HomeMy WebLinkAbout2019-04-02 O&M Plan Long Term Stormwater Best Management Practices
Operation and Maintenance Plan
for
100 Witor Street
North Andover,---.Massachusetts
March 15, 2019
The following operation and maintenance plan has been provided to satisfy the requirements ents of
Standard 9 of the Mass DEP Stormwater Management Handbook associated with development of the
site and associated infrastructure. The success of the Stormwater Management Plan depends on the
proper implementation, operation and maintenance of several management ent components. The
following procedures shall be i piemented to ensure success of the 8tormw t r Management Plan:
1. The contractor shalt compty with the details of construction of the site as shown on the
approved plans.
. The stormwater management system shall be inspected and maintained as indicated
below.
. Effective erosion controt measurers during and after construction shall be maintained until
a stable turf is established on all altered areas.
4. A Stormwater Management Maintenance nanee Log is included at the end of this Appendix.
as'Ic Information
tormwater Management System Owner: Gourmet Specialty Foods
123 Tewksbury Street
Andover, MA 018 o
R 978 7 -1507
Forth Andover EngineeringDepartment: 384 Osgood Street
North Andover, MA 01845
P: 97 85#0950
North Andover Nanning Board: Town Halt
120 Main Street
. North Andover, NSA 01845
978 88-9 3
Long Term Stormwater Best Management Practices Operation&Maintenance Plan
100 Wit ow Street, North Andover, Massachusetts
March of 4
Erosion and d'r entation ControLs during...Construction:
The site and drainage construction contractor shall be responsible for managing stormw ter during
construction. Routine monitoring of disturbed soils shall be performed to ensure adequate runoff and
pollution control during construction,
A sediment and erosion control barrier will be placed as shorn on the Grading, Utitit r & Drainage
Plan prior to the co m m e ncem e nt of airy clearing,9 rub bing,a rid earth removal or construction activity.
The integrity of the erosion control barrier witt,be maintained by periodic inspection and replacement
as necessary. The erosion control barrier wilt remain in place until the first course of pavement has
been placed and ail side slopes have been foamed and seeded and vegetation has been established.
Operations and rnaintenance plans for the Stormwate r Ma nag e m ent con stru ction phase and long term
operation of the stun have been attached to this report.
Ge er L Conditions
1. The site contractor shall be responsible for scheduling regular inspections and maintenance of
the storm ter MP's until the project has been completed. The BAP maintenance shall be
conducted as detai ed in the following long-tern pollution prevention plan and illustrated on the
attached Drainage System Key Plan and o n the approved design plans:
'Site improvement Man in North Andover, Massachusetts, 100 Willow Street prepared for
Gourmet Specialty Foods by The Morin-Cameron Group, Inc. dated February 13, 2019 and
reprised through March 15, 2019.
. All Stormwat r IP's shall be operated and maintained in accordance with the design plans are
the following Long--Term Pollution Prevention Plan.
. The owner shall:
a. Maintain an operation and Maintenance Log (see Attachment A)for the last three years. The
Log shall include all BMP inspections, repairs, replacement activities and disposal activities
(disposal material and disposal location shall be included in the Log);
b. Make the tog available to the North Andover Planning Board and Engineering Department
upon request;
c. Allover members and agents of the North Andover Planning Board and Engineering
Department to eater the premises and ensure that the Owner has complied with the
Operation and Maintenance Plan requirements for each BIAP.
. A recommended inspection and maintenance schedule is outlined below based on statewide
averages. This inspection and maintenance schedule shall be adhered to at a minimum for the
first year of service of ell B MP's r f renced in this 8ocument. At the co rn mencernent of the first
year of service, a more accurate inspection/maintenance schedule shall be determined based on
the level of service for this site.
Long Term St rm rat r Best Management Practices Operation &Maintenance Plan
10 B Wittow Street, IN o rt Andover, Ma setts
Larch 15,2019—Page 2 of 4
Long-Term Pottufion Prevention Plan (LT PPP)
Vegetated Areas:
Immediately after construction, monitoring of the erosion control systems shall occur until
establishment of naturat vegetation. Afterwards, vegetated areas shalt be maintained as such.
Vegetation n shalt be replaced as necessary to ensure proper stabilIzation of the site.
Cost: Included with annual landscaping budget. Consult with tocat landscape contractors,
Paved Areas:
Sweepers shalt sweep paved areas periodically during dry weather to remove excess sediments and
to reduce the amount of sediments that the drainage system shall have to remove from the runoff.
The sweeping shalt be conducted primarily between March 15 1n and November Wh. Special
attention should be made to sweeping paved surfaces in March and April before spring rains wash
residual sand into the drainage system.
Cast.Consult with tocat landscaping companies for associated costs if necessary.
Salt used for de-icing on the roadway during winter months shall be limited as much as possible as
this gill reduce the reed for removal and treatment. Sand containing the minimum amount of
calcium chloride or approved equivalent) needed for handling may be apptied as part of the routine
winter maintenance activities.
Infittration Basin:
The infiltration basin shall be inspected after every major storm event for the first 3 months after
construction;a major storm evert is 3.1 inches of rainfatl in a 24 hour period year storm). Thereafter,
the basin shall be inspected twice per year, t rpicatly in the spring and fall. If erosion or lass of
vegetation is observed in the basin, it shall be repaired immediately and new vegetation shalt be
established. Trash, leaves, branches, etc.shall be removed from facility.
The area drains and catch basin outlet shall be inspected annually for obstructions and structurat
integrity. The inspections shall be conducted by qualified personnel.
Cost: Consutt with local landscaping companies for associated costs if necessary.
