.16 '/ ' v=2 fps
Total Length= 345 f t Total.. Tc= 2.8
SUBCATCHMENT 3 RUNOFF
PROPOSED CONDITIONS : DRAINAGE AREA 3
2.2
2. AREA= 1 .96 AC
Tc= 2.6 MIN
1 . CN= 61
1 .6 SCS TR--20 METHOD
1 .4 TYPE III 24-HOUR
RAINFALL= 4.50 IN
0 PEAK= 2.23 CF5
CD 8 e 12,01 HRS
.i UOLUME= e 16 AF
.
.2
I.- . - I t
0'0 I t ) t� m �t in 0 r-_ M rn �
TIME (hours)
Data for DELUCIA WAY, NORTH ANDO'L7ER, MASS. Page 16
TYPE III 24-HOUR RAINFALL= 4.50 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 1 86--199 A lied Microcom uter S stems
SUBCATCHMENT 10 PROPOSED CONDITIONS: CATCH BASIN #l
Pam= .60 CFS @ 12.06 HRS, VOLUME= .05 AF
ACRES CN S CS TR-2 0 METHOD
.12 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
.14 61 HSG B: OPEN SPACE RAINFALL= 4 .50 IN
,26 78 S PAN= 10-2 0 HRS, d.t=.1 HRS
Meth d Comment Tc min
TR--5 5 SHEET FLOW Segment ID: A 5.7
Grass: Short n=.15 L=5 0' P2=3 .1 in S=.02 '
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .3
Grassed Waterway KV=15 L=4 5' S=.04 'l ' V=3 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: C .7
Paved KV=20.3282 Lw155 ' S=.-03 ' ' V=3.52 fps
Total Length= 250 f t Total Te= 6 .7
SUBCATCHMENT 10 RUNOFF
PROPOSED CONDITIONS ; CATCH BASIN tl
,60
55 AREA-- .26 AC
,50 Tc= 6.7 MIN
CN= 78
,45
.40 SCS TR-20 METHOD
TYPE III 24 -HOUR
u RAINFFALL= 4.50 IN
V .3
25 PEAK-- .60 CFS
CD e 12.06 HRS
.� .20 UDLUME- ,05 OF
15
, 10
,05
-11- I 1 ---1 -1
0`000 - N rn tr Ln 0 (D C� �
TIME (h❑ur-5)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 17
TYPE III 24-HOUR RAINFALL= 4.50 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 c 1986-1999jApplied Microcom uter ..Systems
SUBCATOHMENT 20 PROPOSED CONDITIONS: CATCH BASIN #2
PEAK= 1.01 CFS @ 12.03 HRS, VOLUME= .07 AF
ACRES CN S CS TR-2 0 METHOD
.21 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
.14 61 HSG B: OPEN SPACE RAINFALL= 4.50 IN
.35 83 SPAN= 10-20 HRS, d.t=.1 HRS
Method. CoTmen.t Tc min
TR-55 SHEET FLOW Segment ID: A 4.8
Grass: Short n=.15 L=40' P2=3.1 in S=. 02 ' / '
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .8
Paved KV=20.3282 L=175' S=.03 'f' V=3.52 fps
Total Length- 215 ft Total Tc= 5.5
SUBCATCHMENT 20 RUNOFF
PROPOSED CONDITIONS : CATCH BASIN #2
.� AREA-- ,35 AC
Tom= 5,6 MIN
CN= 83
SCS TR--2e METHOD
TYPE III 24-HOUR
u RAINFALL= 4.50 IN
v .
PEAK-- 1 ,01 CCFF5
3 UQLUME= ,07 AF
.2
0,0 m � L � m
TIME (hours)
Data for DELUCIA WAY, NORTH ANDOV'ER, MASS. Page 18
TYPE III 24-HOUR RAINFALL= 4.50 IN
Prepared. by Applied Microcomputer Systems 21 Mar 01
H d.roCAD 5.11 001057 c 1986W-1999 A lied Microco=uter__Sygtems
SUBCATCIMNT 30 PROPOSED CONDITIONS: CATCH BASIN #3
PEAK- .94 -CFS ,® 12.02 HRS., VOLUME= .06 AF
ACRES CN SCS TR-20 METHOD
.20 98 HSG B; IMPERVIOUS TYPE III 24-HOUR
.08 61 HSG B: OPEN SPACE RAINFALL= 4.50 IN
.28 87 SPAN= 10-20 HR.S, dt=.l HR.S
Method CQnTnent Tc min
TR--55 SHEET FLOW Segment ID: A 4.8
Grass: Short n=.15 L=40' P2=3.1 in s=.02
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .3
Paved Kv=20.3282 L=95' S=,05 '/' V=4.55 fps
Total. Length= 135 f t Total -To= 5.1
SUBCATCHMENT 30 RUNOFF
PROPOSED CONDITIONS , CATCH BASIN #3
.go
,85 AREA_ ,28 PC
80 Tc= 5. 1 MIN
.75 CN= 87
.70
55 SCS TR-20 METHOD
60- TYPE III 24-HOUR
�+- ,55 RAINFALL= 4.50 I4
L) '50
,45
.40 PEAK= .94 CF5
cD .35 e 12.02 HRS
-J ,30 VOLUME= ,06 OF
2 5
.2 0
, 15
. 10
.05
0@ N M It Ln 0 c LV
T IM-E (hours)
Data for DELUC IA WAY■ NORTH ANDOVER, MASS. Page 19
TYPE III 24-HOUR RAINFALL= 4.50 IN
Prepared. by Applied. Microcomputer -Systems 21 Mar 01
H droCAD 5.11 001057 c 1986-1,999 Applied Microcom1puter Systems
SUBCATCHMENT 40 PROPOSED CONDITIONS.- CATCH BASIN #4
PEAR= 1..19 CFS @ 12.02 HRS, VOLUME= .08 AF
ACRES CN SCS TR-2Q METHOD
.23 98 HSG B. IMPER"VIOUS TYPE III 24-HOUR
.17 61 HSC B: OPEN SPACE RAINFALL= 4 .50 IN
.40 82 SPAN= 10-20 HRS, dt=.l HRS
Method. Comment Tc min
TR-55 SHEET FLOW Segment ID: A 4 .1
Grass: Short n=.15 L=4 0' P2=3 .1 in S=.03
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID.- B .1
Grassed waterway KV=15 L=25' S=.2 '/' V=6.71 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: C .3
Paged KV=20.3282 L=75' s=.�05 J' ' ''V=4.55 fps
Total. Length= 140 f t Total Tc= 4.5
SUBCATCHMENT 40 RUNOFF
PROPOSED CONDITIONS : CATCH BASIN #4
i AREA= .4 AC
Tc= 4.5 MIN
CN= 82
SCS TR--20 METHOD
TYPE III 24--HOUR
RAINFALL= 4.50 IN
,6
s 5 PEAK-- 1 , 1 9 CFFS
CD 11 e 12,02 HRS
IOLUME 08 AF
L .3
.2
, l
0=�m M � rn m
T I'ME (hour 5)
Data for DELUCIA WAY, NORTH ANDOVER., MASS. Page 2❑
TYPE III 24-HOUR RAINFALL= 4.50 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
droCAD 5.11 001057 C 1986-1999 LDplied Microcor uter Systems
SUHCATCH14ENT 50 PROPOSED CONDITIONS: CATCH BASIN #5
PEAR= 1.26 CFS @ 12.03 HRS, VOI.UME= .09 AF
ACRES N SCS TR-20 METHOD
.21 98 HSG B: IMPER.VIOUS TYPE III 24-HOUR
.36 61 HSG B: OPEN SPACE RAINFALL= 4 .50 IN
.57 75 S PAN= 10 W-2 0 HR.S, dt=.1 HRS
Method -Comment Tc min
TR--5 5 SHEET FLOW Segment ID; A 4. 0
Grass: Snort n=.15 L=50' P2=3 .1 in s=.05
SHALLOW CONCENTRATED/UPLAND] FLOW Segment ID: H 1 .1
Grassed Waterway Rv=15 L=100 2 s=.01 '/ ' v=1.5 fps
Total Length= 150 ft Total Tc= 5 .1
SUBCATCHMENT 50 RUNOFF
PROPOSED CONDITIONS : CATCH BASIN #5
AREA= .57 AC
Tc= 5. 1 MIN
CN= 75
SCS TR-20 METHOD
TYPE III 24-HOUR
7 fAINFALL= 4.50 IN
' PEAK- 1 ,26 CF5
0
f e 12,03 HRS
J ,'4 UDLUME= ,09 AF
,3
.2
t A-
TIME (hour 5)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 21
TYPE III 24-HOUR RAINFALL= 4.50 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 c 1986-1999 A lied Microcom uter S stems
POND 1 DETENTION/INFILTRATION AREA
Qin = 6.21 CFS @ 12.03 HRS, VOLUME= .46 AF
Qout= 3 .07 CFS @ 12.26 HRS, VOLUME= .40 AF, ATTEN= 51 o-, LAG= 13 .7 MIN
Qpri= 2.94 CFS @ 12.26 HRS, VOLUME- .36 AF
Qsec= .13 CFS @ 12.26 HRS, VOLUME= .04 AF
ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD
FT). SF C F.J. CF PEAK STORAGE = 6660 CF
