HomeMy WebLinkAboutSP-24-13 - Plans - Non-Record - 0039 Bowdoin StreetFIRST FLOOR0' - 0"
HIGH ROOF22' - 0"
LOW ROOF14' - 0"
MEZZANINE12' - 0"
METL SPAN SLATE GRAY
METL SPAN TERRACOTTA METL SPAN COPPER METALLIC
FIRST FLOOR0' - 0"
HIGH ROOF22' - 0"
LOW ROOF14' - 0"
MEZZANINE12' - 0"
METL SPAN TERRACOTTA
KAWNEER SUN SHADES
METL SPAN SLATE GRAY
METAL SPAN COPPER METALLIC
FIRST FLOOR0' - 0"
HIGH ROOF22' - 0"
MEZZANINE12' - 0"
METL SPAN SLATE GRAY
METL SPAN TERRACOTTA
FIRST FLOOR0' - 0"
HIGH ROOF22' - 0"
LOW ROOF14' - 0"
MEZZANINE12' - 0"
METL SPAN SLATE GRAY METL SPAN COPPER MAETALLIC
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JBA
JN
Issue Date
EXTERIORELEVATIONS
A4.009/21/2022 ZONING
DRAWINGS_NOT FORCONSTRUCTION
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1/8" = 1'-0"1 North
1/8" = 1'-0"2 South
1/8" = 1'-0"3 East
1/8" = 1'-0"4 West
No Date Revisions
1
RE
F
.
UP
RE
F
.
10
0
'
-
0
"
75' - 0"
125' - 0"
30
'
-
0
"
5'
-
6
"
72 SF
VESTIBULE
101
752 SF
LOBBY
102
15' - 5 1/2"12' - 6"12' - 6"12' - 6"12' - 6"13' - 2 1/2"20' - 6"
234 SF
PRESIDENT
105 234 SF
CEO
106
234 SF
VP
107
234 SF
BD
108
237 SF
ACCOUNTING
109
311 SF
PE
110
142 SF
PM5
111
142 SF
PM4
112
142 SF
PM3
113
142 SF
PM2
114
142 SF
PM1
115
163 SF
EST
116
207 SF
BID/EST
117
3091 SF
SHOP
118
423 SF
CONFERENCEROOM
119
5'
-
0
"
7' - 0"252 SF
STORAGE
120 62 SF
BATHROOM
122
228 SF
COPIER/PRINTER
123
40 SF
IT
124
53 SF
JC
125
156 SF
KITCHEN
126
443 SF
LOADING DOCK
127
MEZZANINE ABOVE
EXIT
EXIT
302 SF
OFFICE MAN.
RECEPTION
128
DISPLAY-GALLERY
52 SF
BATHROOM
121
6' - 6"6'
-
0
"
16
'
-
0
"
141 SF
EST
132
8'
-
1
0
"
6'
-
7
"
6' - 9 1/2"6' - 9 1/2"
47 SF
BATHROOM
134
6'
-
0
"
145 SF
SMALL
CONFERENCE
ROOM
137
163 SF
OFFICE
138
182 SF
OFFICE
139
56 SF
SHOP BATHROOM
140
PLOTTER
WORK COUNTER STORAGE/MAIL
14
'
-
9
1
/
2
"
11' - 6"11' - 2 1/2"12' - 5 1/2"
5'
-
1
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
9'
-
6
"
EXIT
MIN.
1' - 6"
CANOPY ABOVE
LOADING DOCKS, LANDINGS, STAIRS AND WALKS - SEE CIVIL/STRUCTURAL
SIDEWALK TO DRIVEWAY (PUBLIC WAY)
METAL STAIRS, 7" RISERS CONC. FILLED PANS. MTL HANDRAIL BOTH SIDES.
26' - 6"
PATIO SEE CIVIL
88
'
-
0
"
18
'
-
0
"
734 SF
MECHANICALROOM
130
119 SF
OFFICE
131
OPEN TO SHOP BELOW
MEZZANINE 10 PERSON MAX (TOTAL OFFICE SPACE = 780 SF)
118 SF
OFFICE
135505 SF
OPEN OFFICE
136
42" HIGH GUARDRAIL WITH 4' REMOVABLE SECTION.
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Project Number
JBA
JN
Issue Date
PROPOSED PLAN
A2.009/21/2022 ZONING
DRAWINGS_NOT FORCONSTRUCTION
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1/8" = 1'-0"1 FIRST FLOOR PROPOSED PLAN
1/8" = 1'-0"2 MEZZANINE
EXIT
No Date Revisions
1 11-7-22 Added Bike Storage
7,
7
0
8
.
5
6
s
q
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t
One long Term Bike Stage space and Locker.
1,673.18 sq ft
11,523.47 sq ft
D
R
EXISTING
HOUSE
EXISTING
GARAGE
390
388
386
390
390
390
396
397
399 393
392 391
390
391
391
391
395
395
391
393
394
389
387388
389
386
385
387
385
384
ME
A
D
O
W
L
A
N
D
D
R
I
V
E
FM
388
384
395
394
393
392
393
396
392
398
391
394
394 395
395
390
391392
393394395396397
356
355
35
0
360
347
346
346
357356
359
347348
350
351
353352 355
343
34
7
348
34
9
351
358
359
355
356
355 356
357
354
352
354
354
353
349
347
346
.
4
346
355
355
353
354
353
358
352
354
35
8
346
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
D
D
D
D
D
D
D
D
D
D
D D
D
D
D
D
n/f
GRANDVIEW
FARM, LLC
n/f
GPT
PROPERTIES
TRUST
n/f
CHASE PROPERTIES
n/f
NEAGLEY & CHASE
CONSTRUCTION
n/f
NORTHEAST
TERRITORIES, INC.
n/f
GREENFIELD
CAPITOL, LLC
n/f
MEADOWLANDS
BUSINESS COMPLEX
CONDOMINIUMS, LLC
n/f
GREENFIELD
CAPITOL, LLC
n/f
SBRC PROPERTIES,
LLC
n/f
BURLINGTON
PROPERTIES LIMITED
PARTNERSHIP
n/f
THE ROCK OF
GREATER
BURLINGTON INC.
n/f
SUPERTEMP
REALTY, LLC
n/f
BURLINGTON
PROPERTIES LIMITED
PARTNERSHIP
1" = 150'C1.0
OVERALL
SITE PLAN
1.UTILITIES SHOWN DO NOT PURPORT TO CONSTITUTE OR REPRESENT ALL UTILITIES LOCATED UPON OR ADJACENT TO THE SURVEYED
PREMISES. EXISTING UTILITY LOCATIONS ARE APPROXIMATE ONLY. THE CONTRACTOR SHALL FIELD VERIFY ALL UTILITY CONFLICTS. ALL
DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER. THE CONTRACTOR SHALL CONTACT DIG SAFE (888-344-7233) PRIOR TO ANY
CONSTRUCTION.
2.ALL EXISTING UTILITIES NOT INCORPORATED INTO THE FINAL DESIGN SHALL BE REMOVED OR ABANDONED AS INDICATED ON THE PLANS
OR DIRECTED BY THE ENGINEER.
3.THE CONTRACTOR SHALL MAINTAIN AS-BUILT PLANS (WITH TIES) FOR ALL UNDERGROUND UTILITIES. THOSE PLANS SHALL BE SUBMITTED
TO THE OWNER AT THE COMPLETION OF THE PROJECT.
4.THE CONTRACTOR SHALL REPAIR/RESTORE ALL DISTURBED AREAS (ON OR OFF THE SITE) AS A DIRECT OR INDIRECT RESULT OF THE
CONSTRUCTION.
5.ALL GRASSED AREAS SHALL BE MAINTAINED UNTIL FULL VEGETATION IS ESTABLISHED.
6.MAINTAIN ALL TREES OUTSIDE OF CONSTRUCTION LIMITS.
7.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK NECESSARY FOR COMPLETE AND OPERABLE FACILITIES AND UTILITIES.
8.THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR ALL ITEMS AND MATERIALS INCORPORATED INTO THE SITE WORK. WORK SHALL
NOT BEGIN ON ANY ITEM UNTIL SHOP DRAWING APPROVAL IS GRANTED.
9.IN ADDITION TO THE REQUIREMENTS SET IN THESE PLANS AND SPECIFICATIONS, THE CONTRACTOR SHALL COMPLETE THE WORK IN
ACCORDANCE WITH ALL PERMIT CONDITIONS AND ANY LOCAL PUBLIC WORKS STANDARDS.
10.THE TOLERANCE FOR FINISH GRADES FOR ALL PAVEMENT, WALKWAYS AND LAWN AREAS SHALL BE 0.1 FEET.
11.ANY DEWATERING NECESSARY FOR THE COMPLETION OF THE SITEWORK SHALL BE CONSIDERED AS PART OF THE CONTRACT AND SHALL
BE THE CONTRACTOR'S RESPONSIBILITY.
12.THE CONTRACTOR SHALL COORDINATE ALL WORK WITHIN TOWN ROAD R.O.W. WITH TOWN AUTHORITIES.
13.THE CONTRACTOR SHALL INSTALL THE ELECTRICAL, CABLE AND TELEPHONE SERVICES IN ACCORDANCE WITH THE UTILITY COMPANIES
REQUIREMENTS.
14.EXISTING PAVEMENT AND TREE STUMPS TO BE REMOVED SHALL BE DISPOSED OF AT AN APPROVED OFF-SITE LOCATION. ALL PAVEMENT
CUTS SHALL BE MADE WITH A PAVEMENT SAW.
15.IF THERE ARE ANY CONFLICTS OR INCONSISTENCIES WITH THE PLANS OR SPECIFICATIONS, THE CONTRACTOR SHALL CONTACT THE
ENGINEER FOR VERIFICATION BEFORE WORK CONTINUES ON THE ITEM IN QUESTION.
16.PROPERTY LINE INFORMATION IS APPROXIMATE AND BASED ON EXISTING TAX MAP INFORMATION. THIS PLAN IS NOT A BOUNDARY SURVEY
AND IS NOT INTENDED TO BE USED AS ONE.
17.IF THE BUILDING IS TO BE SPRINKLERED, BACKFLOW PREVENTION SHALL BE PROVIDED IN ACCORDANCE WITH AWWA M14. THE SITE
CONTRACTOR SHALL CONSTRUCT THE WATER LINE TO TWO FEET ABOVE THE FINISHED FLOOR. SEE MECHANICAL PLANS FOR RISER
DETAIL.
18.THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING TESTING AND INSPECTION SERVICES INDICATED IN THE CONTRACT DOCUMENTS,
TYPICAL FOR CONCRETE AND SOIL TESTING.