Subsurface Detention System:
The subsurface pipe detention system shalt be monitored annually to ensure that it is draining
properly. The outtet structure shall be checl eci fc r debris a ccu rn u tation twice per year, in the spring
and fate, In the case that water remains its the detention system for greater than three days after a
storm event, an inspection is warranted and necessary maintenance or repairs should be addressed
as necessary. Confirm that the low flow outlet in the o ctet structure is not obstructed by debris.The
inspections shalt be conducted by quatified personnel.
Cost; Consult with tocat landscaping companies for associated casts if necessary.
Public Safety Concerns: Manhole covers or inspection port covers shalt not be left open and
unattended at any time during inspection, cteaning or otherwise. Broken covers or frames shalt be
replaced immediatet r, At no time shalt any person eater the subsurface structure unte s measures
have been taken to ensure safe access in accordance with OSHA enclosed space regulations.
Long Term Stormwater Best Management Pract€ces operation Maintenance Ptah
100 Wittow street, North Ando er# Massachusetts
March 15,2019—Page 3 of
Lure t Spreader:
The inlet pipe, rip-rap basin and overflow berm shall be inspected after every major Storm evert for
the first 3 months after construction; a major storm event is 3.1 inches of rainfall in a 24 hour period
year storm). Thereafter, the system shalt be inspected on an annuat basis, typically in the spring
months. Any sig ns of erosion shall be re paired imm ediate lyt and any trash o r debris shall be removed,
Cost: Consult with local landscaping companies for associated costs if necessary.
Debris& Utter:
All debris and titter shall be removed from the roadway and parking tots as necessary to prevent
migration into the drainage system.
P stici des, Herbicides* and F rtii ers:
Pesticides and herbicides shall be used sparingly. Fertilizers shall be restricted to the use of organic
fertirers only. All fertilizers, herbicides, pesticides, sand and salt for deicing and the like shall b
stored in dry area that is protected from weather.
Cost: Included in the routine landscaping maintenance schedule. The Owner shall c nsutt local
landscaping contractors for details.
Public Safety Concerns: Chemicals shall be stared in a secure area to prevent children from obtaining
access to therm. Any major spills shall be reported to municipal officials.
Prevention ofItticit.., *tsc ar es:
illicit discharges to the st rmwater management system are not allowed. Illicit discharges are
discharges that are not comprised entirely of stormwat r. Pursuant to Mass DEP Stormwater Standards
the foRowing activifi s or facilities are not considered illicit discharges:firefighting,water tine flushing,
landscape irrigation, uncontaminated groundwater, potable water sources, foundation drains, air
conditioning cond e n ation,footing d rains,individual resident car washing,flows from riparian habitats
and wetlands, dechl rinated water from swimming pools, water used for street washing and water
used to clean residential building without detergents.
To prevent iiticit discharges to the st rr wat r management system the fotlow ng policies should be
implemented:
. Provisions For Storing Matriats And Waste Products Inside Or lender Cover
. vehicle Maintenance And Washing Cunt r l,s
. Requirements for Routine Inspections of the St rrrmwat r Management System (i. .: catch
basins, area drains, infittrati n basins &subsurface infiltration system.
4. Spilt Prevention and Response Plans.
Long Term Stormwater Best Management Pr ctitces Operation&Maintenance Ptah
100 Wittow Street, Forth Andover, Massachusetts
March IS, 2019—Page 4 of 4
DRAINAGE SYSTEM KEY
LOT D
PLAN AREA=217,119� SF±
HUAM FOR ASSESSOR'S
GOURMET SPECIALTY FOODS MAP 98D, LOT 54
100 WILLOW STREET
NORTH ANDOVEK MA
} DAM MMCH 1 ,2019
PLAN
SCALE: 1" '
25 50 100
• r'� . s . . �'~ �� �' r� - r�' x ,�' .� t-� .ter'
I
r'
I
I
r'
EXISTING IND
SNOW STORAGE (#1 00 WILLOW STREET) LEVEL SPREADER
I'
AREA TYP. SUBSURFACE DETEN110N SYSTEM
INSPEC11ON PORT OUTLET CONTROL i
STRUCTURE
(D E3 iL 3r F 11
Fc
STONE DIAPHRAGM AND. OLEA UT
VEGETATED INFILTRATION FILTER STRCPTYP. TP. OF
AREA DRAIN v T DOME BASI
• ■*..*. •*.*p•tr ..r r.r•.�
GRAB (TYP. F .. .;. ....r..... .,...........�::.,,. A ' i..#.
wow
DOME GRATE
�- - --` BASIN 1TH
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CATCH BASIN cj �
February 13, 2019
Revised March 15,2019
Stormwater
100 Willow Street- North Andover, MA
STANDARD : Recharge To Groundwater: St tLc Method
o Calculate New Impervious Area
(From HildroCAD Model)
Existing Impervious Area G C Soil) = 6,052 S
Proposed Impervious Area SG C Soil) -_ 25,153 SF
New Impervious Area SG C Solt) = 19,11 S
• Determine Rainfall Depth to be Recharged
(MassDEP Sormerater Ma nag emn t Handbook.- Tab le 2.3.2
drolo lc Soil Group Recharge Rainfall Depth
. 5""
o atclate Recharge Volume
v [0.25" x 19,101 SH 12 SF-In
v
Capture Area Adjustment
Schedule of Areas Tribute to Recharge Systems
HAD "tributary
System ID Impervious Area
PS2 19159 f
Total* 19,591 sf
Total Impervious Area = 25,153
Capture Area Adjustment = 25,153 f 19,591 sf = 1.2
Required Recharge Volume ' v'- 1.29 x Rv 1.29 x 398 CF 514 CF
Provided Recharge Volumes
HCAD Lowest System
System ID System Outlet Volume @ Description
Et=242.60
Pi 242.601,678 CI~ Infiltration Basin
Totat Volume. 1,
cha rge volume provided measured to lowest ou He t or 10-yea r s to rm
elevation, whichever is tower.