4 8.,0 2750 0 0 ' PEAK ELEVATION= 49.8 FT
49.0 3420 3085 3085 FLOOD ELEVATION= 51.0 FT
50.0 5310 4365 7450 START ELEVATION= 48.0 FT
51.0 6300 5805 13255 SPAN= 10-20 HRS, dt=.l HRS
Tdet= 83.7 MIN .4 AF)
ROUTE INVERT OUTLET DEVICES
1 S 48.0' EXFILTRATION
V= .003462 FPM over (SURFACE AREA - 2750 SF)
2 P 48.5' 60 DEG V-NOTCH WEIR
Q=2.53 TAN(Theta/2) H"2.5
Primary Discharge
L--2=V-Notch/Trap Weir
Secondary Discharge
L -1=Exf filtration
PONCE 1 INFLOW OUTFLOW
DETENTION/INFILTRATION AREA
6.e
5.5 STDR-IND METHOD
PEAK STDR-- 6660 CF
5. PEAK ELEU= 49,8 FT
� 5
Qin= 6,21 CFS
LO .4,8 Qout= 3,07 CFS
u 3.5 Qpr i= 2.94 CF5
.' 3, Qnec= . 1 3 CFS
2.5
LAG-- 1 3.7 MIN
CD � �
1 1
LL
-- y�
TIME (hour 5
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 22
TYPE III 24-HOUR RAINFALL= 4.50 IN
Prepared by Applied. Microcomputer -Systems 21 -Mar 01
H droCAD 5.11 001057 C 1986-1999 applied Microcom uter Sys ems
POND 100
Not described
Qin 4.08 CFS @ 12.22 HRS, VOLUME= .52 AF
Qout= 4.08 CFS @ 12.22 HRS, VOLUME= .52 AF, ATTEN= 0o, LAG= 0.0 MIN
ELEVATION AREA INC.STOR CUM.STOR - METHOD
FT AC (AF)...- AF PEAK STORAGE = 0.00 AF
PEAK ELEVATION= 0.0 FT
FLOOD ELEVATION= -0.0 FT
START ELEVATION= 0.0 FT
SPAN= 10-20 HRS, dt=.l HRS
ROUTE INVERT OUTLET DEVICES
POND 100 INFLOW OUTFLOW
Not descr i bed
4.0
METHOD
3.5 PEAK STDR= 0.00 AF
PEAK EL.EU= 0 FT
.3.0
Din= 4,08 CFS
2. Qaut= 4.08 CFS
LAG- 0 MIN
�-' 2.0
0 1 .5
J
N m �r to
TIME (hours)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 23
TYPE III 24-HOUR RAINFALL= 5.40 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H droCAD 5 .11 001057 c 1986-1999.. Auplied Microcomputer Systems
WATERSHED ROUTING
1
20 D
1
3�
NY
40 ee
0 SUBCATCHMENT ,[:] REACH POND LINK
SUBCATCHMENT 1 = EXISTING CONDITIONS: DRAINAGE AREA 1 -�
SUBCATCHMENT 2 = PROPOSED CONDITIONS: DRAINAGE AREA 2 POND 1
SUBCATCHMENT 3 = PROPOSED CONDITIONS: DRAINAGE AREA 3 POND 100
SUBCATCHMENT 10 = PROPOSED CONDITIONS: CATCH BASIN #1 POND 1
SUBCATCHMENT 20 = PROPOSED CONDITIONS: CATCH BASIN #2 POND 1
SUBCATCHMENT 30 = PROPOSED CONDITIONS: CATCH BASIN #3 POND 1
SUBCATCHMENT 40 = PROPOSED CONDITIONS: CATCH BASIN #4 POND 1
SUBCATCHMENT 50 = PROPOSED COND-ITIONS: CATCH BASIN #5 - POND 1
POND 1 = DETENTION/INFILTRATION AREA POND 100
POND 100 = �'1 `► !� `'"
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 24
TYPE III 24-HOUR RAINFALL= 5.40 IN
Prepared by Applied. Microcomputer Systems 21 Near 01
H droCAD 5.11 001057 c 1986-1999 .Lpplied Microcom uter S st ms
SUBCATCHMMNT l EXISTING CONDITIONS: DRAINAGE AREA 1
PEAK= 6.95 CFS @ 12.21 HRS, VOLUME= .66 AF
ACRES CN S CS TR-2 0 METHOD
73 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
1.51 61 HSG B: OPEN SPACE RAINFAI..►L= 5.40 IN
2.43 55 HSG B: WOODS SPAN= 10--20 HRS, dt=.1 HRS
.06 98 HSG B: WETLANDS
4.73 64
Method Comment Tc mix-
TR-55 SHEET FLOW Segment ID: A 5.7
Grass: Short n=.15 L=50' P2=3.1 in s=.02
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .9
Unpaved Kv=16.1345 L=205' s=.05 'J' V=3.61 fps
SHALLOW gONCENTRATED/UPLAND FLOW -Segment ID: C 10.2
Woodland Kv=5 L=530° s=.03 V=.87 fps
Total Length= 785 ft Total Tc= 16.8
SUBCATCHMENT 1 RUNOFF
EXISTING CONDITIONS: DRAINAGE AREA 1
7.0
6.5 AREA-- 4.73 AC
6,0 Tc= 16,8 MIN
5. 6N= 64
5.0
SOS TR-20 METHOD
TYPE III 24-HOUR
4.0 RAINFALL- 5.40 IN
3,5
3.0 PEAK= 6.95 CFS
12,21 HRS
� 2,5 VOLUME= ,66 AF
it 2,0
1 ,5
1 .0
.5
0,0� M it n QD r- 00 M CD
TIME (hours)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 25
TYPE III 24-HOUR RAINFALL= 5.40 IN
Prepared. by Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 C 1986-1999 ..Amplied Microcomputer Sy stems
SUBCATCHMENT 2 PROPOSED CONDITIONS: DRAINAGE AREA 2
PEAR= 1.8 9 CFS @ 12.07 HRS, VOI UME= .15 AF
ACRES CN S CS TR-2 0 METHOD
.17 98 HSG B: IMPERVIOUS TYPE I I I 2 4--HOUR
.69 61 HSG B: OPEN SPACE RAINFALL= 5.40 IN
.06 55 HSG B: WOODS SPAN= 10-20 HRS, dt=.l HRS
.92 67
Method Comment Tc min
TR-55 SHEET FLOW Segment ID: A 4.3
Grass: Short n=.15 L=50' P2=3 .1 in s-.04
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .6
Unpaved Kv=16.1345 L=140' s=.06 '/' V=3 .95 fps
SHALLOW CONCENTRATED/UPLAND FLOW -Segment ID: C 1.6
Woodland Kv=5 L=120' s=.06 '/" V=1.22 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: D .2
Unpaved Kv=16.1345 L=55' s=.07 ' f' V=4.27 fps
Total Length= 365 f t Total. T-c 6.7
SUBCATCHMENT 2 RUNOFF
PROPOSED CONDITIONS: DRAINAGE AREA 2
1 .
1 .7 AREA= .92 AC
1 .6 Tc_ 6.7'r7 MIN
CN_
1 .4
,-� 1 . SCS TR-20 METHOD
' 1 = TYPE III24--HOUR
1 F 1 RAINFALL- 5.40 IN
PEAK- 1 ,89 CFS
CDe 12,07 HRS
1 ,6 7 VOLUME= , 15 OF
�- 5
.
, 1
�m c M � Lo 0 r- 00 M �
TI-NE (hour 5)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 26
TYPE III 24-HOUR RAINFALL= 5.40 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 ci 1986-1999 A lied Micros m uter S stem
SUBCATCHMENT 3 PROPOSED CONDITIONS: DRAINAGE AREA 3
PEAR= 3 .56 CFS @ 12.01 HRS, VOLUME-- .24 AF
ACRES CN SCS TR-20 METHOD
.14 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
.45 .61 'HSG B: OPEN SPACE RAIN FALL= 5.40 'IN
1.31 55 HSG B: WOODS SPAN= 10-20 HRS, dt=.1 HRS
.06 98 HSG B: WETLANDS
1.96 61
Method Comment Tc min
TR-55 SHEET FLOW Segment ID: A .8
Smooth surfaces n=.011 L=50" P2=3.1 in s=. 015 /
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .5
Unpaged Rv=16.1345 L=55' s=.015 '/ ' V=1.98 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: C 5
.
Unpaved Rv=16.1345 L=125' s=.07 '/' V=4.27 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: D 1.0
Woodland Rv=5 L=115' s=.16 /' V=2 fps
Total Length= 345 f t Total Tc= 2 .8
SU CATCHMENT 3 RUNOFF
PROPOSED CO DI T I-ONS : DRAINAGE AREA 3
3.
3, AREA-- 1 .96 AC
3,0 Tc= 2.8 MIN
2- CN= 61
2.6
2. SCS TR-20 METHOD
2-2 - TYPE III 24-HOUR
u 2 F 0 RAINFALL= 5.40 IN
1 .6 READ= 3.56 CFS
1 , e 12,01 HRS
.j 1 •2 UOLUME= t 24 AF
,S
,
.
.2
0,0 J� . . .......