19.THE CONTRACTOR IS RESPONSIBLE FOR ALL LAYOUT AND FIELD ENGINEERING REQUIRED FOR COMPLETION OF THE PROJECT. CIVIL
ENGINEERING ASSOCIATES WILL PROVIDE AN AUTOCAD FILE WHERE APPLICABLE.
20.THE OWNER SHALL BE RESPONSIBLE FOR THE INSTALLATION OF ANY AND ALL SAFETY FENCES OR RAILS ABOVE EXISTING AND PROPOSED
WALLS. THE OWNER SHALL VERIFY LOCAL, STATE AND INSURANCE REQUIREMENT GUIDELINES FOR THE INSTALLATION AND VERIFY ANY
AND ALL PERMITTING REQUIREMENTS.
GENERAL NOTES
PROJECT
LOCATION
DSM
DSM
SAL
19145
APR. 7, 2022
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
LOCATION MAP
1" = 2000'
PROJECT
LOCATION
116
89
HI
N
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MEADOWLAND DR.
BO
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S
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TH
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P
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O
N
S
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.
RAN
D
A
L
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S
T
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KNOLL CIR.
NEAGLEY & CHASE
OFFICE BUILDING
9/21/22 DSM REVISED SITE LAYOUT
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S S
S
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ST
ST
ST
ST
ST
ST
ST
ST
E
E
E
S
S
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G
G
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G
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G
G
G
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
EX. HYDRANT
W
W
W
ST
ST W
8" D.I.
W
36' OF 8" D.I. WATER SERVICE
W/ CAP & THRUST BLOCK
S
S
S
S
S
S
W
W
W
W
W
W
W
W
W
W
W
W
W W W
ST
ST
ST
S
S
S
S
D
D
G
G
15" HDPE
15" HDPE
EX
I
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G
S
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W
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S
S
S
S
EX. CB
RIM 341.3
INV. 338.6 (4" E)
INV. 336.9 (18"
N)
EX.
UTILITY
CABINET
(TYP.)
18" HDPE w/
F.E.S.
INV. 335.8
18" HDPE
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
EX. CB
RIM 347.7
EX. CB
RIM 347.7
18" HDPE
EX. 8" WATER
SERVICE
INV. UNKNOWN
APPROX. LOCATION
8" PVC SEWER SERV.
INV. UNKNOWN
8"
D
.
I
.
W
A
T
E
R
M
A
I
N
10" D.I. WATER MAIN
76
'
X
3
'
X
6
'
C
O
N
C
R
E
T
E
B
O
X
C
U
L
V
E
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T
8" PVC
8" PVC
8" PVC
EX. SMH
RIM 346.3
INV. 335.5 (CL)
EX. SMH
RIM 340.3
INV. 332.6 (CL)
SEWER SERV.
18
"
H
D
P
E
B
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W
D
O
I
N
S
T
.
MEADOWLAND DR.
T
H
O
M
P
S
O
N
S
T
.
APPROXIMATE LIMITS
OF SOIL STOCKPILE
50' SETBACK
50
'
S
E
T
B
A
C
K
35' SETBACK
351
35
0
35
0
350
34
9
34
9
34
8
34
8
34
8
348347
3
4
7
34
7
347
346
346
346
345
34
5
345
344
344
3
4
4
344
343
343
3
4
3
343
342
34
2
3
4
2
342
341
34
1
3
4
1
341
340
340
339
339
338
338
337
33
7
33
6
SIG
N
SPR
I
N
G
?
WET
8" OAK
8" OAK8" OAK
8" MAPLE
8" MAPLE
8" MAPLE
(2) WATER DIG SAFE
MARKINGS
4" SPRUCE
2" SPRUCE
2" SPRUCE
4" SPRUCE
(3) 4" SPRUCE
(2) 4" SPRUCE
4" SPRUCE
4" SPRUCE
(3) 4" SPRUCE
4" SPRUCE
2" SPRUCE
2" SPRUCE
CMF
FLUCH
58" CRF
FLUCH
58" CRF
FLUSH(4) 6" FIR
2" FIR
EX. CB
RIM 341.4
INV. 339.3
(4" E)
INV. 336.3
(18" E)
INV. 336.3
(18" S)
INV. 336.2
(18" NW)
34
0
33
8
33
9
34
9
345
346
339 341
4" LINDEN
4" LINDEN
4" LINDEN
4" LINDEN
4" LINDEN
2" SPRUCE
710.87'
715.19'
23
0
.
2
2
'
23
0
.
5
1
'
LOT 7
3.96 AC.
TREE REMOVAL (TYP.)
8"
D
.
I
.
2" LOCUST
DSM
DSM
SAL
1" = 30'
19145
C1.1
EXISTING
CONDITIONS SITE
PLAN
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
LOCATION MAP
1" = 2000'
PROJECT
LOCATION
89
116
NEAGLEY & CHASE
OFFICE BUILDING
APR. 7, 2022
6/27/22 DSM REVISED WETLAND DELINEATION
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ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ST
ST
ST
ST
ST
ST
ST
ST
E
E
E
S
S
S
S
S
ET
C
ET
C
ET
C
ET
C
ET
C
S
T
S
S
ET
C
ET
C
ET
C
ET
C
ET
C
ET
C
ET
C
ST
ST
ETC
G
G
G
G
G
G
G
G
G
G
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
ST
ST
ST
ST
W
W
350
350
350
350
35
0
35
0
34
0
340340
340
ST
ST
S
S
S
S
S
S
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W W W
ST
ST
ST
ST
E
UT
S
S
S
S
S
S
D
G
G
G
S
S
S
S
S
S
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
BO
W
D
O
I
N
S
T
.
MEADOWLAND DR.
T
H
O
M
P
S
O
N
S
T
.
50' SETBACK
50
'
S
E
T
B
A
C
K
35' SETBACK
PROPOSED BUILDING
11,317 SF
F.F.E. 348.0
351
35
0
35
0
350
34
9
34
9
34
8
34
8
34
8
34
8347
3
4
7
34
7
347
346
346
346
345
34
5
345
344
344
3
4
4
344
343
34
3
3
4
3
343
342
34
2
3
4
2
342
341
34
1
3
4
1
341
340
340
339
339
338
338
337
33
7
33
6
34
0
33
8
33
9
34
9
345
346
339 341
710.87'
715.19'
23
0
.
2
2
'
23
0
.
5
1
'
LOT 7
3.96 AC.
D
D
D
D
DSM
DSM
SAL
1" = 30'
19145
C2.0
PROPOSED
CONDITIONS
OVERALL SITE
PLAN
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
LOCATION MAP
1" = 2000'
PROJECT
LOCATION
116
89
NEAGLEY & CHASE
OFFICE BUILDING
APR. 7, 2022
6/8/22 DSM REVISED PER CITY COMMENTS
9/21/22 DSM REVISED SITE LAYOUT
P:\
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2
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S
S
S
S
S
S
S
S S
S
S
S
S
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
STST
S
T
S
ET
C
ET
C
ET
C
ET
C
ET
C
ET
C
ET
C
ET
C
S
T
ST
ST
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
S
D
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
B
O
W
D
O
I
N
S
T
.
MEADOWLAND DR.
5
PROPOSED BUILDING
11,317 SF
F.F.E. 348.0
PROPOSED
SWALE
50'
W
E
T
L
A
N
D
B
U
F
F
E
R
EXISTING BIT. CONC. SHA
R
E
D
U
S
E
P
A
T
H
EX
I
S
T
I
N
G
5
'
B
I
T
.
C
O
N
C
.
S
I
D
E
W
A
L
K
30.7' SETBACK
(WAIVER OF 19.3')
40.1' SETBACK
(WAIVER OF 9.9')
10" CONC.
RETAINING
WALL
DUMPSTER
ENCLOSURE
351
35
0
35
0
350
34
9
34
9
34
8
34
8
34
8
348
347
3
4
7
34
7
347
346
346
346
345
34
5
345
344
344
3
4
4
344
343
343
3
4
3
343
342
34
2
3
4
2
342
341
34
1
3
4
1
341
340
340
339
339
338
338
337
33
7
T T
34
0
33
8
33
9
349
345
346
339 341
2' TAPERED CURB
6' TAPERED CURB
2' TAPERED
CURB
30
'
20'
FIRE DEPT.
CONNECTION
34
6
34
5
R
T
3
4
8
348
349
34
7
34
7
34
8
34
9
3
4
9
34
7
LOT 7
3.96 AC.
PROPOSED OUTDOOR STORAGE AREA - 6-7'
HIGH CHAIN LINK FENCING WITH PLASTIC
SLAT INSERTS AND DOUBLE GATE
612
BIKE RACK
ACCESSIBLE
PARKING
SIGN
6' TAPERED
CURB
6' TAPERED
CURB (TYP.)22'
9'
(T
Y
P
.
)
18' (TYP.)
60'
60
'
NEW SEGMENTAL RETAINING WALL
2
0
'
34
8
347
346
345
346
34
7
346
345
34
5
346
347
346
346
343
345
346
3
4
5
5' CONCRETE
SIDEWALK (TYP.)
10
0
.
3
'
SNOW
STORAGE
SNOW
STORAGE
SNOW
STORAGE
BOLLARD
BOLLARD
347
PATIO
DSM
DSM
SAL
1" = 20'
19145
C2.1
PROPOSED SITE
IMPROVEMENTS
PLAN
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
LOCATION MAP
1" = 2000'
PROJECT
LOCATION
116
89
NEAGLEY & CHASE
OFFICE BUILDING
APR. 7, 2022
6/8/22 DSM REVISED PER CITY COMMENTS
9/21/22 DSM REVISED SITE LAYOUT
30% (MAX.)FRONT YARD COVERAGE
ZONING DISTRICT: INDUSTRIAL OPEN SPACE DISTRICT
DIMENSIONAL SUMMARY
-
3.0 AC.
REQ'D.
LOT FRONTAGE
LOT AREA
PROPOSED
3.96 AC.
BUILD. COVERAGE
LOT COVERAGE
30% (MAX.)
50% (MAX.)
100.3'
FRONT SETBACK
SIDE SETBACK
50'
35'
35'REAR SETBACK N/A
17.6%
6.6%
MEADOWLAND DRIVE 715'
BOWDOIN STREET 253'
MEADOWLAND DRIVE 11.9%
BOWDOIN STREET 29.8%
THOMPSON STREET 230'
MEADOWLAND DRIVE 30.7'
BOWDOIN STREET 40.1'
THOMPSON STREET 545.5'
P:\
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u
t
o
C
A
D
D
P
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o
j
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c
t
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2
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1
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9
1
4
5
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D
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2
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6
:
3
5
P
M
S
S
S
S
S
S
S
S
S
S
ST
S S
S
S
S
S
S
SETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
S
T
S
ET
C
ET
C
ET
C
ET
C
ET
C
ET
C
ET
C
ET
C
ETC
ST
S
T
ST
ST
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
S
S
D
S
EX. CB
RIM 341.3
INV. 338.6 (4" E)
INV. 336.9 (18" N)
18" HDPE w/ F.E.S.