February 13, 2019
Revised March 15, 2019
Required Recharge 1 oLu a Summary of ResuLts
Total Volume Provided = 1,678 CF
Total Volume Required = 514 CIF
Verify ra o r MaxLMU -Hoy rs: Static Method
HCAD Recharge Bottom Drawdown Time
System VoLu a Surface a m Rv K - Description
I aches Hour
I { I~ Area Hours
1 1,678 1,985 2.41 4,2 Infiltration Basin
"Design Complies with Recharge Volume Standard"
STANDARD 4: WaterQuatity1'o u e
------ -- .„, ------------ WW Area-Storage for PoWPi:I nfiftmOonI
evation & am a0rage
• Tributary Impervious pervio Area = 19,591 SF ��� Om-l 0ibi feet)
41,9 724 0
241.92 976 17
1228
Ca cu[ate re u ire d ater quality volume " depth) 241. 6 1,481 3
WQV [1"' x 19,591 SF] 12 SF-In 1,633 CIF
4 .a0 1,985 *135
242.02 2,022 176
2,059 216
0 Lowest outlet elevation 2. .o
42.08 2,133 36
242-10 2,171 343
11 Q �provi e below lowest outlet 116 C (OK ,
242.14 2,245 432
242.16 2,282 477
242.16 2,319 3
242.20 2,356 570
242.22 2,393 617
242.24 2,430 665
242,26 Z468 714
242.28 2,505 764
242, 0 21642 814
242,32 2,579 666
242.34 2,616 918
242.36 2,653 970
242.38 Z690 1,024
242.40 2,727 1,078
242.42 Z765 1,133
242.44 2,802 1,189
242.46 2,639 1,245
242.48 2,876 1,302
242.50 2,913 1,360
242.62 3,019 i,419
242.64 3,125 1,461
242.56 3 1,544
242.58 3,338 1,610
4 ti .- ._........... ........ .444 1,678
242.62 ,650 1,748
242.64 ,657 1,820 _
242.66 3,763 1,894
24Z66 3,869 1,970
42.70 3,976 2,049
242.72 4,082 2,129
24Z74 4j188 21212
Proposed Par g Area
Infiltration B�asin S surface Detention
Sur
74t.
_; - _-
.0 r:
- - . - _
71
Dp,-,
- - -
NORTH WEST OF ESide Yard
BUILDING
Routing Diagram for 1 Proposed Conditions
F e i
Prepared bar The Morin-Cameron Group, Inc., Printed 11 / {�1
1'
Hydro 10.00-13 On 00401 @ 2014Hydro CAD Software Solutions LL
3819 Proposed conditions Type !/ 2 -fir 2-Year RainfaP3, "'
Prepared by The Morin-Cameron Group, Inc. Printed 3/15/2019
HLd roCADO 10.00-13 s n 0 401 0 2014 HydroCAD Software Solutions LLC lea �
Summary for Subcatchment PS2: Proposed Parking Area
Runoff 1.63 cfs @ 12.09 hrs, Volume= 6#110 cf, Depth 2. "
Runoff by SCS TR-20 method, =SCs, Weighted-CN, Time Span 0.00- 6. 0 hrs, dt=0.01 hrs
Type III 4-hr -Year Rainfall=3.10"
Area CN T e crl ton
192691 98 Paved parking, HSG D
9942 7 % Grass corer, Good, HSG C
29,533 90 Weighted Average
%942 33.66% Pervious Area
1%691 66.34% Impervious Area
Tc Length Slope Velocity Capacity Description
rnr feet !ft (fflsec) (
6.0 Direct Entry, Direct Entry
Summary for sctchmet Psi: Existing Sias Yard
Runoff 0.11 cfs 1 .10 hrs, Volume= 872 cf, Depth= 49 "
Runoff by SCS T -20 method, =SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, d - 0.01 hrs
Type III 24-hr 2-Year Rainfall=3.10"
Area (sD CN Description
93 74 75% Grass corer, Good, HSG D
4593 10 . % Pervious Area
Tc Length Slope Velocity Capacity Description
(min) feed fit) (fttse2lcfs
.0 Direct Entry, Direct Entry
Summary airy for Reach D 2: NORTH WEST OF BUILDING
Inflow Area 34,126 sf, 57.41 o Impervious, Inflow Depth = 0.22" for -Year evert
Inflow 6.11 cfs @ 1 .10 hrs, Volume= 60 cf
Outflow 6.11 cfs @ 12.10 hrs, Volume= 620 cf, A en= %, Lag= 0.0 min
Routing by Stow=find+Trans method, Time span= .00- 6.0 hrs, dt= 0.01 hrs
Summary for Pond PSI: Infiltration Basin
Inflow Area 29533 sf, 66.84% Impervious, Inflow Depth 2.08" for 2-Year even
Inflow 1.63 cfs @ 12.09 hrs, Volume 51110 cf
oufflow 6.73 cfs @ 12.28 hrs, Volume= 5,110 cf, Men= %, Lag= 11.5 min
Discarded 0.18 cfs @ 12.28 hrs, Volume= 4,465 cf
Primary - 0.66 cfs @ 12.28 hrs, Vole e� 644 cf
Secondary 0.00 cfs @ 0.00 hrs, Volume= 0 cf
3819 Proposed Conditions Type ///24-err 2-Fear I ire I1-3. "
Prepared by The Morin-Cameron Group, Inc. Printed 3/15/2019
EydroCADO 0. 0-1 s/n 00401 Q 2014 H droCAD Software Solutions LLC Ira e
Routing by St r-Ind method, Time Spar= 0.00-36,00 first dt= 0.01 firs
Peals Bev=242. 4' @ 12.28 hrs S rf.Are � 3,142 sf Storage= 1,490 of
Flog-Flow detention time= 66.4 Amin calculated for 5,1 f 1 0% of inflow)
Center-of-Mass det. time=65.4 min 873.6-*808.1