TIME (hours)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 27
TYPE III 24-HOUR RAINFALL= 5.40 IN
Prepared by Applied Microcomputer ,Systems 21 Mar 01
H droCAD 5.11 001057 c 1986-1999 kovlied Microcom uter ..,Systems
SUBCATCHMENT 10 PROPOSED CONDITIONS: CATCH BASIN #1
PEAK= .79 CFS @ 12.06 HRS, VOLUME= .06 AF
ACRES CN SCS TR-20 METHOD
.12 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
.14 61 HSG B: OPEN SPACE RAINFALL= 5.40 IN
.26 78 SPAN= 1.0-20 HRS, dt=.l HRS
Method Comment -TTc min
TR-55 SHEET FLOW Segment ID: A 5.7
Grass: Short n.-.15 L=50' P2=3 .1 in 5-.02
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .3
Grassed Waterway Kv=15 L=45' s=.04 '/' V=3 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: C .7
Paved Kv=2 0.3 2 8 2 L=15 5' S=.'0 3 4/' V=3.52 fps
Total Length= 250 ft Total Tc= 6.7
SUBGATCHMENT 10 RUNOFF
PROPOSED COMDITIUNS: CATCH BASIN #1
75 AREA-- .26 AC
,70 Tc- 6.7 MIN
O5 CN= 78
.60
,-, .55 SCS TR- 20 METHOD
0 .50 TYPE I I I 24--HOUR
.45 RAINFALL- 5.40 IN
� .40
73 ,35 PEAK= .79 CF5
CD .30 e 12.06 HR5
25 QDLUME- ,06 AF
,20
. 15
' 10
.05
N M t- Ln 0 r-- [D
T-I ME (hours)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 28
TYPE III 24-HOUR RAINFALL= 5.40 IN
Prepared. by Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 c 1986-1999 ApIplied Miorocom uter Systems
SUBCATCHMENT 20 PROPOSED CONDITIONS: CATCH BASIN #2
PEAK= 1 .31 CFS @ 12.03 HRS, VOLUME= .09 AF
ACRES CN SCS TR-2 0 METHOD
.21 98 HSC B: IMPERVIOUS TYPE III 24-HOUR
.14 61 HSC B: OPEN SPACE RAINFALL= 5.40 IN
.35 83 S PAN= l 0-2 0 HRS, dt=.1 HRS
Method Comment -Tc min
TR-55 SHEET FLOW Segment ID: A 4.8
Grass: Short n=.15 L=40' P2=3 .1 in s=.02
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .8
Paved Kv=20.3282 Lw175' S=.03 '/' v=3.52 fps
Total Length= 215 ft Tota1. Tc= 5.6
SUBCATCHMENT 20 RUNOFF
PROPOSED CONDITIONS : CATCH BASIN #2
1 ,3
1 .2 AREA-- .35 AC
1 . 1 Tc-=' 5,6 MIN
.� CN= 83
` SCS TR-20 METHOD
LO TYPE III 24-HOUR
RAINFALL- 5.40 IN
PEAK- 1 .31 CFS
C) ,5 e 12,03 HRS
�
"4 QOLUME= .09 AF
.3
1
0m . N M "t to ko � Go 0-) 0
T I;ME (hours)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 29
TYPE III 24-HOUR RAINFALL= 5.40 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 010 7 c 1986-1999 Applied Microcom uter S stems
SUBCATCHMENT 30 PROPOSED CONDITIONS: CATCH BASIN #3
PEAK= 1..19 CFS @ 12.02 HRS, VOLUME= .08 AF
ACRES CN SCS TR-20 METHOD
.20 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
.0$ 61 HSG B: OPEN SPACE RAINFALL= 5.40 IN
.28 87 SPAN- 10-20 HRS, dt=.1 HRS
Method Comm nt Tc min
TR-55 SHEET FLOW Segment ID: A 4.8
Grass: Short n=.15 L=40' P2=3.1 in s=.02
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .3
Paved Kv=20.3282 L=95' s=.05 '/' V 4.55 fps
Tatar. Length= 135 ft 'Total Tc= 5.1
SUBCATCHMENT 30 RUNOFF
PROPOSED CONDITIONS ; CATCH BASIN #3
1 AREA- 28 AC
Tc= 5. 1 MIN
Chi= 87
. 5CS TR--20 METHOD
TYPE I I I 24--HOUR
4- RAINFALL- 5,40 IN
u
.0
5 PEAK= 1 . 1 9 CFS
CD e 12,02 HR5
VOLUME- .08 AF
..3
,
. 1
0 0r9 N M TI L � r- M to m
TIME (hour5)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 30
TYPE III 24-HOUR RAINFALL= 5.40 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 1C.1 1986-1999 Applied Microcom ut r Systems
SUBCATCHMENT 40 PROPOSED CONDITIONS; CATCH BASIN #4
PEAK= 1.55 CFS @ 12.01 HRS, VOLUME= .10 AF
ACRES CN SCS TR--2 0 METHOD
.23 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
.17 61 HSG B: OPEN SPACE RAINFAI.LL= 5.40 IN
.40 82 SP.AN= 10-20 HRS, dt=.1 HRS
Method Comment -Tc min
TR-55 SHEET FLOW Segment ID: A 4.1
Grass: Short n=.15 L=40' P2=3.1 in S=.03
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .1
Grassed Waterway Kv=15 L=2 5' s=.2 '/' V=6.71 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: C .3
Paved Kv=20.3282 L=75' S=.0-5 '/' V=4.55 fps
Total Length= 140 ft Total Tc= 4.5
UBCATCHMENT 40 RUNOFF
PROPOSED CONDITIONS : CATCH BASIN #4
1 ,5
1 ,4 AREA= 4 AC
1 ,3 Tc= 4.5 MIN
1 . CN- 82
1 ' 1 5CS TR--20 METHOD
TYPE III 24--HOUR
RAINFALL- 5.40 IN
.8
.7 PEAK= 1 .55 CF5
CD CD .E G 12,01 HRS
.J .5 UDLUME= , 10 AF
.
.2
, 1
ia,o(S) N M � in kj0 r-- 00 M m
TIME (hours)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 31
TYPE III 24-HOUR RAINFALL= 5.40 IN
Prepared by Applied. Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 c 1986-1992. Applied Microcomputer Systems
SUBCATCHMENT 50 PROPOSED CONDITIONS: CATCH BASIN #5
PEAK= 1.72 C FS @ 12 .03 HRS, VOLUME-_ .12 AF
.ACRES CN S C S TR-2 0 METHOD
.21 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
.36 61 HSG B: OPEN SPACE RAINFALL= 5.40 IN
.57 75 SPAN= 10-20 HRS, dt=.l HRS
Method. Comment Tc m'n
TR-55 SHEET FLOW Segment ID: A 4 .0
Grass: Short n=.15 L=50 ' P2=3 .1 in s=.05
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B 1 .1
Grassed Waterway Kv=15 L=10 D' s=.41 '/ ' V=1 .5 fps
Total Length= 150 ft Total TC= -5.1
SUBCATCHMENT 50 RUNOFF
PROPOSED CONDITIONS ; CATCH BASIN t5
1 ,7
1 . AREA- .57 AC
1 .5 Tom-:= 5, 1 MIN
1 .4 CN- 75
1 .
1 . SCS TR-20 METHOD
TYPE III 24--HOUR
k RAINFALL- 5,40 IN
PEAK- 1 .72 CF5
CD .7 e 12,03 HR5
_j UOLUME- , 1.2 AF
�. 5
,4
,3
.
, f
I --A -1 1
0l0� M � In �.D r__ M M m
TIME �hour5)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 32
TYPE III 24-HOUR RAINFALL= 5.40 IN
Prepared. by Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 c 1986-1999 Applied Microcom uter S stems
POND 1 DETENTION/INFILTRATION AREA
Qin = 8.36 -CFS @ 12.03 HRS, VOLUME= .61 AF
Qeut= 4.90 CFS @ 12.22 HRS, VOLUME= .54 AF, ATTEN= 41-o, LAG= 11.1. MIN
Qpri= 4.75 CFS @ 12.22 HRS, VOLUME= .50 AF
Qsec= .15 CFS @ 12.22 HRS, VOLUME= .04 AF
ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD
FT SF CF CF PEAK STORAGE = 8034 CF
48.0 2750 0 0 PEAK ELEVATION- "5 0.'l FT
49.0 3420 3085 3085 FLOOD ELEVATION= 51.0 FT
50.0 5310 4365 7450 START ELEVATION= 48.0 FT
51.0 6300 5805 13255 SPAN= 10--20 HRS, dt=.l HRS
Tdet= 70.3 MIN ( .54 AF)
ROUTE PERT OUTLET DEVICES
1 S 48.0' EXPILTRATION
V= .003462 FPM over (SURFACE AREA -r 2750 SF)
2 P 48.5' 60 DEG V-NOTCH WEIR
Q=2.53 TAN(Theta/2) H"2.5
Primary Discharge
L-2=V--Not ch/Trap Weir
Secondary Discharge
L-1.=Exf iltration
POND 1 INFLOW & OUTFLOW
QETENTIONIINFILTRATION AREA
8,e
7.5 STDR-IND METHOD
7. PEAK STDR= 8034 CF
PEAK EL EU 50, 1 FT
5,� Din- 8,36 CFS
5,0 Qout- 4.90 CFF5
U 4,5 Qpr�-i- 4.75 CF5
`-' 4.0 Qst--c= . 15 CFS
3,5 LAG-- 11 . 1 MIN
O 3.0
�
2,5
1 ,5
I l e � �-
.5
TIME (hours)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 33
TYPE III 24-HOUR RAINFALL= 5.40 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 c 1986-1999 UlDlied Microcom uter S stems
POND 100
Not described
Qin 6.56 CFS @ 12.15 HRS, VOLUME= .74 AF
Qout= 6.56 CFS @ 12.15 HRS, VOLUME= .74 AF, ATTEN= 00-o, LAG= 0.0 MIN
ELEVATION AREA INC.S TOR CUM.S TOR - METHOD
FT AC AF AF PEAR STORAGE = 0.00 AF
PEAK ELEVATION= 0.0 FT
FLOOD ELEVAlT'I'W7- 0.0 FT
START ELEVATION= 0.0 FT
S PAN= 10-2 0 HRS, dt=,l HRS
ROUTE INVERT OUTLET DEVICEa
POND 100 INFLOW & OUTFLOW
6,5 Not deecr i bed
6, -- METHOD
5,5 PEAK STDR= 0,00 AF
5 0 PEAK ELEU= 0 FT
4,5 Qin= 6,56 CF5
4,0 Qout= 6.56 CFS
%U 3,5 LAG- 0 MIN
30
� 2.5
1
1 ,5
1 ,0
.5
TIME (hours)
Data for DELUCIA WAY, NORTH ANDO"V'"ER, MASS. Page 34
TYPE III 24-HOUR RAINFALL= 6.40 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H dr CAD 5.11 001057 c 1986-1999 hpp.lied Microcomputer Systems
WATERSHED ROUTING
1
3
1
3�
50)
0 SUBCATCHMENT .F],REACH POND LINK
SUBCATCHMENT 1 = EXISTING CONDITIONS: DRAINAGE AREA 1 --�
SUBCATCHMENT 2 = PROPOSED CONDITIONS: DRAINAGE AREA 2 POND 1
SUBCATCHMENT 3 = PROPOSED CONDITIONS: DRAINAGE AREA 3 POND 100
SUBCATCHMENT 1-0 = PROPOSED CONDITIONS: CATCH BASIN #1 -POND 1
SUBCATCHMENT 20 = PROPOSED CONDITIONS: CATCH BASIN #2 POND 1
SUBCATCHMENT 30 PROPOSED CONDITIONS: CATCH BASIN #3 POND 1
SUBCATCHMENT 40 PROPOSED CONDITIONS: CATCH BASIN #4 POND 1
SUBCATCHMENT 50 PROPOSED 'COND'ITI ONS: CATCH BASIN #5 -- POND 1
POND 1 = DETENTION/INFILTRATION AREA POND 100
POND 100 = S V4 MM AT110 N IPO HD -
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 35
TYPE III 24-HOUR RAINFALL= 6.40 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 c 1986_1999 Amplied Microcom uter-Systems
SUBCATCHMENT 1 EXISTING CONDITIONS: DRAINAGE AREA 1