INV. 335.8
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
EX. CB
RIM 347.7
EX. CB
RIM 347.7
18" HDPE
18
"
H
D
P
E
B
O
W
D
O
I
N
S
T
.
MEADOWLAND DR.
PROPOSED BUILDING
11,317 SF
F.F.E. 348.0
ROOF DRAIN
CONNECTION
INV. 342.2
50'
W
E
T
L
A
N
D
B
U
F
F
E
R
EXISTING BIT. CONC. SHA
R
E
D
U
S
E
P
A
T
H
EX
I
S
T
I
N
G
5
'
B
I
T
.
C
O
N
C
.
S
I
D
E
W
A
L
K
CB #5
RIM 343.9
INV. 341.9 (12" N)
INV. 342.0 (8" S)
351
35
0
35
0
350
34
9
34
9
34
8
34
8
34
8
34
8
347
3
4
7
34
7
347
346
346
346
345
34
5
345
344
344
3
4
4
344
343
343
3
4
3
343
342
34
2
3
4
2
342
341
34
1
3
4
1
341
340
340
339
339
338
338
337
33
7
33
6
8" OAK
8" OAK
8" OAK
8" MAPLE
8" MAPLE
4" SPRUCE
2" SPRUCE
2" SPRUCE
4" SPRUCE
(3) 4" SPRUCE
(2) 4" SPRUCE
4" SPRUCE
4" SPRUCE
(3) 4" SPRUCE
4" SPRUCE
2" SPRUCE
2" SPRUCE
(4) 6" FIR
2" FIR
EX. CB
RIM 341.4
INV. 339.3 (4" E)
INV. 336.3 (18" E)
INV. 336.3 (18" S)
INV. 336.2 (18" NW)
8 L.F. - 8" HDPE
(PLACE 2" RIGID
INSULATION
OVER PIPE)
T T
34
0
33
8
33
9
349
345
346
339 341
4" LINDEN
4" LINDEN
4" LINDEN
4" LINDEN
2" SPRUCE
+ 347.9
34
4
.
0
+
TC 347.7
BC 347.2
+34
6
34
5
R
T
5.0%
3
4
8
348
349
34
7
34
7
34
8
34
9
3
4
9
34
7
LOT 7
3.96 AC.
EX. CB
RIM 351.8
INV. 346.2 (18" W)
D
D
D
ST
D
ST
ETC
ETC
W
W
CB #1
RIM 343.9
INV. 339.0 (15" N)
INV. 342.1 (12" NE)
INV. 338.9 (18" E)
INV. 338.8 (18" W)
ST
CB #3
RIM 344.2
INV. 340.8 (15" SE)
CB #4
RIM 344.8
INV. 340.9 (12" E)
INV. 340.8 (12" SW)
DMH #3
RIM 347.0
INV. 341.7 (12" S)
INV. 341.6 (12" W)
DMH #2
RIM 345.9
INV. 340.5 (15" NE)
INV. 340.5 (15" NW)
INV. 340.9 (12" E)
INV. 340.4 (15" S)
DMH #1
RIM 346.8
INV. 340.4 (15" N)
INV. 340.4 (12" W)
INV. 340.3 (15" S)
TREATMENT UNIT
RIM 346.9
INV. 340.1 (15" N)
INV. 339.5 (15" S)64 L.F.
15" HDPE
10 L.F. -
15" HDPE
13 L.F. 15" HDPE
21 L.F. 15" HDPE
9 L.F. 12" HDPE
87 L.F. 12" HDPE
TC 348.6
BC 348.1
+
+
347.96
+
TC 347.5
BC 347.5
+
347.3
+
347.75
TC 347.9
BC 347.4
+
+
TC 346.4
BC 345.9
+
TC 346.8
BC 346.3
348.7
+
+
348.0+
347.3
+
TC 345.9
BC 345.4
TC 347.1
BC 346.6
+
+
346.0
+
347.2
TC 347.4
BC 346.9
+
+
347.2 347.5
+
+
TC 347.6
BC 347.1
TC 347.0
BC 346.5
+
TC 346.5
BC 346.0
+
+
TC 345.1
BC 344.6
TC 345.9
BC 345.4
+
+
TC 346.0
BC 345.5
TC 346.4
BC 345.9
+
+ 346.6347.0
+
+
347.2
346.0
+345.0
+346.0
+347.0
+
90 L.F.
12" HDPE
CB #2
RIM 345.5
INV. 343.0 (12" SW)
TC 347.2
BC 346.7
+
34
8
347
346
345
346
34
7
346
345
34
5
346
TC 345.5
BC 345.0
+
TC 348.2
BC 347.7
+
347
346
346
T/WALL EL. 347.0
343
345
346
3
4
5
346.5
+
347.96
+347.7
+
347.45
+
347.5
+
347.6
+
347.75
++
347.6
+
347.0
346.8
+
347.3
+
348.9±
+349.3
+
348.0
+
+
344.5
TC 346.7
BC 346.7
+
TC 346.8
BC 346.8
+
+
346.3
TC 347.1
BC 346.6
+
347
G
S
DSM
DSM
SAL
1" = 20'
19145
C2.2
PROPOSED
CONDITIONS
GRADING &
DRAINAGE PLAN
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
LOCATION MAP
1" = 2000'
PROJECT
LOCATION
116
89
NEAGLEY & CHASE
OFFICE BUILDING
APR. 7, 2022
6/8/22 DSM REVISED PER CITY COMMENTS
9/21/22 DSM REVISED SITE LAYOUT
11/7/22 DSM REVISED SEWER SERVICE
S
S
S
S
S
S
S
S
S
S
ST
S S
S
S
S
S
S
SETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
S
T
S
ET
C
ET
C
ET
C
ET
C
ET
C
ET
C
ET
C
ET
C
ETC
ST
S
T
ST
ST
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
S
S
D
S
EX. CB
RIM 341.3
INV. 338.6 (4" E)
INV. 336.9 (18" N)
18" HDPE w/ F.E.S.
INV. 335.8
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
EX. CB
RIM 347.7
EX. CB
RIM 347.7
18" HDPE
18
"
H
D
P
E
B
O
W
D
O
I
N
S
T
.
MEADOWLAND DR.
PROPOSED BUILDING
11,317 SF
F.F.E. 349.0
ROOF DRAIN
CONNECTION
INV. 343.7
50'
W
E
T
L
A
N
D
B
U
F
F
E
R
EXISTING BIT. CONC. SHA
R
E
D
U
S
E
P
A
T
H
EX
I
S
T
I
N
G
5
'
B
I
T
.
C
O
N
C
.
S
I
D
E
W
A
L
K
CB #5 (2'X2')
RIM 344.9
INV. 343.65 (15" E)
INV. 343.65 (12" N)
INV. 343.65 (8" S)
351
35
0
35
0
350
34
9
34
9
34
8
34
8
34
8
34
8
347
3
4
7
34
7
347
346
346
346
345
34
5
345
344
344
3
4
4
344
343
343
3
4
3
343
342
34
2
3
4
2
342
341
34
1
3
4
1
341
340
340
339
339
338
338
337
33
7
33
6
8" OAK
8" OAK
8" OAK
8" MAPLE
8" MAPLE
4" SPRUCE
2" SPRUCE
2" SPRUCE
4" SPRUCE
(3) 4" SPRUCE
(2) 4" SPRUCE
4" SPRUCE
4" SPRUCE
(3) 4" SPRUCE
4" SPRUCE
2" SPRUCE
2" SPRUCE
(4) 6" FIR
2" FIR
EX. CB
RIM 341.4
INV. 339.3 (4" E)
INV. 336.3 (18" E)
INV. 336.3 (18" S)
INV. 336.2 (18" NW)
9 L.F. - 8" HDPE
(PLACE 2" RIGID
INSULATION
OVER PIPE)
T T
34
0
33
8
33
9
349
345
346
339 341
4" LINDEN
4" LINDEN
4" LINDEN
4" LINDEN
2" SPRUCE
+
TC 348.6
BC 348.1
+34
7
34
6
R
T
5.0%
34
8
349
34
7
34
8
34
9
3
4
9
34
8
LOT 7
3.96 AC.
EX. CB
RIM 351.8
INV. 346.2 (18" W)
DST
ST
ETC
ETC
CB #1
RIM 343.9
INV. 339.0 (18" N)
INV. 338.9 (18" E)
INV. 338.8 (18" W)
CB #3 (2'x2')
RIM 346.3
INV. 343.05 (15" NE)
INV. 343.05 (15" S)
CB #4 (2'x2')
RIM 345.85
INV. 343.2 (15" E)
INV. 343.2 (15" SW)
DMH #4
RIM 348.0
INV. 343.6 (12" S)
INV. 343.6 (15" W)
33 L.F. - 15" HDPE
11 L.F. - 12" HDPE
82 L.F. - 15" HDPE
TC 349.6
BC 349.1
+
+
348.96
+
TC 348.5
BC 348.5
+
348.3
+
348.75
TC 348.9
BC 348.4
+
+
TC 347.4
BC 346.9
+
TC 347.8
BC 347.3
349.7
+
+
349.0+
348.3
+
TC 347.4
BC 346.9
TC 348.1
BC 347.6
+
+
347.5
+
348.2
TC 348.4
BC 347.9
+
+
348.2 348.5
+
TC 348.0
BC 347.5
+
TC 346.7
BC 346.2
+
+
TC 347.0
BC 346.5
TC 347.4
BC 346.9
+
+ 347.6348.0
+
+
348.2
347.0
+346.0
+347.0
+348.0
+
55 L.F. -
12" HDPE
YD #1
RIM 345.5
INV. 343.0 (12" W)
TC 348.2
BC 347.7
+
34
9
348
347
34
8
345
34
4
TC 346.5
BC 346.0
+
TC 349.2
BC 348.7
+
348
347
347
T/WALL EL. 348.0
344
346
346
34
6
347.8
+
348.96
+348.7
+
348.45
+
348.5
+
348.6
+
348.75
++
348.6
+
348.0
347.8
+
348.2
+
348.9±
+349.3
+
348.5
+
+
344.5
TC 347.7
BC 347.7
+
TC 347.8
BC 347.8
+
+
347.3
TC 348.1
BC 347.6
+
G
S
STORM FILTER
TREATMENT UNIT
RIM 347.2
INV. 341.3 (6" N)
w/ CAP & 1" ORIFICE @ INV.
