HomeMy WebLinkAbout83-1414 - Site Plan - Sheet2F.
PLAN PAVEMENT DIMENSIONS, DRAINAGE & GRADING
FLARED END SECTION (FES1) i
i
12" HDPE FROM CB8 MANHOLE 1
SEE DETAIL SHEET 3
I
18'0 SMOOTH BORE _
HDPE PIPE •+
12' HDPE FROM LT9
00
FRAME
I
F.
PLAN PAVEMENT DIMENSIONS, DRAINAGE & GRADING
FLARED END SECTION (FES1) i
i
12" HDPE FROM CB8 MANHOLE 1
SEE DETAIL SHEET 3
I
18'0 SMOOTH BORE _
HDPE PIPE •+
12' HDPE FROM LT9
00
FRAME
DATE: MAY 7, 1997
EXCAVATOR: BORTOLOTTI
OUTLET
B.O.H. AGENT: NA
u
SOIL TEST DATA
FRAME
DATE: MAY 7, 1997
EXCAVATOR: BORTOLOTTI
OUTLET
B.O.H. AGENT: NA
NO
ENGINEER: DOWN CAPE ENGINEERING, INC.
I
I
LOCATION: TP2
9' WIDE GATE
LOCATION: TP1 ELEV. DEPTH
INV.
ELEV.. DEPTH 27.4 0.0
I
26.7 0.7
ORG. LOAM
26.3 0.0 26.1 1.3
Y SAND
25.5 0.8 ORG. LOAM
LOAMY SAND
LOAMY SAND
AND GRAVEL
24.0 2.3 TR. FINE GRAVEL 24.2 3.2
5
COARSE SAND '& GRAVEL
COARSE SAND
23.0 3.3
19
17
COARSE SAND
17.85
TR. GRAVEL
15.85
21.3 5.0 PERC 2 MIN./IN
z
0-16
20.7 6.7
PERC 2 MIN./IN
17.4 10.0
LT3
17.05
BOTTOM
2:1 SLOPE J,
NO GROUNDWATER
14.3 12.0
CB4
BOTTOM
14
NO GROUNDWATER
16.85
LOCATION: TPS
I z
0
ELEV. DEPTH ORG. LOAM LOCATION:
TP44
16.9 0.0 LOAMY SAND ELEV. DEPTH
20.6
16.7
I Qt
I 41 *
16.2 0.7 16.1 0.0
A
COARSE SAND
BURRIED DEBRIS
5% GRAVEL
PEASTONE
14.1 2.0
15.85
LT6
MED. SAND
12.9 4.0
TR. GRAVEL
MED -COARSE SAND
98
10.0 6.1
EST. HIGH GW
9.3 7.6 EST. HIGH GW 9.1 7.0
OBS. GW
8.4 8.5 OBS. GW
BOTTOM 7.6 8.5
Cb
USGS HIGH GROUNDWATER EST,
BOTTOM
INDICATOR WELL• MIW-29 USGS HIGH GROUNDWATER
EST,
ZONE: C INDICATOR WELL-
DATE: 4/97
MIW-29
ZONE:
ADJ. FACTOR:
C
.9 DATE:
4/97
NOTE., HOLE CAVED IN BEFORE ADJ. FACTOR:
.9
GOOD GROUNDWATER MEASUREMENT
J
COULD BE MADE.
14.30
NOTE,
1. ORG. LOAM (TOPSOIL) MAY BE STRIPPED, STOCKPILED AND RE -USED AS PLANTING
SOIL FOR LAWNS PROVIDED IT IS PROCESSED TO MEET THE REQUIREMENTS OF THE
SPECIFICATIONS.
c�
2. LOAMY SAND OR LOAMY SAND AND GRAVEL (SUBSOIL) SHALL BE REMOVED FROM
TO 3 FT BELOW PAVEMENT AND BELOW AND 10' LATERALLY FROM DRAINAGE
STRUCTURES TO ITS MAXIMUM DEPTH. LOAMY SAND AND GRAVEL MAY BE USED
FOR FILL OUTSIDE OF THE PAVEMENT AREA. -
3. MEDIUM SAND MAY BE USED AS FILL IN ALL AREAS.
11
4. ALL EXCESS SOIL MATERIALS SHALL BE REMOVED FROM SITE.
SCHEDULE OF ELEVATIONS
FRAME
OUTLET
INLET
OUTLET
���(`(�p� �
``��JJ
NO
TRENCH
I
I
ELEV
9' WIDE GATE
STCT.