PEAR= 9.84 CFS @ 12.21 HRS, VOLUME-- .92 AF
ACRES CN S CS TR-2 0 METHOD
.73 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
1 .51 61 HSG B: OPEN SPACE RAINFALL= 6.40 IN
2 .43 55 HSG B: WOODS SPAN= 10-20 HRS, dt=.l HRS
.06 98 HSG B: WETLANDS
4 .73 64
Method Comment Tc min
TR-65 SHEET FLOW Segment ID: A 5.7
Grass: Short n=.15 L=50' P2=3 .1 in s=.02
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .9
Unpaved KV=16.1345 L=205' s-.05 '1 ' V=3 _61 fps
SHALLOW CONCENTRATED/UPLAND FLOW Zegmen t ID: C 10.2
Woodland Kv=5 L=53 0' s=.03 V=.87 fps
Total Length= 785 ft Total Tc= 16.8
SUBCATCHMENT 1 RUNOFF
EXISTING CONDITION : DRAINOGE AREA 1
9,5
9,O AREA= 4,73 AC
8. Tom= f 6,8 MIN
8. CN= 64
7,5
7,0 - SCS TR---20 METHOD
6, TYPE III 24--HOUR
Ci-u 5, RAINFALL- 6.40 IN
5,0
4}5 PEAK- 9.64 CFFS
_713 4.0 e 12.21 HRS
1 3,5 UOLUME= .92 AF
LL 2,5
2,0
1 .5
1 ,0
,5
TIME -(haur5)
Data for DELUCIA WAY. NORTH ANDOVER, MASS. Page 36
TYPE III 24-HOUR RAINFALL= 6.40 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H d.roCAD 5.11 001057 c 1986-1 99 Applied Microcomputer S Stem
SUBCATCHMENT 2 PROPOSED CONDITIONS: DRAINAGE AREA 2
PEAK= 2.59 CFS @ 12.07 HRS, VOLUME= .20 A.F
ACRES CN SCS TR-20 METHOD
.17 98 HSC B: IMPERVIOUS TYPE I I I 2 4-HOUR
_69 61 HSG B: OPEN SPACE RAINFALL= 6.4-0 IN
.06 55 HSC B: WOODS S PAN= 10-2 0 HRS, dt=.l HRS
.92 6y
Meth d Comment Tc min
TR-55 SHEET FLOW Segment ID: A 4.3
Grass: Short -n.=.15 L=50-' P2=3 .1 in s=.04
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .6
Unpaved K =16.1345 L=140' S=.06 '/' V 3 .95 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: C 1.6
Woodland Kv=5 L=120' S=.06 '/' V=1.22 fps
SHALLOW CONCENTRATES]/UPLAND FLOW Segment ID: D .2
Unpaved. KV=16.1345 Lw55' S=.07 '/' V=4.27 fps
Total Length= 365 ft Total Tc= 6.7
SUBCATCHMENT 2 RUNOFF
PROPOSED CQI)ITIONS : DRAINAGE AREA 2
2.6
2, AREA- .92 AC
2.2 Tc= 6.7 MIN
C N= 67
,-� 1 S SCS TR---20 METHOD
tO 1 , TYPE III 24-HOUR
.4 RAINFALL- 6.40 IN
1 , PEAK= 2.59 CF5
CD 1 .0 e 12.07 HRS
.J UOLUME= .20 AF
.6
0-0m
T N
TIME (hours)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 37
TYPE III 24-HOUR RAINFALL= 6.40 IN
Prepared by -Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 0 1057 c 1986-1999 ..Applied Microcom cater S stems
SUBCATCHI++IENT 3 PROPOSED CONDITIONS: DRAINAGE AREA 3
PEAK= 5.19 C FS @ 12.01 HRS, VOI:LUME= .34 AF
ACRES CN SCS TR-20 METHOD
.14 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
.45 61 HSG B: OPEN SPACE RAINFALL= 6.40 IN
1.31 55 HSG B: WOODS SPAN= 10-20 HRS, dt=_1 HRS
.06 98 HSG B: WETLANDS
1.96 61
Method Comment Tc mien
TR-55 SHEET FLOW Segment ID: A .8
Smooth surfaces n=.011 L=50' P2=3 .1 in 5=.015
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .5
Unpaged Kg=16.1345 L=55' S=.015 '/' V=1.98 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: C .5
Unpaved KV=16 .1345 L=125' S=.07 '/' V=4.27 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: D 1.0
Woodland KV=S L=115' s=.16 '/' V=2 fps
Total Length= 345 ft Total Tc= 2.8
UDGATGHMENT 3 RUNOFF
PROPOSED CONDITIONS; DRAINAGE AREA 3
15 k
AREA= 1 .96 AC
4, Tc= 2.8 MIN
4.0 CN= 61
3,5 SCS TRW--20 METHOD
TYPE III 24---HOUR
3. RAINFALL= S.40 If
PEAK= 5. 19 CF5
O 2,0 e 12.01 HRS
VOLUME- ,34 OF
1 .5
1 .�
,5
0�00 N M � Ln w
TIME (hour~5)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 38
TYPE III 24-HOUR RAINFALL= 6.40 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 c 1.986-1999 A lied Microcomputer SystemEj
SUBCATCHMENT 10 PROPOSED CONDITIONS: CATCH BASIN #1
PEAK- 1.02 CFS @ 12.05 HRS, VOLUME= .08 AF
ACRES CN SCS TR-20 METHOD
.12 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
MF 14. 61 HSG B. OPEN SPACE RAINFALL= 6.40 IN
.26 78 SPAN= 10-20 HRS, dt=.1 HRS
MethodComment Tc min
TR--5 5 SHEET FLOW Segment ID: A 5.7
Grass: Short n=.15 L=50' P2=3.1 in s=,.02
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .3
Grassed Waterway Kv=15 L=45' s=.04 '/' V=3 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: C .7
Paved Kv=20.3282 L=155' s=.03 '/ ' V=3.52 fps
Total Length= 250 ft Total Tc= 6.7
SUBCATCHMENT 10 RUNOFF
PROPOSED C.QN-DITI UNS : CATCH BASIN #1
AREA- .26 AC
Tc= 6.7 MIN
18 CN= 78
1 'SOS TR-20 METHOD
TYPE III 24--HOUR
' RAINFALL= 6140 IN
U
.5
PEAK= 1 .02 CF5
CD 14 e 1210(y5 08 �J
�]��5 H R�j}5
LL_ ' UOLUME= 1 1!i
13 -
1 f
Ole
TIME (hours)
Data for DELUC IA WAY, NORTH ANDOVER, MASS. Page 39
TYPE III 24--HOUR RAINFALL= 6.40 IN
Prepared by Applied Microcomputer- Systems 23 Mar 01
H d.roCAD 5.11 001057 c 1986-199.2...__ZQjplied Microcomputer Systems
SUBCATCHMENT 20 PROPOSED CONDITIONS: CATCH BASIN #2
PEAK= 1.64 CFS @ 12.03 HRS, VOLUME= .12 AF
ACRES CN SCS TR-2 0 METHOD
.21 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
.14 61 HSG B: OPEN SPACE RAINFALL= 6.40 IN
.35 83 SPAN= 10-20 HRS, dt=.l HRS
Method Comment -Tc min
TR-5 5 SHEET FLOW Segment ID: A 4.8
Grass: Short n=.15 L=40' P2=3.1 in s=.02
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .8
Paged Kv=20.3282 L=175' S=.03 '/' V=3.52 fps
Total Length= 215 ft Total Tc= 5.6
SUBCATCHMENT 20 RUNOFF
PROPOSED CONDITIONS ; CATCH BASIN #2
1 .E
1 .5 AREA- ,35 AC
1 .4 Tc= 5.6 MIN
1 .3 CN= 83
1 , 1 SC5 TR-20 METHOD
1 ,p TYPE I l l 24-HOUR
u RAINFALL- 6.40 IN
8
7 PEAK-- 1 .64 CF5
C ,6 e 12,03 HR5
__j 5 UOLUME= , 12 AF
..3
.2
, 1
. M b- in � r__ 00 0) CD
TIME (hours
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 40
TYPE III 24-HOUR RAINFALL= 6.40 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 C 1986-1999 LDiplied Mi rocom cater Systems
SUBCATCHMENT 30 PROPOSED CONDI'T`IONS: CATCH BASIN #3
PEAK= 1.46 CFS @ 12.02 HRS, VOLUME= .10 AF
ACRES CN SCS TR-20 METHOD
.20 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
M Q8 61. HSG B. OPEN SPACE RAINFALL= 6.40 IN
.28 87 SPAN- 10-20 HRS, dt=.l HRS
Method Comment -Tc min
TR-5 5 SHEET FLOW Segment ID: A 4.8
Grass: Short n=.15 L=4 0' P2=3.1 in s=.02
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B. .3
Paved Kv=20.3282 L=95' s=.05 '/' V=4.55 fps
Total Length= 135 ft Tota-1 Tic= 5.1
SUBCATCHMENT 30 RUNOFF
PROPOSED CONDITIONS : CATCH BASIN #3
1 .
1 , AREA-- .28 AC
1e Tc- 5. 1 MIN
CN- 87
1 �
t . 5CS TR--20 METHOD
TYPE III 24-HOUR
u RAINFALL- 6.40 IN
.7
PEAK= 1 ,46 CFS
' e 12�02 HRS
_j UOLUME= 10 AF
L- .4
.3
. 1
TIME (hours)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 41
TYPE III 24-HOUR RAINFALL= 6.40 IN
Prepared by Applied Microcomputer Systems 23 Mar 01
H d.roCAD 5.11 001057 c 1986--1999 Applied Microcom uter S stems
SUBCATCHMENT 40 PROPOSED CONDITIONS: CATCH BASIN #4
PEAR= 1.95 CFS @ 12.01 HRS, VOLUME= .13 AF
ACRES CN SCS TR.--2 0 METHOD
.23 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
.17 61 HS G B: OPEN SPACE RA INFALL= 6.40 IN
.40 82 SPAN= 10-20 HRS, dt=.l HRS
Method Comment Tc min
TR-55 SHEET FLOW Segment ID: A 4.1
Grass: Short n=.15 L=40' P2=3.1 in s=. 03
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B .1
Grassed Waterway Kv=15 L=25' s=.2 '/' V=6.71 fps
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: C .3
Paved. Kv=20.3282 L=75' s=.05 '/ ' V=4.55 fps
Total Length= 140 ft Total Tc= 4.5
UBCATCHMENT 40 RUNOFF
PROPOSED CONDITIONS ; CATCH BASIN #4
.
1 . AREA- .4 AC
1 .7 Tc= 4.5 MIN
1 , CN= 82
1 ,5
1 .4
1 3 SCS TR-20 METHOD
LO 1 2 TYPE III 24--HOUR
u 1 1 RAINFALL= 6,40 IN
PEAK- 1 .95 CF5
e 12-0 1 HRS
�
.6 VOLUME= , 13 AF
Ll- ,5
,4
.2
. 1
000, 1 1 .............. I t I
TIME (hours)
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 42
TYPE III 24-HOUR RAINFALL= 6.40 IN
Prepared by Applied Microcomputer -Systems 21 Mar 01
H droCAD 5:11 001057 c 1986--1999 Apiplied Microcomputer Systems
SUBCATCHMENT 50 PROPOSED CONDITIONS: CATCH BASIN 45
PEAR= 2.26 CFS @ 12.02 HRS, VOLUME-- .16 AF
ACRES CN SCS TR-20 METHOD
.21 98 HSG B: IMPERVIOUS TYPE III 24-HOUR
.36 6l HSG B: OPEN SPACE RAINFALL= 6.40 IN
.57 75 S PAN= 10-2 0 HRS, d.t=.1 HRS
Method Comment Tc rnin
TR-55 SHEET FLOW Segment ID: A 4 .0
Grass: Short n=.15 L=50' P2=3 .1 in s=.05
SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: B 1.1
Grassed Waterway Kv=15 L=100 ' s=.01 '/' V=1.5 fps
Total Length= 150 ft Total Tc= -5.1
SUBCATCHMENT 50 RUNOFF
PROPOSED CONDITIONS : CATCH BASIN #5
2.
