Drainage ReportPARKER LANE
IN
BARNSTABLE,MA
DRAINAGE REPORT
APPLICANT:
WILLIAN EAGAN
70 NEWPORT AVENUE
OSTERVILLE,MA 02655
ENGINEER:
GALLAGHER ENGINEERING
4 WINDSOR DRIVE
FOXBORO,MA 02035
December 1,2022
Drainage Narrative:
The drainage system that is being proposed as part of the roadway improvements to Parker Lane
is designed to mitigate the increase in stormwater runoff that results from the widening of the
roadway and the construction of the gravel turn around that is proposed at the end of the
improvements.
The improvements result in an increase of gravel surface of 4,800 square feet.Of that increase,
3500 square feet is directed through the drainage swale into the infiltration basin located
southeast comer of Lot 3A and 1300 square feet is directed through the drainage swale and into
the leaching catchbasin located on the west side of Service Road.
The following calculations show that the proposed infiltration basin has the capacity to contain
the runoff volume for the increased gravel area up to the 100 year storm.
Runoff volume of increase =1,159 C.F.
Basin storage volume =1,340 C.F.
The leaching catchbasin has the capacity to contain the runoff volume for the increased gravel
roadway up to and including the 10 year storm event.
Runoff volume of increase =234 C.F.
Catchbasin storage volume =283 C.F.
Given the soil conditions that exist at the site,the effect of infiltration of stormwater within the
leaching catchbasin would allow for mitigation of the 100 year storm.
Estimating Runoff Technical Release 55
Urban Hydrology for Small Watersheds
Chapter 2
Table 2-2a Runoff curve numbers for urban areas Jj
Cover description ----------
Curve numbers for
--hydrologic soil group ---
Average percent
impervious area '!!Cover type and hydrologic condition A B C D
Fully developed urban areas (vegetation established)
Open space (lawns,parks,golf courses,cemeteries,etc.)Q{:
Poor condition (grass cover <50%).
Fair condition (grass cover 500Aito 75%).
Good condition (grass cover>75%).
Impervious areas:
Paved parking lots,roofs,driveways,etc.
(excluding right-of-way).
Streets and roads:
Paved;curbs and storm sewers (excluding
right-of-way).
Paved;open ditches (including right-of-way).
Gravel (including right-of-way).
Dirt (including right-of-way).
Western desert urban areas:
Natural desert landscaping (pervious areas only)~.
Artificial desert landscaping (impervious weed barrier,
desert shrub with 1-to 2-inch sand or gravel mulch
and basin borders).
Urban districts:
Commercial and business .
Industrial .
Residential districts by average lot size:
118 acre or less (town houses).
114 acre .
1/3 acre .
1/2 acre .
1 acre .
2 acres .
Developing urban areas
Newly graded areas
(pervious areas only,no vegetation)PI .
Idle lands (eN's are determined using cover types
similar to those in table 2-2c).
68 79 86 89
49 69 79 84
39 61 74 80
98 98 98 98
98 98 98 98
~
89 92 93
85 89 91
82 87 89
63 77 85 88
96 96 96 96
85 89 92 94 95
72 81 88 91 93
65 77 85 90 92
38 61 75 83 87
30 57 72 81 86
25 54 70 80 85
20 51 68 79 84
12 46 65 77 82
77 86 91 94
1 Average runoff condition,and Ia =0.2S.
2 The average percent impervious area shown was used to develop the composite CN's.Other assumptions are as follows:impervious areas are
directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to open space in
good hydrologic condition.CN's for other combinations of conditions may be computed using figure 2-3 or 2-4.
3 CN's shown are equivalent to those of pasture.Composite CN's may be computed for other combinations of open space
cover type.
4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage
(CN =98)and the pervious area CN.The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition.
5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4
based on the degree of development (impervious area percentage)and the eN's for the newly graded pervious areas.