Volume Invert Avail.Stora a Storage Description
#1 241.90' 2,254 cf Custom stage Data(Prismatic)Listed below (Recalc)
Elevation Surf.Area Ill .St re Cum.Store
(feet) q ft cubic-Meet (cubic-
( et
241.90 724 0 0
242.00 13985 135 135
242.50 2,913 11225 10360
242-75 4,241 94 21254
Device a Routing Invert Outlet Devices
##1 Discarded 24 .90' 2.4101n/hr Exf 1 Itration over surface area
##2 Primary 241.20' .o" Round n Culvert x 2f L�49. ' Kew 0.500
Inlet Outlet Inv rt= 24 .29'#2 1.2 ' S� 0.0000T Cow 0.900
n= 0.012, Flow Area= 0.35 sf
#3 Primary 241.5 ' * }' Round Culvert L= 117.0' Ke= 0.500
Inlet I Outlet I vert= 241. 0'#241.2 ' S= .002 '#' Cow 0.900
n= .0 2, F1 ow Area 0.35 sf
4 Device 2 242. ' 1 *0" Horiz.Orifice/Grate x 2.00 C� 0.600
Limited to weir flow at low Leads
##5 Device 2 42. ' 2 . " Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads
#6 Device ice 0 242. r .0" Horiz. Orifice/Grate x 2.00 C= 0.600
Limited to weir flow at low heads
7 Secondary 24 .70' 1 .0' long x 25.0r re dth Broad-Crested Recta ng u lar Weir
Head (feet) 0.20 0.40 .6 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
isearded OutFlow Max=O.18 ofs @ 12.28 hrs I--11! =242.54' (Free Discharge)
'l=E filtrat1*on Exfiitration Controls 0.18 cfs)
Primary tFlo1�'1� lax= . 5 fs @ '12.2 hrs 1 1�=242. 4' (Free Discharge)
J.L =Culvert (Passes 0.37 efs of 2.38 cfs potential flow)
= r fine/Gra a Weir Controls 0.18 ofs @ 0.68 fps)
orffloe#Grate 1,11leir Controls 0.18 ofs @ 9.68 fps)
L-t= u l ert Passes 0.18 efsof 0.88 cfs potential flow)
=Orifice#Grate Weir Controls 0.18 ofs a@ 0.68 fps)
§econdary OutFlow Max=0. 9 cfs @ 0.00 hrs 1--WO-02 '1.9 ' (Free Discharge)
= road-Chested Rectangular Weir Controls 0.00 os
3819 Proposed Conditions T e !d 2 -err 2-Year Rainfall=3. "
Prepared by The Lorin-Cameron Group, Inc. Printed 019
hLdroCADO o. -1 3 s1n 00401 0 2014 HydroCAD Software Solutions LLG Page 4
Summary for Pond P2: subsurface Detention
Inflow Area 29,533 sft 66.84% impervious, inflow Depth 0. 6" for 2-Year evert
Inflow 0.55 cfs @ 12.28 brs, Volume= 644 of
Outflow 0.99 cfs @ 12.67 brs, Volume= 248 cf, tten� 84 , Lague 23.5 min
Primary 0.09 ofs @ 12.67 brs, Volume= 248 cf
Routing by Stor-i d method, Time Span= 0.00-86.00 brs, dt 0.01 brs
Peak lever 241.28" a@ 12.67 hrs s rf.Area ,498 sf Storage=532 Cf
Ping-Flow detention time=39.0 min calculated for 248 cf 88% of inflow)
Center-of-Mass det. time=30.3 min 774.7-744.4
Volume Invert Avail.Stora a Story a De ri do
##1 A 240.70' 947 of . 8'w x 87.651 x 1.82'H Field
2, 27 cf Overall- 160 cf Embedded = 2,367 cf x 4 .0%holds
#2A 241. 0' 160 cf CPP 8 x 16 inside# 1
inside= 8.0"W x 8.0"H => 0.47 sf x 20.001 9.4 cf
tsi e= 9.9"W x 9.9"H => 0.47 sf x 29.001 9.4 of
4 Rows of 4 Chambers
0.89' Header x 0.47 sf x 2 10.1 of Inside
#3 241. 0' 37 of 8. " Round Pipe storage x 2
L .7'
#4C 240.70' 731 cf 16.80'W 67.6 'L x 1.82'H Field C
1,951 cf Overall- 123 cf Embedded 1,828 cf x 49.0%Voids
#6C 241.20' 123 of CPP 8 x 12 inside#4
Inside 8.0"W x 8. " 0.47 sf x 20.001 = 9.4 of
Outside= 9.9"W x 9.9"H => 0.47 sf x 20,001 9.4 cf
4 Rows of 3 Chambers
1 o.80' Header x 0.47 sf x 10.1 cf Inside
#6 40.80' 84 cf 4.00"D x 2.70' Vertical Coned under
,088 cf Total Available storage
Storage Group A created with Chamber wizard
Storage Group C created with Chamber Wizard
Device Rout RoutM invert Outlet Devices
�... # 1 Primary 241.1 U 1 . ' long x * ' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
.50 3.00 3.69
Coef. (English) 2.64 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 .8
8.07 8.20 3.32
#2 Device 1 240.70' . " Round Culvert
L=47. ' CPP, projecting, no headwall, Ke=0.999
Inlet/Outlet Invert=24 .70' 24o.5 ' S= 0.004311' C =0.900
= 0.012 Corrugated PE, smooth interior, Flow Area=0.79 sf
##3 Device 2 240.70' . "Vert.Orifice/Grate C 0.600
#4 Device 2 241.30' 1 . "'W x 3.0" Wert. Orifice/Grate C= 0.600
#5 Device 2 24 . ` 0"w x *8{# H Vert, orifice/GrateC= 0.600
#6 Device 2 242-45' 4. ' long x 0.6' breadth Broad-Crested Rectan lair weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