2.o AREA= .57 AC
Tc= 5. 1 MIN
1 . CN= 75
i ' SCS TR-20 METHOD
1 , TYPE III 24- IHOUR
U 1 , RAINFALL- 6.40
2 -
PEAK 2,26 CFS
0 e 12.02 HRS
.J Q0LUME= . 16 OF
.4
N M 'q- to 0 r_ M Cf) C9
TIME (Hours)
Data for DELUCIA WAY. NORTH ANDOVER, MASS. Page 43
TYPE III 2 4-HOUR RAINFALL= 6.40 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
H droCAD 5.11 001057 c 1986-1999 A lied Microcomjput r Systems
POND 1 DETENTION/INFILTRATION AREA
Qin = 10.83 CFS @ 12.03 HRS, VOLUME= .78 AF
Qout= 6.87 CFS @ 12.19 HRS, VOLUME= .72 AF, ATTEN= 3 7 p, LAG= 9 .7 MIN
Qpri= 6.70 CFS @ 12.19 HRS, VOLUME= .67 AF
Qsec= .17 CFS @ 12.19 HRS, VOLUME= .05 AF
ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD
FT F CF CF PEAK STORAGE = 9410 CF
48.0 2750 0 0 PEAK. ELEVATION= -5 0.3 FT
49.0 3420 3085 3085 FLOOD ELEVATION= 51.0 FT
50.0 5310 4365 7450 START ELEVATION= 48.0 FT
51.0 6300 5805 13255 SPAN= 10-20 HRS, d.t=.l HRS
Tdet= 60.7 MIN ( .72 AF)
ROUTE INVERT OUTLET DEVICES
1 S 48.0' EXFILTRATION
V= .003462 FPM over (SURFACE AREA - 2750 SF)
2 P 48.51 60 DEG V-NOTCH WEIR
Q=2.53 TAN(Theta/2) H"2.5
Primary Discharge
---2=V-Notch/Trap Weir
Secondary Discharge
L -1=Exf i ltrat ion
POND 1 INFLOW & OUTFLOW
DETENTION/INFILTRATION AREA
STOR-IND METHOD
PEAK STOR= 9413 CF
PEAK ELEU= 50.3 FT
Qin- 10,83 CFS
Qout'= 6.87 CFS
u 6 Qpr i- 6.70 CFS
v 1 Qeec= . 1 7 CFS
5 LAG= 9.7 MIN
O a
I
LL 3
2
1
TIFF (hour-s
Data for DELUCIA WAY, NORTH ANDOVER, MASS. Page 44
TYPE III 24-HOUR RAINFALL= 6.40 IN
Prepared by Applied Microcomputer Systems 21 Mar 01
HydroCAD 5.11 001057... ..... (c) 1986-1999_Applied Microcom ter_...Sy stems
_-
POND 100
Not -described
Qin 9.41 CFS @ 12.10 HRS, VOLUME= 1.01 AF
Qout= 9.41 CFS @ 12.10 HRS, VOLUME= 1.01 AF, ATTEN= 0%, LAG= 0.0 MIN
ELEVATION AREA INC.STOR CUM.STOR - METHOD
FT AC AF F PEAK STORAGE 0.00 AF
PEAK ELEVATTON= 0.0 FT
FLOOD ELEVATION= 0.0 FT
START ELEVATION= 0.0 FT
SPAN= 10-20 HRS, dt=.l HRS
ROUTE INVE T OUTLET DEVICES
POND 100 INFLOW & OUTFLOW
Not described
8.5 - - METHOD
8.0 - PEAK STOR-- 0.00 AF
7.5 - PEAK ELEU= 0 FT
7.0 -
6.5 - Qin- 9,41 CFS
co 6.0 - Qout- 9,41 CF5
c+- 5.5 - LAG= 0 MIN
L) 5,0 -
.4.5
cD 3.5 -
---j 3.0 -
LL- 2,5 -
2,0
.5 -
LI A
M -Cj- Ln 0 1-- M
T IME (hour5)
Section III: Drainage System Capacity Analysis
Stormwater Management Report for
"Delncia Way", North Andover, Mass.
Drainage System Capacity Analysis
A drainage system capacity analysis has been performed to determine whether the
proposed drainage system is adequately designed to handle the expected peals flows from
a 25-year storm. Data from the Hydrologic Analysis were used to determine the peal
rate of runoff contributing to each of the drainage system inlets in the project. Table.D-I
lists the data used to calculate the capacities of each of the pipes, as well as the peak rates
of flaw to be expected during a 25-year storm. The results of this analysis show that the
storm drainage system is adequately designed to handle the flaws from a 25-year storm.
TABLE D-1: SUMMARY OF DRAINAGE PIPE CAPACITIES
UPSTREAM DOWNSTREAM UPSTREAM DOWNSTREAM LENGTH OF PIPE PIPE SLOPE FULL PIPE *PROJECTED PEAK PROJECTED PEAK
STRUCTURE STRUCTURE INVERT INVERT PIPE(FT) SIZE (FTIFT) CAPACITY(CFS) FLOW(CFS) VELOCITY(FPS)
CB#5 ❑]VMH A 62.50 60.15 132 12"RCP 0.0178 4.77 1.72 5.6
DMH A DMH B 60.15 58.86 30 12"RCP 0.0430 7.41 1.72 7.7
CB#1 DMH B 59.15 58.86 11 12"RCP 0.0264 5.81 0.79 5.2
CB#2 DMH B 59.15 58.86 23 12"RCP 0.0126 4.02 1.31 4.6
DMH B DMH C 58.86 55.00 102 12"RCP 0.0378 6.96 3.82 9.0
CB#3 DMH D 51.15 51.00 18 12"RCP 0.0083 3.26 1.19 3.8
CB#4 DMH D 51.15 51.00 27 12"RCP 0.0056 2.67 1.55 3.5
DMH D DMH C 51.00 50.40 62 12"RCP 0.0097 3.52 2.74 4.9
DMH C FLARED END#1 49.90 49.40 100 18"RCP 0.0050 7.45 7.33 4.8
' PEAK FLOW RATES WERE DERIVED FROM THE 25 YEAR STORM IN THE HYDROLOGIC ANALYSIS
Section IV,.**_-Sformwater Recharge Calculations
Stormwater Management Report for
"Delucia way", North Andover,Mass.
IV) Stormwater Recharge Calculations
Calculations were performed to insure that the proposed project will comply with
the groundwater recharge requirements of the Stormwater Management Standards, The
required recharge volume was calculated as follows:
RE UIR.ED RECHARGE VOLUME
CALCULATIONS
HYDROLOGIC
SOIL GROUP B
NEW IMPERVIOUS 0.55
AREA(ACRES)
VOLUME TO RECHARGE X 0.25
IMPERVIOUS AREA(INCHES)
REQUIRED VOLUME TO O.14
RECHARGE(ACRE-IN)
REQUIRED VOLUME TO 509
RECHARGE (CUBIC FEET)
In order to provide the required recharge volume of 509 cubic feet for the project,
the bottom of the detention area has been designed as an infiltration basin. The 6-inch
deep sump below the outlet weir has an available storage volume of 1450 cubic feet. A
first flush of 1/2" of runoff'over the impervious areas contributing to the catch basins in
the project will produce 1760 cubic feet of runoff, as follows:
CALCULATION OF RUNOFF VOLUME FROM IMPERVIOUS AREAS
DESCRIPTION AREAS CONTRIBUTING To CATCH BASINS I -6
IMPERVIOUS AREA 9,97
(ACRES)
RUNOFF TO BE 0.50
RECHARGED (INCHES)
VOLUME TO BE 0.48
RECHARGED (ACRE-IN)
VOLUME TO BE 1760
RECHARGED
(CUBIC FEET)
The 1450 cubic foot infiltration basin is more than adequately sued_to recharge
the required 509 cubic feet of runoff`per storm, and the contributing area will generate
more than an adequate volume of runoff(1760 cubic feet of runoff from.a "first flush"
1/2-inch runoff event).
The`UydroCAD" Stormwater Modeling System has been used to design the
stormwater detention/infiltration facility for the project. The exfiltration rate used in the
calculations is for the Canton soil where the Detention/Infiltration Area is to be
constructed is 2.41 inches per hour. This rate has been taken from the Massachusetts
DEP Stormwater Management Policy Recharge Calculation Workbook (Draft),
dated March 22, 2000. {S-ee attached Table 2: Hydrologic Soil Properties Classified by
Soil Texture.)
The Soil Conservation Service soil descriptions for the soil types found on the
project site are included in Section V: -Soils Analysis.
Table 2: Hydrologic Soil Properties Classified by Soil Texture
Texture Class Hydrologic Soil Design Infiltration Remarks
Croup Rate (f)
(inches per hour
Sand A 8.27
Loamy Sand A 2.41
Sandy Loam B 1.02
Loam S 0,52
Silt Loans C. 0,27
Sandy clay Loam C 0, 17
Clay Loam D 0.09 Use Group D soils when
� estimating annual
Silty Clay Loam ❑ 0�0 recharge under existing
Sandy clay D 0.05 and proposed conditions.
Silt Clay D 0.04 However, do not locate
y y recharge systems within
Clay D 0.02 areas with GrOUL D soils.
Source: bawls, Brakensiek and Saxton, 1982
Recharge Workbook Page 12
March 22,20DO
Section V: Soils Analysis
Stormwater Management Report for
"Delucia Way",North Andover,Mass.
V) Soils Analysis
According to the Soil Conservation Service Soil (S.C.S.) Survey of Essex County,
Massachusetts, the following soil-types are found on the project site:
CaD: Canton fine sandy loam, 3 to S percent slopes
CmC: Charlton fine sandy loam, 15 to 25 percent slopes
Figure S-1*. S.C.S. Soils Map shoves the portion of the Soil Survey map that
includes the project site.