INV. 339.5 (6" E)
58 L.F. -
18" HDPE
+
348.96
D
D
10 L.F. -
18" HDPE
D
DMH #1
RIM 347.6
INV. 342.1 (18" N)
INV. 342.0 (12" E)
INV. 339.5 (6" NW)
INV. 339.5 (18" S)
DMH #2
RIM 348.2
TOP OF WEIR @ EL. 344.7
INV. 342.8 (15" N)
INV. 342.8 (12" W)
INV. 342.3 (18" S)
9 L.F. - 6" SDR 35
PVC UNDERDRAIN
ST
TC 347.0
BC 346.5
+
D
DMH #3
RIM 346.55
INV. 343.0 (15" N)
INV. 342.9 (12" E)
INV. 342.8 (24" S)
11 L.F. - 15" HDPE
TC 347.8
BC 347.3
+347
347
348
34
8
9 L.F. -
6" HDPE
W
W
+
348.4
348.0
+348.0
+
345.0
TC 348.6
BC 348.1
+
ST
ST
CB #6
RIM 348.95 (M.E.G.)
INV. 345.3 (12" W)
121 L.F. - 12" HDPE (S=
1
.
3
6
%
)
CONDUCT TEST PITTING
TO ENSURE THAT THERE
IS ADEQUATE COVER TO
PROVIDE 18" VERTICAL
SEPARATION OF STORM &
WATER PIPE. CENTER A
FULL STORMWATER PIPE
LENGTH OVER THE
WATERMAIN.
DSM
DSM
SAL
1" = 20'
19145
C2.2
PROPOSED
CONDITIONS
GRADING &
DRAINAGE PLAN
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
LOCATION MAP
1" = 2000'
PROJECT
LOCATION
116
89
NEAGLEY & CHASE
OFFICE BUILDING
APR. 7, 2022
6/8/22 DSM REVISED PER CITY COMMENTS
9/21/22 DSM REVISED SITE LAYOUT
11/7/22 DSM REVISED SEWER SERVICE
1/20/23 DSM REVISED GRADING & DRAINAGE
3/1/23 DSM REVISED GRADING & DRAINAGE
3/7/23 DSM REVISED GRADING & DRAINAGE
P:\
A
u
t
o
C
A
D
D
P
r
o
j
e
c
t
s
\
2
0
1
9
\
1
9
1
4
5
\
1
-
C
A
D
D
F
i
l
e
s
-
\
d
w
g
\
1
9
1
4
5
-
S
i
t
e
.
d
w
g
,
3
/
7
/
2
0
2
3
8
:
4
7
:
2
3
A
M
S
S
S
S
S
S
S
S
S
S
ST
S S
S
S
S
S
S
SETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
S
T
S
ET
C
ET
C
ET
C
ET
C
ET
C
ET
C
ET
C
ET
C
ETC
ST
S
T
ST
ST
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
S
S
D
S
EX. UTILITY
CABINET
(TYP.)
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
EX. 8" WATER SERVICE
INV. UNKNOWN
APPROX. LOCATION
8" PVC SEWER SERV.
INV. UNKNOWN
8"
D
.
I
.
W
A
T
E
R
M
A
I
N
10" D.I. WATER MAIN
8" PVC
8" PVC
EX. SMH
RIM 346.3
INV. 335.5 (CL)
EX. SMH
RIM 340.3
INV. 332.6 (CL)
B
O
W
D
O
I
N
S
T
.
MEADOWLAND DR.
PROPOSED BUILDING
11,317 SF
F.F.E. 348.0
50'
W
E
T
L
A
N
D
B
U
F
F
E
R
EXISTING BIT. CONC. SHA
R
E
D
U
S
E
P
A
T
H
EX
I
S
T
I
N
G
5
'
B
I
T
.
C
O
N
C
.
S
I
D
E
W
A
L
K
PROPOSED
HYDRANT
ASSEMBLY
351
35
0
35
0
350
34
9
34
9
34
8
34
8
34
8
34
8
347
3
4
7
34
7
347
346
346
346
345
34
5
345
344
344
3
4
4
344
343
343
3
4
3
343
342
34
2
3
4
2
342
341
34
1
3
4
1
341
340
340
339
339
338
338
337
33
7
33
6
8" OAK
8" OAK
8" OAK
8" MAPLE
8" MAPLE
(2) WATER DIG SAFE
MARKINGS
4" SPRUCE
2" SPRUCE
2" SPRUCE
4" SPRUCE
(3) 4" SPRUCE
(2) 4" SPRUCE
4" SPRUCE
4" SPRUCE
(3) 4" SPRUCE
4" SPRUCE
2" SPRUCE
2" SPRUCE
(4) 6" FIR
2" FIR
T T
PROPOSED
SPRINKLER
ROOM
±6
8
L
.
F
.
-
6
"
S
D
R
3
5
P
V
C
(2
%
M
I
N
.
S
L
O
P
E
)
115 L.F.
-
8
"
C
9
0
0
P
V
C
34
0
33
8
33
9
349
345
346
339 341
4" LINDEN
4" LINDEN
4" LINDEN
4" LINDEN
2" SPRUCE
NEW GATE VALVE
AND VALVE BOX
34
6
34
5
R
T
3
4
8
348
349
34
7
34
7
34
8
34
9
3
4
9
34
7
LOT 7
3.96 AC.
FIRE DEPARTMENT
CONNECTION
98.7
'
2" TYPE 'K' DOMESTIC
SERVICE w/ 2" GATE
VALVE & VALVE BOX
8"
D
.
I
.
6" CL 52
D.I.P.
8"x6" TEE
PROPOSED ELEC., TEL.
& CABLE SERVICE
D
D
D
ST
D
ST
ETC
ETC
W
W
ST
34
8
347
346
345
346
34
7
346
345
34
5
346
347
346
346
343
345
346
3
4
5
347
CONTRACTOR SHALL
CONFIRM EX. PIPE SIZE
PRIOR TO CONNECTION
G
S
WYE CONNECTION
INV. 335.3±
DSM
DSM
SAL
1" = 20'
19145
C2.3
PROPOSED
CONDITIONS
UTILITY PLAN
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
LOCATION MAP
1" = 2000'
PROJECT
LOCATION
116
89
NEAGLEY & CHASE
OFFICE BUILDING
ALL WATER LINES AND APPURTENANCES SHALL BE
INSTALLED IN ACCORDANCE WITH THE CHAMPLAIN WATER
DISTRICT SPECIFICATIONS AND DETAILS FOR THE
INSTALLATION OF WATER LINES AND APPURTENANCES,
CURRENT EDITION, HENCEFORTH THE CWD SPECIFICATIONS.
RECORD DRAWINGS PREPARED BY A VERMONT LICENSED
PROFESSIONAL ENGINEER SHALL BE PROVIDED TO THE
SOUTH BURLINGTON WATER DEPT. IN PDF AND AUTOCAD
FORMAT. DRAWING SHALL INCLUDE TIES TO ALL GATE
VALVES AND CURB STOPS TO SUB-METER ACCURACY.
APR. 7, 2022
4/28/22 DSM REVISED PER CWD COMMENTS
6/8/22 DSM REVISED PER CITY COMMENTS
9/21/22 DSM REVISED SITE LAYOUT
11/7/22 DSM REVISED SEWER SERVICE
S
S
S
S
S
S
S
S
S
S
S
S
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
STST
S
T
S
ET
C
ET
C
ET
C
ET
C
ET
C
ET
C
ET
C
S
T
ST
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
S
G
G
G
G
G
G
G
G
G
G
G
G
G
B
O
W
D
O
I
N
S
T
.
MEADOWLAND DR.
PROPOSED BUILDING
11,317 SF
F.F.E. 348.0
EXISTING BIT. CONC. SHA
R
E
D
U
S
E
P
A
T
H
EX
I
S
T
I
N
G
5
'
B
I
T
.
C
O
N
C
.