3819 Proposed Conditions Type !l/2 - 2-Year f ainfa l=3. "
Prepared by The Morin-Cameron Group, Inc. Printed3/15/2019
droC D 10. o-1 01 02014 HydroCAD Software Solutions LLC Page
Coef. (English) 2.80 2,92 3.08 3.30 3.32
Primary o fFlow Max=0.09 cfs@ 12.67 hrs IOW= . 3' (Free Discharge)
'�—t=—Brand-Crested Rectangular Weir (Passes o.09 cfs of 1.25 Gfs potential flow)
=Cnlvert (Passes o.09 cf of o. 'cfs potential flow)
t�3=0 r1fi eIGr to (Orifice Controls 0.09 cfs@ 1.76 fps)
=orif e1Gr to Controls 0.00cfs)
—Orifice/Grate Controls .00 of
road Rectangular We Controls 0.00 cfs)
3819 Proposed conditions Type 111 -hr I 0-Year frill= .5 ,
Prepared by The Morin-Cameron Group, Inc. Printed 3/1 2 19
dr CAD 0.00-13 s/n 00401 C 2014 HLdroCAD Software Solutions LLC lea
Summary for Subcatchment S2: Proposed Parking Area
Runoff 2.62 cfs 12.09 hrs, Volume= 8,357 cf, Depth= 3.40"
Runoff by SCS T -20 method, H=SCS, Weighted-CN, Time Span= 0.00-36-00 hrs, dt 0.01 hrs
Type Ill 4-hr 10-Year rainfall=4. 0"
Area CN Dscrl lion
19,591 98 Paved parking, HSG C
9294 74 % Grass cover, Good, HSG C
299533 90 Weighted Average
91942 33.66% Pervious Area
19,591 .34° Impervious Area
Tc Length Slope Velocity Capacity Description
(min) feet .. )
ftlf LfiLsep (cfs)
.o Direct Entry, Direct Entry
Summary for sctc Psi* Existing Side Yard
Runoff 0.24 cfs a� 12.09 hrs, Volume= 755 cf, Depth= .97"
Runoff by SCS T -20 method, 1- =SCS, Wei hf d-C11, Time Span=0.09-3 .0 hrs, dt=0.01 hrs
Type III 24-hr 10-Year 1 ainfall= . oar
Area CN Description
4t593 74 7 % Grass corer, Good, HSG C
41593 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
min feet ftft ftlso (cfs)
.o Direct Entry, Direct Entry
Summary r sry for Reach D 2* NORTH WEST of BUILDING
Inflow Area 34 126 sfr 57.41% Impervio s, I nflow Depth 1.00" for 10-Year event
Inflow 1.04 cfs @ 12.32 hrs, Volume= 2,849 cf
oufflow 1.04 cfs 12.32 hrs, Volume= 2,849 cf, Men= %, La =0.0 min
Roofing by S or-ind+Trans method, Time Span=0.00-3 .00 hrs', df= 0.01 hrs
Summary sry for Pond : Infiltration Bssi
Inflow Area 29,533 sf, 66.34% Impervious, Inflow Depth 3.40" for 10-Year event
Inflow 2.62 cfs @ 12.09 hrs, Volume= 8,357 cf
fflow 2.35 cfs @ 12.13 hrs, Volume 8,357 cf, Men= 10%, Lag -2.4 min
Discarded 0.19 cfs @ 12.13 hrs, Volume= 5,867 cf
Primary 2.16 cfs @ 12.13 hrs, Volume= 2,490 cf
Secondary--F 0.00 cfs 0.00 hrs, Volume= 0 Cf
3819 Proposed Conditions Type /12 -fir -Year ire 1i= .50"
Prepared by The Morin-Cameron Group, Inc. Print 3115/2019
-HydroCADO 1 . 0-13 s 1 C 2014 droCAD Software Solutions LLC Pa
Routing by Stor-Ind method, Time Span= 0. -3 . 0 hrs, dt= 0.01 hrs
Peals Bev= 242. 1' @ 12.13 hrs S rf.Area= 3,481 sf Storage= 1,702 cf
Plug-Flow detention time=56.1 miry calculated for 8,355 of `I % of inflow)
Center-of-Mass det. time= 56.1 min . -794.4
Volume Invert Avail.Stora a Storage.Desc0pLion
#1 241. 0' 2,254 cf Custom Stage Data (Prismatic)Listed below(Reca1c)
Elevation Su f.Area In .Store Cl.m.S ore
feet -ft ulfeet Cubic--feet
241.90 7' 4
4 . 0 1 J985 13513
242.50 21913 1122 113
242.7 4$241 894 2,254
Brie Routing Invert Outlet Devices
1 Discarded 241. ' 2.410 In1hr EV11tration over surface area
#2 Primary 41. ' . "` Round Culvert X 2,00 L=4 .0' Ke=0.500
Inlet/Outlet Invert=241.2 '1241.2 ' S_ . o T Cc= * o
n= . 12, Flow Area=0.35 sf
##3 Primary 4'1.50' .0" Rou nd Culvert L= '1 7. ' 1 e= .6o
Inlet/Outlet Invert= 41. ' /241.2 ' S= . 2 '/' Cc= 0.900
= 0. 1 , Flow Area= 0.3 sf
4 Device 2 24 . 0' . " Heri , orifioel rate X # C= 0.600
Limited to weir flog at low heads
#5 Device 2 242. 0' 4. " H ri . Orifice/Grate C= 0.600 Limited to weir flog at low heads
#6 Device 3 42. ' 2. " H ri . orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low heads
#7 Secondary 242.7 ' 1 . ' long x 26. ' ire t r -Created Rectangular Weir
Head (feet) .2 .4 .60 0.80 1.00 1.20 1.401.0
Coef. (English) 2.68 2.70 .7 2.64 2.63 2.64 2.64 2.63
is ar ed oust low lea = .19 cfs @ 12.13 hrs HW1 24 .61' (Free Discharge)
= xfiltration Exflltration Controls 0.19 cfs)