The following table lists some of the properties (as described in the S.C.S. Soil
Survey) of the on-site soils that are pertinent to,the stor water management plan for the
project:
SCS HYDROLOGIC SUBSTATUM SUBSTRATUM'[ HIGH
SOIL SOIL TEXTURAL PERMEABILITY WATER
TYPE GROUP CLASS RANGE TABLE
CaB B GRAVELLY 6.0 TO 20 > 6.0 FT
LOAMY SAND I NIH R
CmC B GRAVELLY 0.6 TO 6.0 > 6.0 FT
SANDY LOAM I N/H R
....
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FIGURE S� 10*
So C*S. SOILS MAP
FOR
DEL UCIA WA Y
LOCA rED IN
NORTH ANDOVER,
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. MASSACHUSETTS
sc": 110=iw,t Wr: MVCH 28, 2001
WrEWIOM41 ENGINEERS
G"'HRIS TIA NSEN &SERGI iAND SUAMONS
160 SUMMER ST� HAVERHU, MA 01830 TEL 978-373-0310
@2001 BY CHRISTIANSEN & SERGI, INC.
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The following excerpts from.the S.C.S. Soil Survey describe the use potentials for
land that contains the two soil types found on site.
1A. CANTON SERIES
"Many areas of this soil are in residential development. Some of the previously
cleared areas have reverted to or been planted to trees. Most areas of the soil have been
farmed, and some areas still are farmed."
"This soil is suited to cultivated crops, hay, and pasture. Good tilth is easily
maintained in cultivated areas. The erosion hazard is moderately severe. where this soil
is farmed, striperopping, terracing, minimum tillage, and use of cover crops and grasses
and legumes M the cropping sy-st-em help reduce runoff and erosion and increase organic
matter content. Mixing crop residue and manure into the surface layer improves tilth and
also increases the organic matter content of this soil. The use of proper stocking rates,
deferred grazing, and pasture rotation help maintain desirable pasture plant species."
"Slope limits the soil for most types of recreational and residential development,
and the moderate or moderately rapid permeability bats use for most types of waste
disposal facilities. The soil is suitable for trees and for openland and woodland wildlife
habitat."
1B. CHARLTON SERIES
"Many areas of this soil are in residential development. Some of the previously
cleared areas have reverted to or been planted to trees. 1.1rlost areas of the soil have been
farmed, and some areas still are farmed."
"This soil is suited to cultivated crops;hay, and pasture, Good tilth is easily
maintained in cultivated areas. The erosion hazard is moderately severe. where this soil
is farmed, striperopping, terracing, minimum tillage, and use of cover crops and grasses
and legumes in the cropping system help reduce runoff and erosion and increase organic
matter content. Mixing crop residue and manure into the surface layer improves tilth and
also increases the organic matter content of this soil. The use of proper stocking rates,
deferred grazing, and pasture rotation help maintain desirable pasture plant species."
"Slope limits the soil for most types of recreational and residential development,
and the moderate or moderately rapid permeability limits use for most types of waste
disposal facilities. The soil is suitable for trees and for openland and woodland wildlife
habitat."
The following are the more detailed descriptions of the soil types from the Natural
Resources Conservation Service's official Soil Series Descriptions:
2A, CANTON SERFS
The Canton series consists of very deep,well drained soils formed in a loamy mantle
underlain by sandy glacial till. They are on nearly level to very steep glaciated plains,
hills, and ridges. Slope ranges from 0 to 35 percent. Permeability is moderately rapid in
the solum andrapid in the substratum. The mean annual temperature is about 46 degrees
F. and the annual precipitation is about 44 inches.
TAXONOMIC CLASS: Coarse-loamy over sandy or sandy-skeletal, mixed, senziactive,
mesic Typic Dystrudepts
TYPICAL PEDON: Canton fine sandy-loam, forested, extremely stony. (Colors are for
moist soil.)
A0 to 1 inch; black(10YR 2/1) fine sandy loam;weak fine granular structure;very
friable; many fine roots; 1 0 percent rock fragments; extremely acid; abrupt smooth
boundary. (I to 3 inches thick)
E--1 to 2 inches; dark gray(10YR 411)fine sandy loam;weak fine granular structure;
very friable;many fine roots; 10 percent rock fragments; extremely acid; abrupt broken
boundary. (0 to 2 inches thick)
Bev 1--2 to 12 inches;yellowish brown,(-10YR 5/6) fine sandy loam;massive;very
friable;many fine and medium roots;many fine pores; 10 percent rock fragments;very
strongly acid; clear wavy boundary.
Bw2- 12 to 22 inches; light yellowish brown(2.5Y 614) gravelly fine sandy loam;
massive;very friable; many fine and medium roots; many fine pores; 15 percent rock
fragments;very strongly acid; abrupt wavy boundary. (Combined thickness of the Bw
horizons is 17 to 33 inches.)
2CI--22 to 31 inches.; light olive gray(5Y 6/2) gravelly loamy sand; single grain-, very
friable; common medium roots; many medium pores; 25 percent rock fragments;pebbles
have thin patchy silt caps; very strongly acid; abrupt wavy boundary. (S to 20 inches
thick)
2C2_-31 to 65 inches; olive gray (5Y 5/2)very gravelly loamy sand; single grain;friable;
few fine roots; 35 percent rock fragments;thick continuous silt caps on pebbles;very
strongly aci d.
TYPE LOCATION: Norfolk County, Massachusetts; Town of Sharon; 0.3 miles south
of junction of East Foxborough Road and Mohawk Street, in a borrow pit on the east side
of East Foxborough Road. Lat. 42 degrees-05 minutes 46 seconds N., and long. 71
degrees 11 minutes 19 seconds w.,NAD 27.
RANGE INCHARACTERISTICS: Solurn thickness ranges from 18 to 36 inches and
corresponds closely to the depth to the sandy till. Rock fragment content consists of 5 to
20 percent gravel and 0 to 5 percent cobbles in the solurn. Gravel content is 10 to 30
percent, cobbles 5 to 10 percent, and stones 0 to 10 percent in the substratum. Stones and
boulders are 0 to 15 percent of the surface and subsoil. Rock fragments are dominantly
granite, gneiss, and quartzite. The soil ranges from extremely acid to moderately acid.
The A horizon has hue of 7.5YR or 10YR, value of 2 to 4, and chrome of 1 to 3. Texture
is fine sandy loam., loan, or very fine sandy loam in the fine-earth fraction.
The Bw 1 horizon has hue of 7.5 YR or 1 OYR., value of 4 or 5, and chroma of 4 to 8. The
Bw2 horizon has hue of 10YR or 2.5Y value of 4 to 77 and chroma of 4 to 8. Texture of
the fine-earth fraction is dominantly fine sandy loans but includes loans and very fine
sandy loans. Structure of the-Bw is weak granular or subangular blocky or the-horizon is
massive.
The 2C horizon typically has hue of 2.5Y or 5Y, value of 5 to 7, and chroma of 2 or 3,
but includes a hue of 1 OYR with chrome.of 4 to 6. The texture of the fine-earth fraction is
loamy fine sand or coarser. Structure is single grain or massive and consistence is friable,
very friable or loose. Thin lenses or small pockets of fin or very firm finer textured
material are common below 35 to 40 inches.
GEOGRAPHIC SETTING: Canton soils are on glaciated upland plains, hills, and
ridges. Slope ranges from o to 3 5 percent. The soilsdeveloped in a fine sandy loam
mantle over acid sandy glacial till of Wisconsin age derived mainly from granite and
gneiss and some fine-grained sandstone. The climate is humid temperate. The mean
annual air temperature is 46 degrees F., and the mean annual precipitation ranges from 42
to 46 inches.
GEOGRAPHICALLY ASSOCIATED SOILS: The Newfields series is the moderately
well drained member of the same toposequence. The competing Agawam and Haven and
the Merrimac, and Warwick soils are on nearby glacial outwash kames and plains.
The competing Narragansett and Barnstable series, Brookfield, Charlton, Cheshire,
Dutchess, Gloucester, -Iollis,Montauk, and Paxton soils are on nearby glaciated uplands.
Brookfield, Charlton, Cheshire, Dutchess, Gloucester, Hollis, Montauk, and Paxton soils
lack a contrasting particle size in the control section.
DRAINAGE AND PERMEABILITY: well drained. Runoff is medium. Internal
drainage is medium. Permeability is moderately rapid in the solum and rapid in the
substratum.
USE AND VEGETATION: Mostly forested or idle. Some areas have been cleared of
surface stones and are used for crops and pasture. Native vegetation is forest composed of
white pine, red, white and black oaks, hickory, red maple, sugar maple, gray birch,
yellow birch,beech,hemlock, and white ash.
DISTRIBUTION AND EXTENT: glaciated uplands in Connecticut, Massachusetts,
New Hampshire,e, eastern New York, and Rhode Island;MLRAs 144A and 145. The
series is extensive.
-R—EMARKS. Diagnostic horizons and features recognized in this pedon are:
1. ochric epiped.on-the zone from o to 2 inches (A.and E horizons).
2. Cambic horizon- the zone from.2 to 22 inches(Bwl and Bw2 horizons).
3. Contrasting particle size -the coarse-loanny material contains less than 50 percent fine
or coarser sand, and the transition zone between the two parts of the particle-size control
section is less than 12.5 cm(5 in.) thick. (Coarse-loamy over sandy or sandy skeletal).
4. Cation exchange activity class based upon available data for 4 pedons.
National Cooperative Soil Survey
U.S.A.
2 B. CHARLTON SEAS
The Charlton series consists of very deep, well drained loamy soils formed in till. They
are nearly level to very steep soils on till plains and hills. Slope ranges from 0 to 50
percent. Permeability is moderate or moderately rapid. Mean annual temperature is about
50 degrees F., and mean annual precipitation is about 47 inches.
TAXONOMIC CLASS: Coarse--loamy,mixed, active, mesic Typic Dystrudepts
TYPICAL PEDON: Charlton fine sandy loam-forested, very stony. (Colors are for
moist soil.)
Oe--0 to 1 inch- black(10YR 211)moderately decomposed forest plant material.�0 to 2
inches thick)
A--1 to 4 inches, dark brown(10YR 313) fine sandy loam;weak fine granular structure;
very friable;many fine roots; 5 percent gravel;very strongly acid; abrupt smooth
boundary. 0 to 6 inches thick)
Bwl--4 to 7 inches; dark brown (7.5YR 4/4)fine sandy loam;weak coarse granular
structure;very friable; many fine and medium roots; 5 percent gravel; very strongly acid;
clear wavy boundary.