S
I
D
E
W
A
L
K
351
35
0
35
0
350
34
9
34
9
34
8
34
8
34
8
348
347
3
4
7
34
7
347
346
346
346
345
34
5
345
344
344
3
4
4
344
343
343
3
4
3
343
342
34
2
3
4
2
342
341
34
1
3
4
1
341
340
340
339
339
338
33
7
8" OAK
8" OAK
8" OAK
8" MAPLE
8" MAPLE
2" SPRUCE
(3) 4" SPRUCE
(2) 4" SPRUCE
4" SPRUCE
4" SPRUCE
(3) 4" SPRUCE
4" SPRUCE
2" SPRUCE
2" SPRUCE
(4) 6" FIR
2" FIR
T T
34
0
33
8
33
9
34
9
345
346
339 341
4" LINDEN
4" LINDEN
4" LINDEN
2" SPRUCE
R
T
D
D
D
D
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.1
0.1
0.2
0.2
0.2
0.3
0.3
0.3
0.2
0.2
0.1
0.1
0.1
0.1
0.0
0.0
0.0
0.0
0.1
0.1
0.1
0.1
0.2
0.3
0.4
0.5
0.5
0.6
0.7
0.7
0.6
0.6
0.5
0.3
0.2
0.2
0.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.1
0.2
0.2
0.2
0.3
0.4
0.6
0.8
0.9
0.9
1.0
1.1
1.2
1.2
1.1
0.9
0.7
0.6
0.5
0.6
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.1
0.2
0.4
0.4
0.5
0.3
0.6
0.9
1.2
1.3
1.4
1.5
1.6
1.7
1.8
1.5
1.3
1.1
0.9
0.9
1.0
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.1
0.2
0.4
0.6
0.8
0.9
0.3
0.6
1.0
1.4
1.4
1.3
1.3
1.3
1.6
1.9
1.7
1.5
1.4
1.3
1.3
1.4
0.0
0.0
0.0
0.0
0.1
0.1
0.1
0.2
0.2
0.4
0.7
1.1
1.3
0.2
0.3
0.6
0.8
0.7
0.5
0.5
0.4
0.8
1.0
1.4
1.5
1.3
1.3
1.3
1.2
0.0
0.0
0.0
0.1
0.1
0.1
0.2
0.2
0.3
0.4
0.6
1.1
1.3
0.0
0.1
0.1
0.2
0.3
0.4
0.6
0.8
0.8
0.6
0.4
0.4
0.5
0.0
0.0
0.0
0.1
0.2
0.3
0.3
0.5
0.9
0.8
0.3
0.4
0.5
0.0
0.0
0.0
0.1
0.3
0.7
1.9
2.1
0.2
0.2
0.2
0.2
0.2
0.0
0.0
0.1
0.2
0.3
0.5
0.6
0.9
2.4
4.3
0.0
0.1
0.1
0.0
0.0
0.0
0.1
0.3
0.9
3.0
4.4
0.0
0.0
0.1
0.2
0.5
0.8
1.0
1.1
2.3
3.9
0.0
0.2
0.2
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.2
0.4
0.5
0.4
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.3
0.6
0.8
0.8
0.3
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.2
0.4
0.7
1.1
1.3
0.6
0.1
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.1
0.0
0.0
0.1
0.1
0.1
0.2
0.5
0.8
1.3
1.4
0.7
0.2
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.0
0.0
0.1
0.2
0.2
0.3
0.6
0.9
1.3
1.3
0.6
0.2
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.0
0.1
0.1
0.3
0.4
0.5
0.6
0.8
1.2
1.4
0.6
0.3
0.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.2
0.4
0.6
0.8
0.9
0.9
1.2
1.4
0.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.2
0.5
0.8
1.2
1.4
1.1
1.2
1.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.2
0.6
0.9
1.4
1.6
0.7
1.0
1.4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.2
0.6
1.0
1.5
1.3
1.1
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.2
0.5
0.9
1.4
1.3
0.5
0.3
1.0
0.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.2
0.5
0.8
1.3
1.3
0.5
0.5
1.1
0.9
0.0
0.0
0.0
0.0
0.1
0.1
0.1
0.0
0.0
0.0
0.1
0.5
0.9
1.3
1.4
0.9
0.9
2.2
3.0
0.0
0.0
0.0
0.0
0.1
0.2
0.3
0.2
0.0
0.0
0.1
0.4
0.8
1.2
1.5
1.1
0.7
2.4
4.3
0.0
0.0
0.0
0.1
0.2
0.5
1.4
1.3
0.0
0.0
0.1
0.3
0.7
1.1
1.3
1.1
0.9
0.6
P1
P1
W1
W1
W1 P1
P1
DSM
DSM
SAL
1" = 20'
19145
C2.4
PROPOSED
LIGHTING PLAN
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
LOCATION MAP
1" = 2000'
PROJECT
LOCATION
116
89
NEAGLEY & CHASE
OFFICE BUILDING
APR. 7, 2022
LIGHTING LEVEL LEGEND
LIGHTING CALCULATION SUMMARY
LUMINAIRE SCHEDULE
TYP SYMBOL DESCRIPTION LAMP LUMENS MOUNTING HEIGHT QTY
W1 321W 2310
P1 HUBBLE OUTDOOR LIGHTING
4(1) RAR1-80L-50-4K7-4W-UNV-A-DB-NXSPW_F 50W 6245
WALL - 12.5'
POLE - 22'
HUBBLE OUTDOOR LIGHTING
(1) SG1-20-4K7-FT-UNV-DB-PCU-CS
9/21/22 DSM REVISED SITE LAYOUT
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PROPOSED BUILDING
21,790 SF
F.F.E. 348.0
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8" OAK
8" OAK
8" OAK
8" MAPLE
8" MAPLE
8" MAPLE
2" SPRUCE
2" SPRUCE
4" SPRUCE
4" SPRUCE
(3) 4" SPRUCE
(4) 6" FIR
2" FIR
T T
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4" LINDEN
4" LINDEN
4" LINDEN
2" SPRUCE
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ETC
D
D
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BN
MS
BN
MS
BN
MS
BN
3 PG
3 PG 3 AF
4 PG
4 AF
7 AF3 SR
59 RA
30 SM
75 HH & 75 NW
50 KF
7 CS
7 CS
ENTRY/SIGN
PANTING
BED T.B.D.
SNOW
STORAGE
SNOW
STORAGE
SNOW
STORAGE
SN
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R
A
G
E
DSM
DSM
SAL
1" = 20'
19145
C2.5
APR. 7, 2022
PROPOSED
LANDSCAPING
PLAN
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
LOCATION MAP
1" = 2000'
PROJECT
LOCATION
116
89
NEAGLEY & CHASE
OFFICE BUILDING
KEY QUANTITY TYPE SIZE
TREES
AF 14 Acer freemanil 'Autumn Blaze'3" caliper
SR 3 Syringa Reticulata ' Ivory Silk'2.5" caliper
BN 5 Betula nigra ' Heritage'2.5" caliper
MS 3 Malus ' Spring Snow'2.5" caliper
PG 10 Picea glauca 2.5" caliper
PLANT SCHEDULE
KEY QUANTITY TYPE SIZE
SHRUBS
CS 14 Cornus S. 'Artic Fire'5 gallon
RA 59 Rhus aromatica 'Glow-Low'3 gallon
SM 30 Syringa meyeri 'Palibin'24-30"
KEY QUANTITY TYPE SIZE
PERENNIALS & ORNAMENTALS
HH 75 Hemerocallis 'Happy Returns'1 gallon
NW 75 Nepeta 'Walkers Low'1 gallon
KF 50 Calamagrostis 'Karl Foerster'3 gallon
6/8/22 DSM REVISED PER CITY COMMENTS
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PROPOSED BUILDING
11,317 SF
F.F.E. 348.0
351
35
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LOT 7
3.96 AC.
D
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3
4
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TEMPORARY CONSTRUCTION
ENTRANCE OR SWEEP STREET
ON DAILY BASIS
INLET PROTECTION
(TYP. OF 5 PLACES)
PREVENT CONSTRUCTION
FLOWS FROM ENTERING
THE INFILTRATION SYSTEM
DURING CONSTRUCTION
TEMPORARY TREE
PROTECTION (TYP.)
TEMPORARY CONSTRUCTION
ENTRANCE OR SWEEP STREET
ON DAILY BASIS
PLACE 4" TOPSOIL. SEED,
FERTILIZE AND EROSION
CONTROL MATTING ON ALL
DISTURBED SURFACES (TYP.)
INSTALL STONE CHECK
DAMS AT 100' INTERVAL
ORANGE CONSTRUCTION
LIMITS TAPE (TYP.)
ORANGE CONSTRUCTION
LIMITS TAPE (TYP.)
PLACE 4" TOPSOIL. SEED,
FERTILIZE AND EROSION
CONTROL MATTING ON ALL
DISTURBED SURFACES (TYP.)
INSTALL SILT FENCE
WITH J-HOOKS (TYP.)
INSTALL SILT FENCE
WITH J-HOOKS (TYP.)
347
G
S
DSM
DSM
SAL
1" = 20'
19145
C3.0
EPSC PLAN
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
LOCATION MAP
1" = 2000'
PROJECT
LOCATION
116
89
NEAGLEY & CHASE
OFFICE BUILDING
APR. 7, 2022
6/8/22 DSM REVISED PER CITY COMMENTS
9/21/22 DSM REVISED SITE LAYOUT
11/7/22 DSM REVISED SEWER SERVICE
DSM
DSM
SAL
AS SHOWN
19145
C3.1
EPSC NARRATIVE
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
APR. 7, 2022
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
Introduction
This project is subject to the terms and conditions of the authorization
from the State of Vermont to discharge construction related storm water
runoff.
Coverage under the State Construction General Permit 3-9020 is
required for any construction activity that disturbs 1 or more acres of
land, or is part of a larger development plan that will disturb 1 or more
acres.
This project is subject to a moderate risk authorization in coordination
with the activities located on Lot 7 - OnLogic.
This project requires an Individual Permit which is subject to the erosion
prevention and sediment control (EPSC) standards set for in the State of
Vermont's
Standards and Specifications for Erosion Prevention and Sediment
Control
The following narrative and implementation requirements represent the
minimum standard for which this site is required to be maintained as
regulated by the State of Vermont.
Any best management practices (BMP's) depicted on the project's EPSC
Site plan which go beyond the Handbook requirements are considered
to be integral to the management of the site and represent components
of the municipal EPSC approval for the project which shall be
implemented.
The EPSC plan depicts one snap shot in time of the site. All
construction sites are fluid in their day to day exposures and risks as it
relates to minimizing sediment loss from the site. It is the
responsibility of the Contractor to implement the necessary BMP's
to comply with the Erosion Prevention and Sediment Control Field
Guide standards outlined on this sheet based on the interim site
disturbance conditions which may or may not be shown on the
EPSC Site Plan.
This project is authorized to disturb up to 1.75 acres
1. Pre-Construction Planning
Planning your construction project can help you avoid costly mistakes in
controlling erosion and sediment loss to nearby waterways. Follow the steps below
before you begin clearing, grading, and excavation work. If your project is one acre
or larger, you will need a construction stormwater permit from the Vermont
Department of Environmental Conservation (VT DEC) Stormwater Section
(802-828-1535, or see dec.vermont.gov/watershed/stormwater)
Assess soils and slopes on the construction site
The erosion potential on your construction site depends in part on the soil type
and slope steepness at your site. See the table below.
Note: there are other factors that contribute to erosion, such as slope length and
rainfall intensity and duration. Also, even though there may be low potential for erosion,
there can be a high risk to water quality when the soil disturbance is close to water
resources
Identify nearby streams and drainage control points
Walk over the site and find where ditches or other concentrated flows leave the
site. These are the final sediment control points. Sediment traps or basins should
be installed just above these control points.
Your site may drain to an underground storm sewer system. In this case, the storm
drain inlets that drain runoff from your site are the control points and must be
protected (see Section 7). These are also the compliance points for any permits
issued for the site.
Install clean water diversions, sediment traps/ basins, grassed ditches, silt check
dams, and sediment barriers such as silt fences before clearing and excavation
work begins!
Preserve existing vegetation wherever possible
Only dig or grade where necessary. Existing trees, bushes, and grass help keep
erosion to a minimum. Protect large trees by marking off a no-dig root protection
zone that is twice as large as the outer perimeter of the branches. Plan your project
to limit the amount of bare soil area exposed to the weather, and limit the amount
of exposure time. Do not clear vegetation or excavate areas near streams, rivers,
lakes, or wetlands without getting the required state and federal permits!
Preserve vegetated buffers
Preserve existing vegetation near waterways wherever possible. This vegetation is
the last barrier to capture sediment runoff before it enters the lake, river, stream, or
wetland. Where vegetation has been removed or where it is absent, plant native
species of trees, shrubs, and grasses.
Design projects to fit the natural topography
Minimize clearing and grading to preserve mature vegetation and save money.
Identify natural landscape features you want to keep, like large trees, wildflower
areas, grasslands, streams, and wetlands. Plan ways to fit your project around
these features, so they remain in place after construction is completed. Be sure to
mark off these areas with colored ribbon or stakes and warn equipment operators
of their location!
Minimize impervious surfaces
Keep the amount of roof area, parking lots, driveways, and roads to a minimum.
Design these hard surfaces so that rain water they collect is directed onto
landscaped or yard areas, not into ditches or streams. For example, design roads
slightly higher than adjacent lawn areas, and use swales instead of curbs along
roadways.
Promote infiltration in project design
Moving storm water runoff from hard surfaces to landscaped or yard areas helps
runoff soak into the soil. This promotes groundwater recharge, filters sediment and
other pollutants from runoff, and helps to prevent flooding.