Primary outFl w Max=2.16 cfs@ 12.13 hrs HW= 4 .61' (Free Discharge)
=Culvert (Passes 1.43 cfs of 2.49 cfs potential flow)
=Orifice/Grate (Weir Controls 0.72 cfs @ 1.07 fps)
=Orlfi /Grate (Weir Controls 0.72 cfs @ 1.07 fps)
Culvert (Passes 0.72 cfs of 0.92 cfs potential flow)
=Orifi a/Grate Weir Controls is .72 cfs @ 1.07 fps)
§econdary outflow Max=0.00 cfs @ 0.00 hrs H MI441.g ' (Free Discharge)
7=Broad*.Crested Rectangular Weir Controls 0.00 cfs)
3819 Proposed Conditions Typ ///24-h f -Year [+inf ll= .5 ft
Prepared by The Morin-Cameron Group, Inc. 1 *rated 3 /201
HLdroCADO . -1 00401 0 2014-HydroCAD Software Solutions L C Pa e
Summary for Pond P : Subsurface Detention
Inflow o Area w , 88.34°o Impervious, Inflow Depth
.01" for 10-Year event
Inflow = 2.16 cfs @ 12.13 hrs, Volume 2,490 cf
Oufflow 0.93 cfs @ 12.33 hrs, Volu e= 2,094 cf, Atten= 7%, Lag= 12.2 min
Primary 0.93 cfs 12.33 hrs, Volume= 2,094 cf
Routing by Stor-Ind method, Time Span= .00-3 .0o hrs, dt=0.01 hrs
Peak Elev-241. 9' @ 12.33 hrs Surf. rea= 2,639 f Storage= 1,1 f
Plug-Flow detention time 26.8 miry calculated for 2,094 f 84% of inflow)
Center- f-glass det. tire= 20.7 min 760.7-74 .0
Volume Invert Avaii.Stora a Storage Description
# A 240.70' 947 cf 16.,80'W87,65%x 1.82'HField
2,527 cf Overall - 160 cf Embedded 2,367 cf x 40.0%Voids
#2A 241.20' 180 cf C P 8 x 16 Inside#
inside= 8.U'W x 8.0"H => 0.47 sf x 20.001= 9.4 of
Outside= 9.9"W x 9.9"H = .47 sf x 20. 0'L=9.4 of
4 Rows of 4 Chambers
o. of Header x 0.47 sf x 2= 10.1 cf I aside
#3 241.20' 37 cf 8.0" Round Pipe storage x 2
L=537
#4C 24 .7 ' 731 of 16.80'W x 87.66%x 1.8 'H Field C
1.951 of Overall - 123 of Embedded = 1,828 cf x 40.0%Voids
# C 241.20' 123 cf CPP 8 x 12 inside#4
Inside= 8.0"HIV x 8.0"k => 0.47 sf x 20.00% 9.4 cf
outside= 9.9"W x 9.9" _> 0.47 sf x 20.001 9.4 cf
4 Rows vs of 3 Chambers
1 o.80' Header x 0.47 sf x 2 10.1 f Inside
240.8 ' 34 cf 4.00T x 2.70" Vertical Cone/Cylinder
2,033 cf Total Available Storage
Storage Group A created with Chamber Wizard
Storage Group C created with Chamber Wizard
Device Rouqnq invert outlet Devices
#1 Primary 24 .1o' 10; ' long 2. ' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50
C ef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.892.88 2.85
3. 7 3.20 3.32
#2 Device 1 240. " ' 2. " Round Culvert
L=47.0' CPI , projecting, no headwall, Ke= 0.909
Inlet#outlet Invert= 240.7 '/240. ' S .0 43' ' Cc 0.900
= 0.012 Corrugated PE, smooth interior, Flow Area 0.79 sf
##3 Device 2 240.7 ' 1 "Vert. Orifice/Grate C=0.600
#4 Device 2 24 .30' 12.0"W x 3.8" H pert. Orifice/Grate C= 0.890
#5 Device 2 4 .8 ' 10. "W x 3.0" H Vert.Orifice/Grate C 0.609
#6 Device 2 242. ' 4. ' long x . r breadth Broad-Crested Rectangular guar Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
3819 Proposed Conditions Type H/2 - r -Year in ll� . "
Prepared by The Morin-Cameron Grp, Inc. Printed 39
HydroCADO 10.00-13 s/n 00401 @ 2014 HLdroCAD Software Solutions LLC Page 9
C ef. English 2.80 2.92 3.08 3.30 3.32
r1mary OutFlow Max=0.98 ofs @ 12.33 hrs W=241. 9' (Free Discharge)
=Broad-C rested Rectang ula r Wet r (Passes 0.93 cfs of 1 .82 cfs potent!ai flow)
.2=Culvert (Passes 0.93 cfs.of 1,98 efs potential flow
N= r i e/Grate (Orifice Controls 0.18 cfs @ 3.70 fps)
=Orifice/Grate Trifle Controls 0.61 ofs @ 2.45 fps)
=Orifice/Grate (Orifice Controls 0.14 cfs @ 1.20 fps)
�Broad-Crested Rectangular Weir Controls 0.00 ofs
3819 Proposed Conditions Type ///2 - r -Year Rainfall= .50"
Prepared by The Morin-Cameron Group, Inc. Printed /1612019
hLdroCADO1 . 0- 3 sin 00401 0 2014 1roC D Software Solutions LLC Page 19
Summary for Subcatchment Ps2# Proposed Parking Area
Runoff F . 2 cfs 12.08 hrs, Volume= 13,127 of, Depth 5.33"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CIS, Time Span0.00-36.00 hrs, dt=0.01 hrs
Type III 24-fir 100-Year Rainfall . "
Area CN Description
19,591 98 Paved parking, HSG C
91942 74 75% Grass cover, Good, SG C
29,533 90 Weighted Average
91942 33. 6% Pervious Area
1%591 66.34% Impervious Area
T Length Slope Velocity Capacity Description