Bw2--7 to 19 inches;yellowish brown(10YR--5/,6) fine sandy loam;weak medium
subangular blocky structure;very friable;common fine and medium roots; 10 percent
gravel and cobbles;very strongly acid; clear wavy boundary.
Bw3---19 to 27 inches; light olive brown(2.5Y 5/4) gravelly fine sandy loam;massive;
very friable; few medium roots; 15 percent gravel and cobbles;very strongly acid; abrupt
wavy boundary. (Combined thickness of the Bw horizons is 14 to 36 inches.)
C-27 to 65 inches; grayish brown(2.5Y 5/2)gravelly fine sandy loam with thin lenses of
loamy sand; massive; friable, some lenses firm; few medium roots; 25 percent gravel and
cobbles; strongly acid.
TYPE LOCATION: New Maven County, Connecticut;town of Middlebury, 3 800 feet
along Long Meadow Road from the intersection with South Street, 450 feet southeast
along a gravel road and 50 feet west of the gravel road, 400 feet northeast of Long
Meadow Pond,in a wooded area. USOS Naugatuck topographic quadrangle, latitude 41
degrees 29 minutes 50 seconds N., longitude 73 degrees 6 minutes 29 seconds W.,NAD
27
RANGE M CHA ACTERISIT`ICS: Thickness of the solum ranges from 20 to 38
inches. Depth to bedrock is commonly more than 6 feet_ Rock fragments range from-5 to
3 5 percent by volume to a depth of 40 inches and up to 50 percent below 40 inches.
Except where the surface layer is stony,the fragments are mostly subrounded gravel and
typically make up 60 percent or more of the total rock.fragments. Unless limed, reaction
ranges from very strongly acid to moderately acid_
The A horizon has hue of 7.5YR or 10YR, value of 2 or 3, and chroma of 1 to 3,
Disturbed pedons have an Ap horizon with value of 3 or 4 and chroma of 2'to 4. The A or
Ap horizon is sandy loam, fine sandy loam, or loam in the fine-earth fraction. It has weak
or moderate granular structure and is friable or very friable.
Some pedons have a thin E horizon below the A horizon. It has hue of 1 OYR.or 2.5 Y,
value of 4 to 6, and chroma of 1 to 3. Texture, structure, and consistence are like the A.
horizon.
The upper part of the Bw horizon has hue of 7.5YR or I OYR and value and chroma of 4
to 6. The lower part of the Bw horizon has hue of 1OYR or 2.5Y and value and chroma of
4 to 6. Texture of the-Bw horizon is loarn, dine sandy loam, or sandy loam with less than
65 percent silt plus very fine sand in the fine earth fraction. It has weak granular or
subangular blocky structure, or it is massive. Consistence is friable or very friable.
Some pedons have a thin BC horizon with value and chroma like the lower part of the
Bw horizon, but includes hue of 5Y. The BC horizon has texture, structure, and
consistence like the Bw horizon.
The C horizon has hue of 10YR to 5Y, value of 4 to 6, and chroma of 2 to 6. Texture is
loan., fine sandy loam, or sandy loam in the fine-earth fraction, with pockets or thin
lenses of loamy sand. The horizon is massive or-it'has weak platy structure. Consistence
conunonly is very friable or friable but in some pedons includes firm.
GEOGRAPHIC SETTING: Charlton soils are nearly level to very steep soils on till
plains and hills. Slope ranges from o to 50 percent. The soils formed in acid till derived
plainly from schist, gneiss, or granite. Mean annual temperature ranges from 45 to 52
degrees F., mean annual precipitation ranges from 3 7 to 49 inches, and the growing
season ranges from 11.5 to 185 days.
GEOGRAPHICALLY ASSOCIATED SOILS: These are the competing Brookfield
soils and the Acton, Bssex, Hollis Leicester, Rainbow, Ridgebur y, Wapp nrg,Whitman,
and Woodbridge soils on nearby landscapes.
The moderately well drained Sutton and the poorly drained Leicester soils are associated
in a drainage sequence. Acton and)y@ppinv, soils are moderately well drained. Essex
soils have a sandy particle--size control section and a dense substratum. Hollis soils have
bedrock within a depth of 10 to 20 inches. Rainbow and Woodbrid e soils are moderately
well drained with a dense substratum.. Ri gebury soils are poorly drained and have a
dense substratum. whitman soils are very poorly drained with a dense substratum.
DRAINAGE AND PERMEABIIJITY: well drained. Surface runoff is medium to
rapid. Permeability is moderate or moderately rapid throughout.
USE AND VEGETATION.- Areas cleared of stones are used for cultivated crops,
specialty crops, hay, and pasture. Many scattered areas are used for community
development. Stony areas are mostly wooded. Common trees are red, white, and black
oak, hickory, sugar maple, red maple,black and gray birch, white ash,beech., white pine,
and hemlock.
DISTRIBUTION AND EXTENT: Glaciated uplands in Connecticut, Massachusetts,
New Hampshire,New York, and Rhode Island;'VLRAs 142,144A, and 145: The-series is
of large extent.
RIENIARKS: This revision reflects change in taxonomy from Typic Dystrochrepts and
general updating.
Diagnostic horizons and features recognized in this pedon are:
1. ochric epipedon-the zone from o to 4 inches (Oe& A horizon).
2. Cambic horizon -the zone from 4 to 27 inches (Bw horizons).
3. Particle-size class - coarse-loamy in the control section from 1.0 to 40 inches.
National Cooperative Soil Survey
U.S.Q..
Section VI:-Stormwater Management Forms
Stormwater Management Report for
"Delucia sway", North Andover, Mass.
VI) Stormwater Management Forms
The stormwater management system has been designed with the intent of meeting
the Massachusetts Department of Environmental Protection's Stormwater Management
Standards. Since there are no proposed construction activities within any resource area,
riverfront area, or 100-foot buffer zone of any resource areas under the jurisdiction of the
Wetlands Protection Act,this project is exempt from the DEP's Stormwater Management
Policy. However, we have included the forms that follow to illustrate that the project has
been designed in compliance with the Rules and Regulations Governing Stormwater
Management in the forth Andover Subdivision Regulations.
A. Property IrI to rrn ati o n
1, The proposed project is:
-New development M Yes
❑ No
Redevelopment ❑ Yes
❑ No
Combination El Yes (if yes, distinguish redevelopment components from new
development components on plans).
❑ No
2. Storrnwater runoff to be treated for water quality are based on which of the following calculations;
El 1 inch of runoff x total impervious area of post-development site,for discharge'fo critical areas
(Outstanding Resource waters, recharge areas of public water supplies, shellfish growing areas,
swimming beaches, cold water fisheries).
Z 0.5 inches of runoff xtotal impervious area of post-development site for other resource areas.
3. List all plans and documents (e.g. calculations and additional narratives) submitted with this form:
Definitive Subdivision Flan for"Delucia Way", Sheets 1 - 5, Dated 319101
Storrnwater Management Report for"Delucia Way", Dated 3/28/01
B. Stormwater Management standards
DEP's Storrnwater Management Policy (March 1997) includes nine standards that are listed on the
following pages. check the appropriate boxes for each standard and provide documentation and
additional information when applicable.
Standard #1; Untreated storrnwater
Z The project is designed so that new stormwater point discharges do not discharge untreated
storrnwater into, or cause erosion to, wetlands and waters.
B. Stormwater Management'Standards (cone)
Standard #2: Post-development peak discharges rates
❑ Not applipable—project site contains waters subject to tidal action.
Post-development peak discharge do not exceed pre-development rates on the site at the point of
discharge or downgradient property boundary for the 2-yr and I00-yr, 24-hr storms.
El without storm water controls
Z with storrnwater controls designed for the 24-hr, 2-yr, and 10-yr storms.
The project's sto-rmwater design-Will notincrease off-site flooding impacts from the 1DO-yr,24-fir storm.
Standard #3: Recharge to groundwater
Amount of impeMous area (sq.-ft:)to be infiltrated: 42,200 S.F.
Volume to be recharged is based on:
The following Natural Resources Conservation Service hydrologic soils groups (e.g.A, B, C, ❑, or
UA) or any combination of groups:
89°l� B
(%of imperious area) (Hydrologic soil group) (%of impervious area) (Hydrologic'soil group)
(%of impervious area) (Hydrologic soil group) (%of impervious area) (Hydrologic soil group)
El Site specific pre-development conditions:
Recharge rate volume
Describe how there calculations were determined:
See Stormwater~Recharge calculations in section ly of the Stormwater Management Report
List each BMP or nonstructural measure used to meet Standard#3. (e.g. dry well, infiltration trench).
Detention/infiltration Basin
The annual groundwater recharge for the post-development site approximates the annual recharge from
existing site conditions.
Z Yes
❑ No
B, Stormwater Standards (cont.)
Standard #4; 80% TSS Removal
The proposed stormwater management system will remove 80% of the post-development site's
average annual Total Suspended Solids {Tss} load.
Identify the BMPIs proposed for the project and describe how the 80% TSS removal will be achieved.
Deep Sump/Hooded Catch Basins, Sedirnent Porebay, Detention/infiltration Basin
If the project is redevelopment, explain how much TSS will be removed and briefly explain why 80%
removal cannot be achieved.
Standard #5: Higher potential pollutant loads
Does the project site contain land uses with higher potential pollutant loads (See Stormwater Policy
Handbook-vol. 1, page 1-23, for land uses of high pollutant loading).
El Yes If yes, describe land uses:
[K No
Identify the BMPs selected to treat stormwater runoff* If infiltration measures are proposed, describe the
pretreatment. (Note: If the area of higher potential pollutant loading is upgradient of a critical area,
infiltration is not allowed.
Standard#6: Protection of critical areas
Will the project discharge to or affect a critical area? (See Stormwater Policy Handbook-vol. 1, page I -
25) for critical areas).
r.] Yes If yes, describe areas:
N No
Identify the BMPs selected for stormwater discharges in these areas and describe how BMPs meet
restrictions listed on pages 1-27 and 1-28 of the Stormwater Policy Handbook-vol. 1:
DELUCIA WAY
NORTH AND-OVER, MASS.