Develop an erosion and sediment control plan
Develop a written site plan for your project that shows the drainage patterns and
slopes, areas of disturbance (cuts/fills, grading), location of erosion and sediment
controls, location of surface waters and wetlands, and the location of storm water
drainage control points. Your site plan must be updated as conditions change at
the site. Design specifications for erosion prevention and sediment control are
included in the Vermont Standards and Specifications for Erosion Prevention
and Sediment Control.
This manual is available for download at: dec.vermont.gov/watershed/stormwater.
2. Construction Phase Operations
Divide your construction site into natural drainage areas, so you can deal with
each one individually. You will be controlling erosion on bare soil areas by
applying seed, mulch, or sediment barriers, and minimizing the time bare soil is
exposed to the weather. Control points for sediment in runoff will be at the curb
inlets or in the ditches, channels, or sediment traps/basins installed where
concentrated flow leaves the site.
Install clean water diversions, sediment traps/ basins and stabilize drainage
channels with grass, liners, and silt check dams before excavation, fill, or
grading work begins (see Section 8). Install silt fences and other sediment
barriers downhill from bare soil areas before clearing or excavation work begins
(see Section 5).
Phase your construction work to minimize exposed soil areas
Excavate or place fill material at the site in stages, to avoid exposing large areas of
bare soil to the elements. Projects should be cleared and graded as construction
progresses. Check your EPSC Plan for your site's permitted disturbance area.
Establish final grade quickly, then seed, mulch, or cover bare soil. If work will
proceed over several weeks or months, apply temporary seeding or mulch until
final grade work is completed. Seed and mulch as soon as possible and as per
your permit requirements. Excavation and grading work should be done during
dry weather if possible. Prepare for rainy weather by making sure sediment
controls are in place and that all exposed areas are mulched.
Install construction entrances and control dust
Mud tracked onto roads is the number one complaint from citizens regarding
construction site operations. Use a matrix of 1 to 4 inch stone for entrance/exit
pads leading to roads. Pads should be at least 12 feet wide, 40 feet long, and 8
inches deep. Entrance pads shall not be narrower than the construction entrance.
On residential properties, pads may be shorter than 40 feet, as long as they are the
length of the driveway. Install filter fabric under the rock to keep it from sinking into
the soil below. Rake rock with a grubbing attachment or add new rock if the pad
fills with sediment.
Control dust during hot, dry weather by seeding or mulching bare areas promptly
or by wetting haul roads as needed.
Dewatering operations and discharges
Water pumped from collection basins or other areas must not be pumped into
storm sewers, streams, lakes, or wetlands unless sediment is removed prior to
discharge. Discharges to streams, lakes, wetlands, or storm sewers needs to
be part of the authorized EPSC Plan.
Use sock filters or sediment filter bags on discharge pipes, discharge water into silt
fence enclosures installed in vegetated areas away from waterways, or discharge
water into a de-silting basin. Remove accumulated sediment after water has
dispersed and stabilize or seed the discharge area. Dispose of sediment in areas
where it won't wash into waterways, then grade the area and seed.
Inspection and maintenance of EPSC practices
For sites one acre or larger, the Vermont Construction General Permit requires that
you regularly inspect and repair/replace all sedimentation and erosion control
measures identified in the EPSC Plan. Discharge locations must also be inspected
to ascertain whether erosion control measures are effective in preventing
significant impacts to waters of the State. Your inspection reports must be in
writing, and kept with your EPSC Plan at the site. Refer to your construction permit
for inspection requirements.
3. Diverting Runoff Around Exposed Soils
Keep clean runoff from flowing through your construction site, or route it through
stable ditches so it won't pick up sediment. Below are some simple,
interchangeable approaches for dealing with upland sources of runoff.
Earth Dikes
An earth dike or berm is a long, mounded “collar” of compacted soil located uphill
from the excavated area. The dike is designed to intercept overland runoff and
direct it around the construction site. This prevents “clean” water from becoming
muddied with soil from the construction site. Earth dikes can be temporary or
permanent landscape features of the site.
Design Criteria
Channel Stabilization
Construction Specifications
1. Compact the dike with earth-moving equipment.
2. Stabilize the channel as per the specifications in the table within 48 hours of
installation.
3. Top width may be wider and side slopes flatter if desired to facilitate crossing by
construction traffic.
4. Ensure the dike has positive drainage to an outlet.
5. Ensure that there is no erosion at the outlet.
6. Runoff shall be conveyed to a sediment trapping device if the dike channel or
drainage area above the dike is not adequately stabilized.
7. The earth dike shall remain in place until the disturbed areas are completely
stabilized.
Diversion Swales
Diversion swales are similar to dikes12/20/2019they are designed to intercept and
divert upland runoff around bare soil areas. Swales are cut above cleared or fill
areas and designed with a gentle slope to carry water away from work areas.
Stabilized, lined swales can also be used to move upland water through your site
without getting muddy. Construct and line “pass-through” swales before general
clearing or grading work begins. Swales should discharge to areas with thick
vegetation or flat surfaces to promote dispersal and infiltration. Gullies must be
repaired as soon as they appear.
Channel Stabilization (see Earth Dike)
Construction Specifications
1. Compact the swale with earth-moving equipment.
2. Stabilize the swale as per the specifications for channel stabilization (see Earth
Dike).
3. Ensure that the swale has uninterrupted positive drainage to an outlet.
4. Ensure that there is no erosion at the outlet.
5. Diverted runoff from a disturbed area shall be conveyed to a sediment trapping
device.
6. All earth removed and not needed for construction shall be stabilized and placed
so that it will not interfere with the functioning of the swale.
Perimeter Dike and Swale
A perimeter dike is a temporary ridge of soil excavated from an adjoining swale
located along the perimeter of the site or disturbed area.
Design Criteria
Drainage area - less than 2 acres
Height - 18 inches minimum
(measure from bottom of swale to top of dike)
Bottom width of dike - 2 feet minimum
Width of swale - 2 feet minimum
Grade - not to exceed 8%. Swale shall have positive drainage to a stabilized outlet.
Construction Specifications
1. Stabilize the dike and swale within 48 hours of installation.
2. Install berm on the contour (along the slope).
3. Diverted runoff from a stabilized upland area shall outlet directly onto an
undisturbed, stabilized area at a non-erosive velocity.
4. Diverted runoff from a disturbed upland area shall be conveyed to a sediment
trapping device.
Water Bar
A water bar is a ridge or a ridge and channel constructed diagonally across a
sloping road that is subject to erosion. Water bars limit the erosive velocity of water
by diverting surface runoff at predesigned intervals.
Water Bar Design Criteria
Height - 18 inches min height
(measure from channel bottom to ridge top)
Side Slopes - 2:1 or flatter; 4:1 where vehicles cross
Base width of ridge - 6 feet min
Grade of water bar - not to exceed 2%
Construction Specifications
1. Install the water bar as soon as the road or trail is cleared and graded.
2. Disk or strip the sod from the base for the constructed ridge before placing fill.
3. Track the ridge to compact it to the design cross section.
4. The outlet shall be located on an undisturbed area. Field spacing will be
adjusted to use the most stable outlet areas. Outlet protection will be provided
when natural areas are not adequate.
5. Vehicle crossing shall be stabilized with gravel.
Exposed areas shall be immediately seeded and mulched.
6. Periodically inspect water bars for erosion damage and sediment. Check outlet
areas and make repairs as needed to restore operation.
4. Protecting Soils With Seed, Mulch, or Other
Products
Seeding or covering bare soil with mulch, erosion control matting or blankets, or
other products as soon as possible is the cheapest and best way to prevent
erosion. Grass seeding alone can reduce erosion by more than 90 percent.
The following practices can be used interchangeably for stabilizing exposed soil.
Soil cover requirements
All areas of disturbance must have temporary or permanent stabilization within 7
days of initial disturbance. After this time, any disturbance in the area must be
stabilized at the end of each work day.
The following exceptions apply:
Stabilization is not required if earthwork is to continue in the area within the next
24 hours and there is no precipitation forecast for the next 24 hours.
Stabilization is not required if the work is occurring in a self-contained excavation
(i.e. no outlet) with a depth of 2 feet or greater (e.g. house foundation excavation,
utility trenches). All areas of disturbance must have permanent stabilization within
48 hours of reaching final grade.
NOTE: If the authorization you receive has more protective time limits, then those
must be followed.
Seed types and application
Prepare bare soil for planting by disking across slopes, scarifying, or tilling if soil
has been sealed or crusted over by rain. Seedbed must be dry with loose soil to a
depth of 12 inches. Soil amendments should be incorporated into the upper 2
inches of soil when feasible. The soil should\ be tested to determine the
amounts of amendments needed. Apply ground agricultural limestone to attain a
pH of 6.0 in the upper 2 inches of soil. Check seed bag tags to make sure correct
seed is used. Mix seed thoroughly prior to loading seeders. Use the following
tables to calculate seed application rates and mixture portions. Apply seed by
hand, seeder, drill, or hydroseed. Drilled seed should be . inch deep. Mulch
seeded areas as soon as possible. Apply more seed to channels, ditches, lawn,
and landscaped areas. Apply less seed to areas that are flat or that will not be
mowed very often. Water seeded areas during dry conditions to ensure seed
germination and early growth. Re-seed areas that do not show growth within 14
days after rain or watering. Protect bare areas during the winter by sowing winter
rye at 120 lbs per acre (2.0 lbs/1000 sq. ft.). Seed by September 15 to ensure
vegetative cover for winter.
Seed mixes for wildflower and native plant plots are also available. They are more
expensive, but are very hardy, require little mowing or watering, and add beauty to
landscaped and other areas. Most mixes require mowing only once per year, to
control tree and brush growth.
For slopes steeper than 3:1, walk bulldozer or other tracked vehicle up and down
slopes before seeding to create tread-track depressions for catching and holding
seed. Mulch slopes after seeding to conserve moisture and provide initial erosion
control.
Mulch types and application
Mulch by itself or applied over seed provides excellent erosion protection (see
table). To apply, bring site to final grade and clear rocks, wood, trash, and other
debris. Apply seed first. Straw or hay should be hand scattered or blown to obtain
a depth of 1 inch (see table). In winter, straw or hay mulch should be applied to
obtain a depth of 3 inches. Wood chips or shavings should be applied to a depth
of 2 inches.
In general, apply mulch so that at least 80 to 90 percent of the ground is covered.
*Perform regular maintenance and reapply mulch as needed to ensure bare
soil is 80 to 90% covered.
Erosion control blankets
Erosion control blankets are used to protect steep slopes (up to 3:1; check
product information sheets), drainage ditches with less than 20:1 slopes, and other
areas where erosion potential is high. Most are designed to provide temporary
stabilization until vegetation is established. Blankets degrade within 6 to
24 months, depending on their makeup. They usually consist of a layer of straw,
coconut fiber, wood fiber, or jute sandwiched between layers of plastic or fiber
mesh.