(minj._......,Leqt) LftLftjLfUsec)
6.0 Direct Entry, Direct Entry
Summary for Subcatchment Psi* Existing side Yard
Runoff 0.45 f a� 12.09 hrs, Volume= 1 382 cf, Depth - 3.61,E
Runoff by SCS TR-20 method, =SCS, Weighted-CN, Time Span- 0.00-36.00 hrs, dt= 0.01 hrs
Type III 2 -hr 1 0-Year Rainfall=- .50"
Area sO CN
Description
1593 74 >75% Grass cover, Goo HSG C
40693 100. 0% Pervious Area
Te Length Slope velocity Capacity Description
Iryfin),_ Yftjfe ifs
.0 Direct Entry, Direct Entry
Summary for Reach DP2: NORTH WEST OF BUILDING
Inflow Area 34,126 sf, 57. 1% Impervious, Inflow Depth 2.34" for 1 ear event
Inflow - 2.52 of @ 12.21 hrs, 1 olur e= 6,654 of
Outflow = 2.52 cfs @ 12.21 hrs, volume= 6,654 of, Atten %, Lag=0.0 rein
Routing by Stor-Ind+Trans method, Time Span= . -35. hrs, dt= 0.01 hrs
Summary for Pond P : Infiltration Basin
Inflow Area 29,533 s , 6 .34 Impervious, Inflow Depth = 5.33" for 1 - earr evert
Inflow 4.02 ofs @ 12.08 hrs, of u m e= 13,127 of
Outflow 3.71 cfs @ 12.12 hrs, volume= 13,127 of, Men= %, Lag= 1.9 miry
Discarded = 0.21 ofs @ 12.12 hrs, Volume 7,458 o
Primary 3.50 cfs @ 12.12 hrs, Volume= 5,669 cf
Secondary- 0.00 ofs 0.00 hrs, Volur e- 0 Cf
3819 Proposed Conditions Type N 2 -fir Year Rainf & . "
Prepared by The Morin-Cameron Group, Inc. Printed 311 /201 g
droCAD 10.0 -13 s1n 040'1 02014Hydr AD Software Solutions LLC Pag 11
Routing ting by Stor-Ind method,Time Span .0 -30.0 hrs, dt= 0.01 hrs
Peak Elev= 242. ' @ 12.12 hrs Surf.Area= 3,748 sf Storage= 1,884 cf
Plug-Flow detention times 49.3 miry calculated for 13,127 of 1 0%of Inflow)
Center-of-1 lass det. time=49.3 min 31.4--782.2
Volume Invert Avail.Stora a Storage Description
1 241.90' 2,24 cf Custom Stage Data(Prismatic)Listed below(Recalc)
Elevation Surf.Area In .Store Cum.Store
(feet) -ft (cubic-feet) cubic-fe ,
241.90 724
242. 0 1;985 135 135
242.50 22913 11226 10360
242.75 41241 894 22254
Device Routing Invert Outlet Devices
1 Discarded 241.90' 2.410 1n hr Exfiltrat!o ever surface area
2 Primary 241.20' 8. " mound Culvert X 2.0 0 L=4 .0' Ke� 0.500
inlet 1 Outlet Invert 241.20' 241.20' S= 0.00 0 T C � 0.90
0.0 12, Flog Area=0.3 sf
Primary 241. 0' 8. " Round Culvert L= 117.0' Ke= 0.500
Inlet 1 Outlet Invert= 241. 0'/241.20' S= 0.0026 T C �0.90
n� .0 12, Flow Area- 0.35 sf
4 Device 2 242.50' 2. "' Hori . orifice/Grate X 2.00 C� 0.600
Limited to weir flog at low leads
Device 2 242.50' 4.0" H oriz. orifice/Grate C= 0.600 Umited to weir flow at low head
Device 3 242.50' 12. " H rl . Orifice/Grate X 2.00 C= 0.600
Limited to weir flow at low leads
7 Secondary 24 .70' 10,01 1ong x 2 .0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Do f. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
INscarded OutFlow Ma =0.21 efs @ 12.12 hrs bull=242. ' (Free Discharge)
1=Exf1ltrat1on cfiltration Controls 0.21 ofs)
Primary OutFlow Max=3. 1 cfs @ 12.12 hrs HWv 242. ' (Free Discharge)
24� ulve (Passes 2.56 cfs of 2.57 cfs potential flow)
1 � rlfl e/G rate (Weir Controls 1.28 cfs@ 1.30 fps)
;)=0r1fice/G rate (Weir Controls 1.28 cfs @ 1.30 fps)
-culvert (Barrel Controls 0.98 cfs @ 2.72 fps)
*��=Orfflce/Grate (Passes 0.96 ofs of 1.28 cfs potential flow)
§econdary OutFlow Ma 4.00 ofs @ 0.00 hrs HW=241. 0' (Free Discharge)
=B road-C rested Rectangular Weir Controls 0.00cfs)
819 Proposed conditions Type ///24-hr 00-Fear F i r 1l=6#50"
Prepared by The Morin-Cameron Group, Inc. Printed 3 2019
IjLdroCADO . o-`i /n 00401 0 2014 H droCAD Software Solutions LLG Pgge 12
Summary for Pond P2: Subsurface Detention
Inflow Area - 29,533 sf, 6 .34% Impervious, Inflow Depth 2.30" for too-Year evert
Inflow 3.50 cfs @ 12.12 hrs, Volume e , 9 cf
Ou
tflo 2.27 s @ '12.22 hrs, ol�.mew ,272 cf, At er =3 %, Lague l
r
Primary 2.27 cfs @ 12.22 hrs, Volume= 5,272 cf
Routing y Stor-Ind method, Time Span 0.00-3 .0 hr , dt=0.01 hrs
Peak Elev 242.37' @ 12.22 hrs S rf.Ar a= 2,466 sf Storage= 1 f
Plug-Flog detention time 23.3 miry calculated for 6,271 cf 93° of inflow
Center-of-Mass detr time 16.7 rn in 758.1 -741.