STO RMWATER MANAGEMENT
SUMMARY OF TSS REMOVAL
DATE: MARCH 28, 2001
TABLE 1: IMPERVIOUS AREAS CONTRIBUTING TO DETENTION AREA
DESIGN TSS TSS TSS CUMULATIVE
BMP USED REMOVAL RATE REMOVED REMAINING TSS REMOVED
DEEP SUMP AND
HOODED CATCH BASIN 25.00% 25.00% 75.00% 25.00%
SEDIMENT FOREBAY 25.00% 18.75% 56.25% 43.75%
DETENTION/ 70.00% 30.37% 10.88% 83.12%
INFILTRATION AREA
B. Stormwater-Management Standards (cont.)
Standard#7: Redevelopment projects
Is t1he proposed activity a redevelopment project?
F] Yes If yes, the following stormwater management standards have been met:
No
The following stormwater standards"have-not been met for the following reasons:
�] The propQs.e.d.project.wiil reduce.the.annual..pollutant load on the.site with.new or.unproved
stormwatpr control.
Standard #8: Eros ionlsediment control
Erosion and sediment controls are incorporated into the project design to prevent erosion, control
sediment.5, and stabilize exposed soils during construction or land disturbance.
Standard #9: Operation/maintenance plan
An operation and maintenance.plan for the.post-development stormwater controls have been
developed. The plan includes ownership ofi the stormwater EMPs, parties-responsible for operation
and maintenance, schedule for inspection and maintenance, routine and long-term maintenance
responsibilities, and provision for appropriate access and maintenance easements extending from a
public right-of-way to the stormwater controls.
Operation and Maintenace Plan 3/28/01
Planffftle Date
PlanlTltle Date
"'DELUCIA WAYS"
NORTH ANDOVER, MASSACHUSETTS.
STORMWATER MANAGEMENT
OPERATION/MAMTENANCE PLAN
March 28, M01
I. Stormwater Management System owners:
The owners of the land on which the stormwater management systems are
located shad be the owners of the systems: If and when the Town of Forth
Andover accepts the roadways and utilities,the town shall own the stormwater
management system components that he within the roadway rights of way.
II. Parties R.es onsible for Operation and Maintenance:
The developer of the project shall be responsible for the operation and
maintenance of the stormwater management systems during construction. If and
when the Town of Forth Andover accepts the roadways and utilities,the
stormwater management system components that he within the roadway rights of
way shall be operated and maintained by the town.
III. Ins ection and Maintenance:
a) Erosion Control shall be inspected and maintained/reinforced on a daily
basis during construction.
b) All exposed soil finish surfaces shall be immediately landscaped and
stabilized; or loamed, seeded and mulched with a layer of mulch hay. Outside of
the growing season, surfaces shall be covered with a layer of mulch hay until
climate conditions allow for seeding.
c) Immediately upon installation of any catch basin or storm drain, erosion
control devices shall be set and staked around the inlet to prevent sediments from
entering the drainage system prior to paving.
d) During construction, all drainage structures shall be cleaned on an as
needed basis and/or after heavy rainfalls. Prior to the placement of any
impervious materials on site, all drainage structures shall be properly installed and
functional. Aber construction, the cleaning of catch basins, including the oil and
grease traps, shall be performed on an annual basis (after spring street sweeping)
to prevent blockage. If it is found at the time of cleaning that the depth of the
accumulated sediment is greater than 50% of the depth of the sump, the
maintenance schedule shall be adjusted to include more frequent cleanings.
Disposal of the accumulated sediment and hydrocarbons must be in accordance
with applicable local, state, and federal guidelines and regulations. Structural
repairs will be performed as needed.
e) During construction(after paving) street sweeping shall be performed on a
monthly basis to remove sediment before it enters the catch basins and drainage
swales. .After construction, street sweeping shall be performed on an as needed
basis, i.e., each spring to remove accumulated winter road sanding material, etc.
f) After construction, the sediment forebay and detentionlinfiltration area
shall be inspected annually, in the spring, for the failure or erosion of sideslope
embankments, and for accumulated sediment. Necessary sediment removal, earth
repair, and/or reseeding will be performed immediately upon identification.
Sediment shall be removed from the forebay when the depth of accumulated
sediment is greater than 50%of the depth of the forebay. Disposal of the
accumulated sediment must be in accordance with applicable local, state, and
federal guidelines and regulations.
g) The grass in the detention/infiltration basin, on the sideslopes, and on the
berms shall be mowed, and grass clipping, organic matter, and accumulated trash
and debris removed, at least twice during the growing season.
h) Sediment shall.be removed from the detention/infiltration basin as
necessary. Removal procedures shall not take place until the floor of the basin is
thoroughly dry. Deep tilling can be used to break up a clogged surface area. Any
tilled areas shall be re-vegetated immediately.
Iy. Erosion and Sedimentation Control Techniques.,
The erosion and sedimentation control measures to be employed on the
project site will include the following:
• Silt Fence and Hay Bale Barriers
• Catch Basin Inlet Protection
• vegetative Slope Stabilization
Section VII--., -Nitrogen Loading Calculations
Stormwater Management Report for
"Delucia Way",-North Andover, bass.
VII) Nitrogen Loading Calculations
Nitrogen loading calculations have been performed to determine the post-
development total nitrogen concentration of the stormwater runoff that will be recharged
into the groundwater on the project site. The methodology used to determine the nitrogen
loading has been taken from the Cape Cod Commission's Model Aquifer Protection
Bylaw (1998). The results of the calculations indicate that the post-development total
nitrogen concentration-of the'runoff will be 4.1 rng/l. Since this is well below the EPA.
threshold of 10 rngll for drinking water, the nitrogen loading from this site will fall within
an acceptable range.
The nitrogen loading calculation form and the annual recharge calculation
worksheet are included to support-the results-of the calculations.
z
NITROGEN LOADING 'CALCULATION FORM
PROJECT: "DELUCIA WAY"
DATE: MARCH 28, 2001
I. ASSUMED VALUES
VALUE DESCRIPTION UNITS
ANNUAL RA
INFALL AINFALL= 44 in/yr
B RECHARGE RATE = 13 in/yr
C ROOF RUNOFF CONCENTRATION - 0.75 m /I
D ROAD RUNOFF CONCENTRATION = 1.5 mg/l
E WASTEWATER CONCENTRATION = 35 mg/I
F LAWN NITROGEN LEACHING = 25
G AVERAGE LAWN SIZE= 15000 sf
H NITROGEN APPLICATION RATE= 3 Ibs/1000 sf
11. INPUT THE FOLLOWING VALUES IN THE UNITS SHOWN
STEP DESCRIPTION UNITS EQUATION RESULT11
1 TITLE 5 WASTEWATER FLOW gpd 0
2 TOTAL LAND AREA 1000 sf 177
3 ROOF AREA 1000 sf 16
4 PAVED AREA 1000 sf 27
5 IFERTILIZED LAWN AREA 1000 sf 90
III. CALCULATE THE FOLLOWING VALUES
6 NATURAL AREA STEP 2- STEP 3-
1000 sf STEP 4- STEP 5= 44
7 DETERMINE WASTEWATER
IN LITERS liters STEP 1 X 3.785 = 0
8 DETERMINE NITROGEN
IN WASTEWATER mg STEP 7 X VALUE E = 0
9 DETERMINE ROOF RUNOFF liters VALUE A X STEP 3 X 6.466= 41552
10 DETERMINE NITROGEN FROM
ROOF RUNOFF mg STEP 9 X VALUE C= 31414
11 DETERMINE PAVED AREA RUNOFF liters VALUE A X STEP 4 X 6.466= 71682
12 DETERMINE NITROGEN FROM
PAVED AREA RUNOFF mg STEP 11 X VALUE D = 117522
13 DETERMINE NITROGEN FROM STEP 5 X VALUE H X
FERTILIZED LAWN AREA mg ALOE F/100) X 1243= 837903
14 DETERMINE NATURAL AREA AND (STEP 6 + STEP 5) X
FERTILIZED LAWN RECHARGE liters VALUE B X 6.466 = 11,264
15 DETERMINE TOTAL NITROGEN STEP 8+ STEP 10 +
AMOUNT mg STEP 12+ STEP 13 = 951425
16 DETERMINE TOTAL RECHARGE STEP 7 + STEP 9 +
ON SITE liters STEP 11 + STEP 14 = 235497
17 DETERMINE TOTAL NITROGEN
CONCENTRATION mg/liter STEP 15/STEP 16 = 4.1
Worksheet 2: Estimating Annual Recharge under Proposed Conditions.
P roject (�C 1,4 C A Y B y Date 3 11,9 D l
Location NQ&Tjd It.NO._6,Vtn--, M4U. Checked Date
Soil Name and Cover Description (see Table 1) Cry Area Product of
Hydrologic (from (acres) Crc x Area
Group Table 1)
HS Cr 0 4S 0.c3O /to C;>,0o
1� a d IO,S 0140 / so 0 .4�
...................
Totals
C« (weighted) = total product = �� Z 2- _ (' t 3 inches
total area
F = Annual rainfall (From Table 4) ..................... ... ... ... ...._ 4 1 inches
Proposed Conditions Recharge Calculation:
Annual Estimated Recharge (in inches) RPM = Cry x P = /3 inches
[Enter this value on Worksheet 3, Line 3]
Recharge Workbook Page 5
March 22,2000
Table 1: Recharge Coefficients, C,c, by Hydrologic Soil Croup and Cover Type.
Cover Type and Hydrologic Condition Recharge Coefficient
for Hydrologic soil
Croup
A B C B
Pasture
Poor (< 50% ground cover or heavily grazed with no mulch) 0.35 0.28 0.20 0.15
Fair(50-75% ground cover and not heavily grazed) 0.42 0.35 0.28 0.23
Good (> 75% ground cover and lightly or only occasionally 0.44 0.39 0.32 0.27
grazed)
Meadow 0.4E 0.39 0.33 0.29
Brush
Poor (< 50% ground cover) 0.42 0.36 0.29 0.24
Fair(50-75% ground coven 0.45 0.40 0.34 0.29
Good (> 75% ground coven 0.45 0.42 0.37 0.32
Woods (good) 0.46 0.40 0.34 0.29
Open Space/Lawns
Poor(grass cover < 50%) 0.35 0.28 0.20 0.16
Fair (grass cover 50-75%) 0.42 0.35 0.28 0.23
Good (grass cover> 75%) 0.44 0.39 0.32 0.27
Bare Soil (fallow) 0.29 0.20 0.12 0.02
Impervious Areas (Pavement, roofs, rock outcrops, and 0.00 0.00 0.00 0.00
o en water
Notes:
1. For this methodology, existing areas of open water will be assigned a recharge coefficient of zero. if
existing open water will be directly impacted by development, alternative analyses may be necessary
to evaluate recharge impacts, if those impacts are of concern.
Recharge Workbook Page 11
March 22,200d