INV.
O
I
CHAMBERS
LENGHT
2:1 SLOPE
22.9
18.65
LTl
18.45
16.45
5
40
I
22,3
19
17
12'
17.85
15.85
7
z
0-16
CB3
21.5
17.25
LT3
17.05
W15
2:1 SLOPE J,
10
77
CB4
21.3
14
LT4
16.85
I z
0
10
13
o�
BOTTOM LEVEL
20.6
O �_
I Qt
I 41 *
N
A
AT ELEV 13.0
11
84
I "' 00
20.1
15.85
LT6
15.65
2:1 SLOPE
13.65
13
98
CB7
19.8
.15,55
LT7
15.35
Cb
Cb
77
CBS
19.2
14.95
LT8
14.75
14.75
12.75
9
69
CB9
18.5
14.50
J
14.30
14.30
2:1 SLOPE
O
98
c�
1918
mem.
0
15.35
w
11
SLOPE 5:1 MAX
MH1
14.55
TO EXISTING GRADE
2:1 SLOPE
18.00
14.1
FROM LT9
O
I
FES1
13.35
13.00
OVERFLOW E 15,75
L
---------Q--------------
I
24'---
6' HIGH CHAIN LINK FENCE
SCHEDULE OF ELEVATIONS
LO
WOD
I�,',' c)
m
cli CN
MM i�1i V
Coco
��
V J
Q y.,
V .0
0
STORMWATER MANAGEMENT COMPLIANCE DATA: -�
STANDARD #i: No discharge of stormwater to wetlands
The destination of runoff from the portion of this site to be
affected by construction is vegetated wetland bordering on
drainage ditches and cranberry bog drainage systems, and
ultimately. Lewis Bay -
. Treatment of stormwater runoff from impervious areas prior to
discharge is required.
STANDARD 42: Post Development peak runoff rates must not exceed
pre -development runoff. rates.
Town of Yarmouth Regulations require recharge of lOo% of
stormwater runoff generated on site during a 25yr storm.
Therefor, the peak rate of runoff will remain approximately the
same as pre -development conditions for storms with a return
frequency of 25yr or less. The 100yr storm will likely be
accompanied by coastal flooding to the margins of the proposed
parking area.
STANDARD #3: Loss of annual recharge
The proposed drainage system will infiltrate all runoff from
storms with a return frequency of 25yr or less. The recharge
capacity of the drainage system is therefor greater than required
of meet this standard.
STANDARD 04: TSS removal
This project will incorporate water quality inlets at each of the
ten infiltration units to be Placed under the pavement of the
proposed Parking area.
Each infiltration unit consisting of a stone trench 6.8' wide and
three foot deep is considered equivalent to an infiltration basin
yielding an 80% TSS removal.... Pretreatment in a water quality
inlet is considered to provide 25% removal of .TSS.
EFFECTIVE TSS REMOVAL: 85%
STANDARD #9 Operation and Maintenance Plan
Maintenance of this drainage system will be annual inspection of
each catch basin,.and periodic removal of accumulated sediments
when the level of accumulation is within two feet of the outlet
trap.
In addition, the overflow basin (FES1) will be annually inspected .
and sediments removed as required.
Drainage inlets''wiil be kept free of leaves and debris which
would decrease inlet capacity. .:
The parking lot will be swept free of sand and debris annually
after the last snowfall.
Y=
� � •AAdA ,
� f
t
j.
O
0
v1
0 1
O
W
D_
LIJ0
o
H = H p
o ¢ o z 03LL
mzw`
>_ Q _J
= w U
0
CD
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K
Q w
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z
N
a
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o V) < �_
U O UV) w
Z O w
V)
Q X Q y
CL Q O W
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QEL
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w
d W Er
U
w X 0_ 7
0_ ur . O
Qw
U 5 '-
m
U
96-161
SHEET 2 OF 4
ETAIL - FL
NOTES: SECTION A - A
1. STONE FOR THIS STRUCTURE SHALL BE DURABLE BROKEN
ROCK WITH A SIX INCH MIN. DIMENSION. EACH STONE
SHALL WEIGH NOT LESS THAN 15 POUNDS NOR MORE
THAN 75 POUNDS. AT LEAST 75% OF THE VOLUME SHALL
CONSIST OF STONES WEIGHING NOT LESS THAN 50 POUNDS EACH.