For short slopes (8 feet or less) above channels, install blankets across the slope
(horizontal). Install up and down the hill (vertical) for long slopes.
Walk blankets down to ensure good contact with the soil. Use plenty of staples to
keep blankets flat.
Overlap blankets at 6 to 8 inches on sides, tops, and bottoms. Do not stretch
blankets, and do not exceed manufacturer's directions on maximum slope angle
for the product.
Turf reinforcement mats
Turf reinforcement mats are similar to erosion control blankets, but are thicker and
sturdier because they have more layers and sturdier fill material. Mats provide
greater protection than blankets because of their heavier construction, and last
longer in the field.
Mats are used for steep slopes (3:1 or steeper) and ditches or channels with 15:1
to 10:1 slopes.
Mats are installed just like blankets (see previous table). Additional staking or
stapling is needed for applications in channels that carry flowing water, and on
steep slopes.
Sod application
Sod reduces the potential for erosion to near zero. To install, bring soil to final
grade and clear of trash, wood, rock, and other debris. Test soil, apply topsoil and
fertilize in accordance with soil test results. Use sod within 36 hours of cutting. Lay
sod in straight lines. Butt joints tightly, but do not overlap joints or stretch sod.
Stagger joints in adjacent rows in a brickwork type pattern. Use torn or uneven
pieces on the end of the row. Notch into existing grass. On sloping areas where
erosion may be a problem, sod shall be laid with the long edges parallel to the
contour and with staggered joints. Roll or tamp sod after installation and water
immediately. Soak to a depth of 4 to 6 inches. Replace sod that grows poorly. Do
not cut or lay sod in extremely wet or cold weather. Do not mow regularly until sod
is well established.
Bonded Fiber Matrices
Other engineered products are available that are similar to blankets and mats. For
example, bonded fiber matrices and other hydraulically applied products contain a
mix of soil binders, mulch fibers, and even seed and fertilizer that can provide a
stable crust that cements soil particles and prevents erosion. Apply seed prior to
hydraulic mats or mulches, if seed is not included in the mix. Consult the
manufacturer's installation instructions for product applicability and installation
instructions.
5. Using Silt Fence and Other Sediment Barriers
The use of silt fences and other sediment barriers involves simple observation and
common sense. However, as Will Rogers once noted, “common sense ain't so
common.” The following practices may be used as interchangeable sediment
barriers.
Sediment barrier placement
Sediment barriers are required below (downhill from) areas of bare soil. Hay or
straw bales must not be used as sediment barriers due to their inherent weakness
and tendency to fall apart. There are several factors to consider in placing silt
fences or perimeter dikes and swales:
Place barriers on downhill edge of bare soil areas.
Make sure the barrier catches all the runoff.
The goal is to intercept runoff and settle sediment out.
Install multiple sediment barriers on long slopes.
Put barriers across slopes, on the contour (level).
Silt Fence
Each 100-foot section of silt fence can intercept runoff from about .25 acres. To
install a silt fence correctly, follow these steps:
Note the location & extent of the bare soil area.
Mark silt fence location just below bare soil area or 10 feet below the bottom of a
steep slope.
Make sure fence will catch all flows from area.
Place fence across the slope.
Dig trench 6 inches deep and 4 inches wide.
Unroll silt fence along trench.
Join fencing by rolling the end stakes together.
Make sure stakes are on downhill side of fence.
Drive stakes in against downhill side of trench.
Drive stakes until 16 inches of fabric is in trench.
Push fabric into trench; spread along bottom.
Fill trench with soil and tamp down.
Silt fencing should not be installed:
Up and down hills.
Above (uphill from) areas of bare soil.
In ditches, channels, or streams.
In stream buffers.
Directly at the toe (bottom) of the slope. Additional storage capacity is needed and
can be provided for by placing the fence 10 feet below toe. (Place fence directly at
toe if near water or stream buffer)
If runoff flows along the uphill side of a silt fence, install “J-hooks” every 40 to 80
feet. These are curved sections of silt fence that act as small dams to stop, pond,
and settle out flows.
Maximum allowable slope lengths contributing
runoff to a silt fence placed on a slope
Silt fence slicing devices
New tractor-mounted equipment that “slices” silt fence into the ground can provide
a better installation than the open trench method. The equipment uses a
chisel-point or vibratory plow to create a narrow slit in the ground. Rolled silt
fencing is pushed into the slit, creating a very tight seal that prevents water from
blowing out the bottom of the fence. Posts are driven and attached to the fence
after the fencing is installed.
Besides better performance, the slicing method is also faster. For slicing and all
other applications, posts are spaced 6 feet apart or less.
Perimeter Dike and Swale
A perimeter dike is a temporary ridge of soil excavated from an adjoining swale
located along the perimeter of the site or disturbed area. The purpose of a
perimeter dike and swale is to prevent off site storm runoff from entering a
disturbed area and to prevent sediment laden storm runoff from leaving the
construction site or disturbed area.
Perimeter Dike and Swale Design Criteria
Drainage area - less than 2 acres
Height - 18 inches minimum (measure from bottom of swale to top of dike)
Bottom width of dike - 2 feet minimum
Width of swale - 2 feet minimum
Grade - not to exceed 8%. Swale shall have positive drainage to a stabilized outlet.
Construction Specifications
1. Stabilize the dike and swale within 48 hours of installation.
2. Install berm on the contour (along the slope).
3. Diverted runoff from a stabilized upland area shall outlet directly onto an
undisturbed, stabilized area at a non-erosive velocity.
4. Diverted runoff from a disturbed upland area shall be conveyed to a sediment
trapping device.
6. Protecting Slopes to Prevent
Gullies
Slopes12/20/2019especially long ones12/20/2019must be protected to prevent
sheet, rill, and gully erosion. Slopes must be stabilized immediately after grading
work is completed. The following practices can be used interchangeably to protect
and stabilize slopes:
The following practices are included in this section for informational purposes only.
Consult the EPSC
Plan designer or engineer for design and installation specifications.
Pipe Slope Drain Subsurface Drain Lined Waterway
Engineered Terracing Surface Roughening Retaining Wall
Fiber Roll
Assessing slopes and soils
Steeper slopes (3:1 or steeper) require more protection than flatter slopes. Slopes
with highly erodible soils (silty soils) need more protection than those with less
erodible soils (sands and gravels).
Also, long slopes (greater than 50 feet) are at greater risk for erosion than short
slopes.
Slope protection basics
Protecting slopes from erosion requires several actions that must be taken together. No single
approach will be successful, especially if the slope is long, steep, or has highly erodible soils.
Use one or more of the following actions to reduce erosion on slopes:
Divert upland runoff
See Section 3 for information on how to install a berm or channel above the slope to divert
upland rain runoff around the bare soil area.
Control slope runoff
If slopes are broken up into benches or steps, runoff can be collected and diverted along berms
or in channels to pipe or open channel slope drains with stable outlets.
Till seedbed or condition the soil
Dozer tracks up and down slopes help hold soil in place and lengthen the runoff flow path down
the slope. See Section 4 for information on how to condition of the soil surface.
Seed and mulch
The best and cheapest protection by far. See Section 4 for details on seed types, application
rates, and mulch, blanket, and mat products.
Silt fence or other barrier
These should be installed at the toe of the slope or slightly away from the toe. Multiple fences
should be installed on long slopes. Fiber rolls installed on the contour work very well in breaking
up flows on long slopes.
Retaining wall
Extremely steep slopes can be leveled out and shortened into two or more steps or benches by
installing retaining walls of rock, brick, block, wood, logs, or other material. If rock layers are
present along the slope, use these to establish firm benches in a stair-step pattern.
Blankets, mats, or armoring
Slopes exceeding 3:1 with highly erodible soils must be protected with turf reinforcement mats
or other products such as hydraulic soil binders or bonded fiber matrices. Rock mulch and lined
downdrain channels might be needed on steep slopes to control gullying.
Erosion Control Blankets and Mats
Steep slopes can be protected with erosion control mats and blankets. Erosion
control matting and blankets are appropriate for slopes up to a 3:1 steepness. For
slopes greater than 3:1, use turf reinforcement mats. (See Section 4 for installation
details).
Hydraulic mulch
Bonded fiber matrices and hydraulic mulch can be very effective in controlling
erosion on slopes. Hydraulic mulch applied after seeding or with seed in the mix
can provide permanent protection if mixed and applied properly. (See Section 4 for
details)
Rock Gabions
Rock Gabions are wire 'baskets' filled with rock used to permanently stabilize
slopes. Gabion baskets should be filled with 4 - 8 inch stone and layered
according to manufacturers recommendations.
Riprap Slope Protection
Riprap is a layer of stone designed to protect and stabilize areas subject to
erosion. Riprap is used in areas where vegetation cannot be established. Follow
your EPSC Plan design specifications for installation.
Additional Practices for Protecting Slopes
The following practices are included in this section for informational purposes only.
Consult the EPSC
Plan designer or engineer for design and installation specifications.
Pipe Slope Drain
A pipe slope drain is a temporary structure placed from the top to the bottom of a
slope to convey runoff down the slope without causing erosion.
Subsurface Drain
A subsurface drain is a conduit, such as a tile, pipe, or tubing installed beneath the
ground surface that intercepts, collects, and/or conveys drainage water.
Stone Lined Waterway
A stone lined waterway is a channel that carries water down a slope to prevent
slope erosion or gullying.
Engineered Terracing
Terracing is the reshaping of the existing land surface to control erosion and
promote the establishment of vegetation.
Surface Roughening
Roughening bare soil by creating horizontal grooves across a slope,
stair-stepping, or tracking with construction equipment aids in seed
establishment, reduces runoff velocity, increases infiltration, and reduces
erosion by trapping water and sediment.
Retaining Wall
A retaining wall is constructed against a slope to prevent soil movement. It retains
soil in place and prevents slope failures and movement of material down steep
slopes.
Retaining walls can be built from mortared block or stone, cast-in-place concrete,
railroad ties, gabions, and precast, modular, segmented walls. The design of any
retaining wall structure must address the aspects of foundation bearing capacity,
sliding, overturning, drainage, and loading systems. These are complex systems
and all but the smallest retaining walls should be designed by a licensed engineer.
Fiber Roll
A fiber roll is a woven roll of coconut fiber, straw, or excelsior encased in a netting
of jute, nylon, or burlap.
Fiber rolls can be used to break up runoff flows on long slopes.
7. Protecting Culvert and Ditch Inlets and Outlets
Culverts and ditches are designed to carry moderate and large flows of storm
water. They can transport a lot of sediment to streams, rivers, wetlands, and lakes
if they are not properly protected. In addition, culvert and ditch outlets can become
severely eroded if high velocity flows are not controlled.