Volume Invert Avail.S ora a Storage Description
##1A 240.70' 947 of 1 .8 iW x 87.651 x 1,82'H Field A
2, 27 cf Overall - 160 cf Embedded 2,367 cf x 4 .0%Voids
#2A 241.2 ' 160 cf CPP 8 x 16 Inside
Inside 8.0
Outside= 9.9"W x , "H = .47 sf x 20.001 9.4 of
4 Rows s of 4 Chambers
10. 0' deader x 0.47 sf x 2 10.1 cf Inside
3 241.20' 37 of .0" Round Pipe Storage x 2
L= 3.7'
##4C 240.7 ' 731 cf 4 .80'W x 7. 6'L x 1.82'H Field e
1,951 cf Overall - 123 cf Embedded 1,828 of x 40.0%Voids
# C 24 .20' 123 cf CPP 8 x 12 Inside##4
inside= . " V x 8-0"H => 0.47 sf x 20.00%= 9.4 of
Outside= 9.9"W x 9.9"H = .47 sf x 20.0 1 9.4 of
4 Fos of Chambers
1 . o' Header x 0.47 sf x 2 10.1 cf Inside
#6 240. ' 34 cf 4. 0'D x 2.70'H Vertical Conelc llinder
21033 of Total Available Storage
Storage Group A created with Chamber Wizard
Storage Group C created with Chamber Wizard
Device Routing tin Invert Outlet Devices
Primary 241.10' 1 o. ' long � 2. ' breadth Broad-Crested Rectangular Weir
Head (feet) .2 0.40 0. 0.801.0 .2 .40 1.60 1.80 2.00
2.50 3. 0 3.50
Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85
3.07 3.20 3.32
2 Device 1 240.70' #o" Round Culvert
L 47.0' CPP, projecting, no headwall, Ke= 0.900
I nlet 10 utlet I nvert=240.70' 240. ' S=0.0043' ' Cc= 900
= 0.012 Corrugated PE, smooth interior, Flow Area- 0.79 sf
3 Device 2 240.70' * "Vert. orifice/Grate C= 0.600
#4 Crevice 2 241.30' 12. "W x 3.0" H Vert,oritloe/Grate C= 0.600
#5 Device 2 244. ' 1 . "VIA x 3.0" H alert. orifice/Grate C= o. o
Device 2 242.4 ' 4. ' long x 0. ' breadth B road-Crested Rectangular We!r
Head (feet) 0.20 0.40 0.60 0.80 1.0
3819 Proposed conditions Type it/2 - r -Year Rainfall=6.5 #►
Prepared by The Morin-Cameron Group, Inc. Printed 3115/2019
Hi droCA 0. - 3 s/n 00401 @ 2014roCAD Software Solutions LLC Page 13
Coef. (English) 2;30 2.92 3.08 3.30 3.3
Primary Oufflow Max=2.27 cfs @ 12.22 hrs HWl .3 ' (Free Discharge)
t.4~Broad-crested Rectangular lar err (Passes 2.27 cfs of 38.84 cfs potential flog)
~:3=0
ulvert (Passes 2.2 cfs of 3.23 cfs potential flow)
rifice/Grate (Orifice Controls 0.27 cfs @ 5.42 fps)
=0rifioe/Grate (Orifice Controls 1.17 cfs @ 4.67 fps)
-orifice/Grate (Orifice Controls 0.83 cfs @ 4.00 fps)
Br at-crested Rectangular Weir Controls 0.00 cfs)
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PROPOSED SUBCATCHMENT FLAN FIGURE 5 The,,
100 1 LL 1 STREET M
orin-Cameron
(ASSESSOR'S MAP 9W,LOT 54) Y
NORTH ANDOVER, MASSACHUSETTS OATS; FEBR ARY 13, 019 Y �_ US
]] PREPARED FOR: REV.: 1 1 CPAI ENONEERS I ENMRONME r oNI TAWS
y GOURMET S l LT FOODS i 1�. y F Q SURMOR I LAM USE PLANNERS
N am rrmud DQWm imasAmmm 4m
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