ARED END SECTION (FES1)
1/4" = 1'- 0"
FRAME
OUTLET
INLET
OUTLET
BOT
NO
TRENCH
STRUCTURE"
ELEV
INV.
STCT.
INV.
INV.
TRENCH
CHAMBERS
LENGHT
CB1
22.9
18.65
LTl
18.45
16.45
5
40
CB2
22,3
18.05
LT2
17.85
15.85
7
55
CB3
21.5
17.25
LT3
17.05
15.05
10
77
CB4
21.3
17.05
LT4
16.85
14.85
10
77
CB5
20.6
16.35
LTS
16.15
14.15
11
84
C116
20.1
15.85
LT6
15.65
13.65
13
98
CB7
19.8
.15,55
LT7
15.35
13.35
10
77
CBS
19.2
14.95
LT8
14.75
14.75
12.75
9
69
CB9
18.5
14.50
LT9
14.30
14.30
12.30_
13
98
CB10
1918
15.55
LT10
15.35
13.35
11
84
MH1
14.55
FROM LTB
FRAME & COVER
18.00
14.1
FROM LT9
FES1
13.35
13.00
OVERFLOW E 15,75
LO
WOD
I�,',' c)
m
cli CN
MM i�1i V
Coco
��
V J
Q y.,
V .0
0
STORMWATER MANAGEMENT COMPLIANCE DATA: -�
STANDARD #i: No discharge of stormwater to wetlands
The destination of runoff from the portion of this site to be
affected by construction is vegetated wetland bordering on
drainage ditches and cranberry bog drainage systems, and
ultimately. Lewis Bay -
. Treatment of stormwater runoff from impervious areas prior to
discharge is required.
STANDARD 42: Post Development peak runoff rates must not exceed
pre -development runoff. rates.
Town of Yarmouth Regulations require recharge of lOo% of
stormwater runoff generated on site during a 25yr storm.
Therefor, the peak rate of runoff will remain approximately the
same as pre -development conditions for storms with a return
frequency of 25yr or less. The 100yr storm will likely be
accompanied by coastal flooding to the margins of the proposed
parking area.
STANDARD #3: Loss of annual recharge
The proposed drainage system will infiltrate all runoff from
storms with a return frequency of 25yr or less. The recharge
capacity of the drainage system is therefor greater than required
of meet this standard.
STANDARD 04: TSS removal
This project will incorporate water quality inlets at each of the
ten infiltration units to be Placed under the pavement of the
proposed Parking area.
Each infiltration unit consisting of a stone trench 6.8' wide and
three foot deep is considered equivalent to an infiltration basin
yielding an 80% TSS removal.... Pretreatment in a water quality
inlet is considered to provide 25% removal of .TSS.
EFFECTIVE TSS REMOVAL: 85%
STANDARD #9 Operation and Maintenance Plan
Maintenance of this drainage system will be annual inspection of
each catch basin,.and periodic removal of accumulated sediments
when the level of accumulation is within two feet of the outlet
trap.
In addition, the overflow basin (FES1) will be annually inspected .
and sediments removed as required.
Drainage inlets''wiil be kept free of leaves and debris which
would decrease inlet capacity. .:
The parking lot will be swept free of sand and debris annually
after the last snowfall.
Y=
� � •AAdA ,
� f
t
j.
O
0
v1
0 1
O
W
D_
LIJ0
o
H = H p
o ¢ o z 03LL
mzw`
>_ Q _J
= w U
0
CD
J
K
Q w
I
L) vi
z
N
a
N .J
o V) < �_
U O UV) w
Z O w
V)
Q X Q y
CL Q O W
O t;"
QEL
V)U j O_ N
w
d W Er
U
w X 0_ 7
0_ ur . O
Qw
U 5 '-
m
U
96-161
SHEET 2 OF 4
ETAIL - FL
NOTES: SECTION A - A
1. STONE FOR THIS STRUCTURE SHALL BE DURABLE BROKEN
ROCK WITH A SIX INCH MIN. DIMENSION. EACH STONE
SHALL WEIGH NOT LESS THAN 15 POUNDS NOR MORE
THAN 75 POUNDS. AT LEAST 75% OF THE VOLUME SHALL
CONSIST OF STONES WEIGHING NOT LESS THAN 50 POUNDS EACH.
ARED END SECTION (FES1)
1/4" = 1'- 0"