(210-VI-TR-55,Second Ed.,June 1986)2-5
Worksheet 2:Runoff curve number and runoff
DateIJ..·•.~~
Checked
Soil name Cover description CN 11 Area Product
and of
hydrologic CN x area
group N C')..•.jiiGacresNNc\J
(cover type,treatment,and hydrologic condition;percent Q)!!!!!!Dmi2(appendix A)impervious;unconnected/connected impervious area ratio):0 =>=>
~C>C>0%u:::u:::
TyJ1l /J ~12.19-1JJL 12~J;/)wl9y 714 ~.tS
Date
jj Use only one CN source per line Totals.dt09
=----------UseCN.I 7~eN (weighted)=total product =
total area
J1,'"'\,,'"v "',.'".-,.,'<..-
;;/2.~unoff _,,-0 ,..,--'.-
Storm #1 Storm #2 Storm #3
Frequency .................................................yr
Rainfall,P (24-hour)..................................in
Runoff,Q ..................................................in
(Use P and CN with table 2-1,figure 2-1.or
equations 2-3 and 2-4)
D-2 (210-VI-TR-55,Second Ed.,June 1986)
Worksheet 2:Runoff curve number and runoff
ProjectPM.U~L~J.J£By r.j~DateIJ.-/-:J':I..
Location1J~$TlltJt.S.Ch3--DateIJ-I-~)..
Check one:D Present IRIDeveloped I~~II!/JII)A,IJAJlJh 70
Soil name Cover description CN .11 Area Product
and of
hydrologic CN x area
group C\J ~z ~acresN(cover type,treatment,and hydrologic condition;percent ~!!!!!!Dmi2(appendix A)impervious;unconnected/connected impervious area ratio).0 :::>::>
~0>0>0%iI:iI:
7Yll.1':1 1-~J4.VI'-ICGI9IJWRY 7~".03
.11 Use only one CN source per line Totals.IJ ,()J ?~
------=---Use eN.I 7ft;eN (weighted)=total product =
total area
Storm #1 Storm #2 Storm #3
Frequency yr
Rainfall,P (24-hour)in
D-2 (210-VI-TR-55,Second Ed.,June 1986)
Runoff,Q in
(Use P and CN with table 2·1,figure 2·1,or
equations 2·3 and 2-4)
Sf/L)
Hydrograph Return Period Recap
Hyd.Hydrograph Inflow Peak Outflow (cfs)Hydrograph
No.type Hyd(s)description
(origin)1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ----0.08 ----0.16 0.21 --0.29 Increased roadway runnoff to basin
2 SCS Runoff ----0.03 -----0.06 0.08 ---0.11 Increased roadway runnoff to catchba
Proj.file:Parker Lane.gpw Sunday,Dee 42022,2:14 PM
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report
Hyd.Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No.type flow interval peak hyd(s)elevation storage description
(origin)(cfs)(min)(mln)(cuft)(ft)(cuft)
1 SCS Runoff 0.08 5 730 314 ---Increased roadway runnoff to basin
2 SCS Runoff 0.03 5 730 118 ------Increased roadway runnoff to catchba
Parker Lane.gpw Return Period:2 Year Sunday,Dee 42022,2:14 PM
Hydraflow Hydrographs by Intelisolve
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday,Dee 42022,2:14 PM
Hyd.No.1
Increased roadway runnoff to basin
Hydrograph type =SCS Runoff Peak discharge =0.08 cfs
Storm frequency =2 yrs Time interval =5 min
Drainage area =0.080 ac Curve number =76
Basin Slope =0.0%Hydraulic length =Oft
Tc method =USER Time of conc.(Tc)=10.00 min
Total precip.=3.20 in Distribution =Type III
Storm duration =24 hrs Shape factor =484
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
Hydrograph Volume =314 cuft
Increased roadway runnoff to basin
Hyd.No.1 --2 Yr Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
20 23 25
Time (hrs)
0.03
\
~
"-.----
0.02
0.01
0.00 o 13 15 1835810
--Hyd No.1
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday,Dee 4 2022,2:14 PM
Hyd.No.2
Increased roadway runnoff to catchbasin
Hydrograph type =SCS Runoff Peak discharge =0.03 cfs
Storm frequency =2 yrs Time interval =5 min
Drainage area =0.030 ac Curve number =76
Basin Slope =0.0%Hydraulic length =Oft
Tc method =USER Time of conc.(Tc)=10.00 min
Total precip.=3.20 in Distribution =Type III
Storm duration =24 hrs Shape factor =484
Q (cfs)
0.10
Hydrograph Volume =118 euft
Increased roadway runnoff to catchbasin
Hyd.No.2 --2 Yr Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
20 23 25
Time (hrs)
0.09
)1"--
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00 a 10 13 15 18583
--HydNo.2
Hydrograph Summary Report
Hyd.Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No.type flow interval peak hyd(s)elevation storage description
(origin)(cfs)(min)(min)(cuft)(ft)(cuft)
1 SCS Runoff 0.16 5 730 624 -----Increased roadway runnoff to basin
2 SCS Runoff 0.06 5 730 234 -------Increased roadway runnoff to catchba
Parker Lane.gpw Return Period:10 Year Sunday,Dee 42022,2:14 PM
Hydraflow Hydrographs by Intelisolve
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday,Dee 4 2022,2:14 PM
Hyd.No.1
Increased roadway runnoff to basin
Hydrograph type =SCS Runoff Peak discharge =0.16 cfs
Storm frequency =10 yrs Time interval =5 min
Drainage area =0.080 ac Curve number =76
Basin Slope =0.0%Hydraulic length =Oft
Tc method =USER Time of conc.(Tc)=10.00 min
Total precip.=4.70 in Distribution =Type III
Storm duration =24 hrs Shape factor =484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
Hydrograph Volume =624 cuft
Increased roadway runnoff to basin
Hyd.No.1 --10 Yr Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
20 23 25
Time (hrs)
0.15
~
<.
0.10
0.05
0.00 a 8 13 15 183510
--Hyd No.1
II +/5"
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday,Dee 42022,2:14 PM
Hyd.No.2
Increased roadway runnoff to catchbasin
Hydrograph type =SCS Runoff
Storm frequency =10 yrs
Drainage area =0.030 ac
Basin Slope =0.0%
Tc method =USER
Total precip.=4.70 in
Storm duration =24 hrs
Peak discharge
Time interval
Curve number
Hydraulic length
Time of conc.(Tc)
Distribution
Shape factor
=0.06 cfs
=5 min
=76
=0 ft=10.00 min
=Type III
=484
Q (cfs)
0.10
Hydrograph Volume =234 cuft
Increased roadway runnoff to catch basin
Hyd.No.2 --10 Yr Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
20 23 25
Time (hrs)
0.09
\
~
"'--~
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00 o 8 1810131535
--Hyd No.2
J~f'<
Hydrograph Summary Report
Hyd.Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No.type flow interval peak hyd(s)elevation storage description
(origin)(cfs)(min)(min)(cuft)(ft)(cuft)
1 SCS Runoff 0.29 5 730 1,159 --------.•.Increased roadway runnoff to basin
2 SCS Runoff 0.11 5 730 435 -----Increased roadway runnoff to catchba
Parker Lane.gpw Return Period:100 Year Sunday,Dee 42022,2:14 PM
Hydraflow Hydrographs by Intelisolve
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday,Dee 42022,2:14 PM
Hyd.No.1
Increased roadway runnoff to basin
Hydrograph type =SCS Runoff Peak discharge =0.29 cfs
Storm frequency =100 yrs Time interval =5 min
Drainage area =0.080 ac Curve number =76
Basin Slope =0.0%Hydraulic length =Oft
Tc method =USER Time of cone,(Tc)=10.00 min
Total precip.=7.00 in Distribution =Type III
Storm duration =24 hrs Shape factor =484
Q (cfs)
0.50
Hydrograph Volume =1,159 cuft
Increased roadway runnoff to basin
Hyd.No.1 --100 Yr Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
20 23 25
Time (hrs)
0.45
\l-J "---I---
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00 o 15 183581013
--Hyd No.1
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Sunday,Dee 42022,2:14 PM
Hyd.No.2
Increased roadway runnoff to catchbasin
Hydrograph type =SCS Runoff Peak discharge =0.11 cfs
Storm frequency =100 yrs Time interval =5 min
Drainage area =0.030 ac Curve number =76
Basin Slope =0.0%Hydraulic length =Oft
Tc method =USER Time of conc.(Tc)=10.00 min
Total precip.=7.00 in Distribution =Type III
Storm duration =24 hrs Shape factor =484
Q (cfs)
0.50
Hydrograph Volume =435 euft
Increased roadway runnoff to catch basin
Hyd.No.2 --100 Yr Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
20 23 25
Time (hrs)
0.45
A
1"-
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00 o 3 1858101315
--Hyd No.2
GALLAGHER ENGINEERING
4 Windsor Drive
Foxboro,MA 02035
(508)543-9894
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