Culvert and storm drain ponding methods
Muddy runoff that flows toward a culvert, ditch, or storm drain inlet must be slowed
down and pooled to settle out and remove sediment. This can be accomplished by
placing rock, reinforced silt fencing, silt dikes, or other barrier in front of the inlet.
The goal is to cause ponding of the inflow so sediment can settle out, and allow
ponded water to enter the inlet only after sediment has been removed.
Straw bales alone are not approved for inlet protection. The maximum
drainage area above the inlet protection device is one acre. For all inlet
protection approaches, seeding and/or mulching upland areas promptly will
greatly reduce incoming runoff volumes and sediment loads. The drainage area
for storm drain inlets shall not exceed one acre.
All inlet protection practices should be inspected after storm events and repaired
as necessary. Accumulated sediment should be removed when 50% of ponding
volume is lost. The following are interchangeable practices for inlet protection:
Excavated drop inlet protection
Side slopes - maximum steepness 2:1
Depth - minimum 1 foot; maximum 2 feet
Shape the excavated basin to fit conditions with the longest dimension oriented
toward the longest inflow area to provide maximum trap efficiency. The capacity of
the excavated basin, below the level of the grate, should be established to contain
900 cubic feet per acre of disturbed area. Weep holes, protected by fabric and
stone, should be provided for draining the temporary pool. Inspect and clean the
excavated basin after every storm. Sediment should be removed when 50 percent
of the storage volume is lost.
Filter fabric drop inlet protection
Slope around device - Not to exceed 1%
Height of fabric - 1.5 feet max., (unless reinforced).
The top of the barrier should be maintained to allow overflow to drop into the drop
inlet and not bypass the inlet to unprotected lower areas.
Support stakes - 3 feet min., spaced max 3 feet apart; Stakes should be driven
close to the inlet so overflow drops into the inlet and not on the unprotected soil.
1. Filter fabric shall have an equivalent opening size (EOS) of 40-85.
2. Cut fabric from a continuous roll to eliminate joints.
3. Stakes will be standard 2 x 4 inch wood or metal with a minimum length of 3
feet.
4. Space stakes evenly around inlet, 3 feet apart and 18 inches deep. Spans
greater than 3 feet should be reinforced with wire mesh.
5. Fabric shall be embedded at least 1 foot in ground and backfilled. It should be
secured to the stakes.
6. A 2 x 4 inch wood frame shall be completed around the crest of the fabric for
overflow stability.
Stone and block drop inlet protection
Height - 1 foot min., 2 feet max. Limit the height to prevent excess ponding and
bypass flow.
Block placement - Recess the first row of blocks at least 2 inches below the top of
the storm drain for lateral support. Blocks can also be supported by placing a 2x4
inch wood stud through the block openings perpendicular to the row. The bottom
row should have a few blocks oriented so flow can drain through the block to
dewater the basin area.
Stone placement - Place stone just below the top of the blocks on slopes of 2:1 or
flatter. Place hardware cloth of wire mesh with . inch openings over all block
openings to hold stone in place.
Optional "doughnut" design - The concrete blocks may be omitted and the entire
structure constructed of stone, ringing the outlet. The stone should be kept at a 3:1
slope toward the inlet to keep it from being washed into the inlet. A level area 1
foot wide and four inches below the crest will further prevent wash.
Stone size for "doughnut" - At least 3 inches closest to the inlet, for stability; 1
inch or smaller around the larger rock to control flow rate.
Elevation for "doughnut" - The top of the stone should be 6 inches lower than the
ground elevation down slope from the inlet to ensure that all storm flows pass over
the stone into the storm drain and not past the structure. Temporary diking should
be used as necessary to prevent bypass flow.
Curb drop inlet protection
Stone size - 2 inches
Wire mesh - of sufficient strength to support the filter fabric and stone with the
water fully impounded against it.
Filter fabric - type approved for this purpose with an equivalent opening size
(EOS) of 40-85.
Length of structure - must extend beyond the inlet 2 feet in both directions.
Assure that storm flow does not bypass the inlet by installing temporary dikes
(such as sand bags) directing flow into the inlet. Make sure that the overflow weir is
stable. Traffic safety shall be integrated with the use of this practice.
The structure should be inspected after every storm event. Any sediment should be
removed and disposed of on the site. Any stone missing should be replaced.
Check materials for proper anchorage and secure as necessary.
Outlet protection methods
Outlets for storm drains, culverts, and paved channels that discharge into natural
or constructed channels must be lined with rock or other armoring to prevent
downstream bank and channel erosion when flow velocities are high.
The following practices are included in this section for informational purposes only.
Consult the EPSC
Plan designer or engineer for design and installation specifications.
Rock Outlet Protection
Paved Flume
Level Spreader
Rock outlet protection
Rock placed at the end of culvert reduces the depth, velocity, and energy of water,
such that the flow will not erode the receiving downstream reach.
Paved Flume
A paved flume is a small concrete-lined channel designed to convey concentrated
runoff safely down the face of a relatively steep slope without causing erosion.
NEAGLEY & CHASE
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EPSC NARRATIVE
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CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
APR. 7, 2022
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
Level Spreader
A level spreader is a non-erosive outlet designed to convert concentrated flow to
sheet flow and release it uniformly over a stabilized area.
8. Stabilizing Drainage Ditches
Stabilizing drainage ditches helps to provide for the safe transport of excess
surface water from the construction sites and urban areas without damage from
erosion.
This section is divided into 3 parts:
Vegetating Low Grade Channels,
Protecting Steep Channels, and
Installing Check Dams
Interchangeable practices are provided for Vegetating Channels and Installing
Check Dams.
Practices for Protecting Steep Channels are included in this section for
informational purposes only. Consult the EPSC Plan designer or engineer for
design and installation specifications for steep channel protection.
Vegetating Low Grade Channels
Vegetating drainage channels helps to reduce the velocity of the channelized
runoff and limit the erosion potential. The following practices can be used
interchangeably to vegetate low grade channels.
Seed and Mulch
To establish vegetation in a channel, seed and mulch using the guidance in
Section 4. Prepare the soil for seeding and ensure that vegetation is well
established before water is diverted to the channel.
Rolled Erosion Control Products (RECPs)
Rolled Erosion Control Products (RECPs) include erosion control mats, turf
reinforcement mats, and jute and excelsior matting. RECPs should be used in
channels with flow velocities up to 3.5 feet/sec. See Section 4 for installation
instructions and seeding information.
Sodding
Sod can also be used in low grade channels to reduce runoff velocities and
minimize erosion potential. See Section 4 for sod installation instructions and
specifications.
Protecting Steep Channels
Channels with grades steeper than 3:1 may need additional armoring to prevent
downcutting and erosion.
The following practices are included in this section for informational purposes only.
Consult the EPSC Plan designer or engineer for design and installation
specifications.
Rock Lining
Grade Stabilization Structure
Rock Lining
Riprap lined channels provide for the transport of concentrated runoff without
damage from erosion, where vegetated channels would be inadequate due to high
velocities.
Grade Stabilization Structure
Grade stabilization structures control head cutting in natural or man made
channels. They are designed to limit erosion by reducing velocities and grade in
the watercourse.
Installing Check Dams
Drainage ditches need temporary check dams to capture sediment and reduce
ditch bottom downcutting. The following are interchangeable types of check dams.
Silt fencing and hay bales are not approved for use as check dams, and must not
be used in drainage ditches that carry flowing water. Also, do not place dams in
creeks or streams. Sediment must be intercepted before it reaches streams, lakes,
or wetlands.
Design Criteria
Drainage Area: Maximum 2 acres
Height: No greater than 2 feet. Center of dam should be 9 inches lower than the
side elevation
Side slopes: 2:1 or flatter
Spacing: Space the dams so that the bottom (toe) of the upstream dam is at the
elevation of the top (crest) of the downstream dam. This spacing is equal to the
height of the check dam divided by the channel slope.
Spacing (in feet) = Height of check dam (in feet)
Slope in channel (ft/ft)
Check dams should be anchored in the channel by a cutoff trench 1.5 feet wide
and 0.5 feet deep and lined with filter fabric to prevent soil migration.
Maintenance: Check dams should be inspected after each runoff event. Correct all
damage immediately. If significant erosion has occurred between structures, a liner
of stone or other suitable material should be installed in that portion of the channel.
Remove sediment accumulated behind the dam as needed to allow channel to
drain through the check dam and prevent large flows from carrying sediment over
the dam. Replace stone, fiber roll, or sand bags as needed to maintain the design
cross section of the structures.
Rock Check Dams
Stone size: Use a well graded matrix of 2 to 9 inch stone
X (spacing) = Height of check dam (in feet)
Slope in channel (ft/ft)
Fiber Rolls
Fiber rolls may be used as check dams if they are keyed into the banks, securely
fastened in the channel, and the centers are 9 inches lower than the side
elevations. Follow the spacing and installation instructions for "Installing Check
Dams".
Sand Bag Check Dams
Sand bags may also be used to form check dams. Follow the installation and
spacing instructions in "Installing Check Dams" at the beginning of this section.
9. Winter Requirements
Managing construction sites to minimize erosion and prevent sediment loading of
waters is a yearround challenge. In Vermont, this challenge becomes even greater
during the late fall, winter, and early spring months.
'Winter construction' as discussed here, describes the period between October 15
and April 15, where the erosion prevention and sediment control is significantly
more difficult.
Rains in late fall, thaws throughout the winter, and spring melt and rains can
produce significant flows over frozen and saturated ground, greatly increasing the
potential for erosion. At the same time as the erosion risk increases, the “toolbox”
available to the planner and on-site plan coordinator shrinks significantly.
In particular, establishing vigorous vegetation during winter construction is difficult
if not impossible in most areas of the state. How a site addresses winter conditions
depends upon the nature of the construction activities over this period.
10 Closing Out Your Construction Project
When construction is complete you must finish final grading and stabilize the site. Once the site is stabilized, clean out and remove all
temporary sediment controls.
Final site stabilization
Make sure all subcontractors have repaired their work areas prior to final closeout. Conduct a final inspection of all work areas, vegetation,
stormwater flow structures, and downstream receiving waters to make sure no visible gullies or sediment movement is evident. Notify site
owner or manager after all temporary erosion and sediment controls have been removed and final stabilization has been completed. If the
site is one acre or larger and covered under a VT Storm Water Permit, submit a Notice of Termination to the VT Stormwater Section (see
dec.vermont.gov/watershed/stormwater).
Vegetated cover considerations for close-out
No site is closed out properly until vegetation is established on all bare soil areas and ditches are stable. Check seeded areas, and reseed
areas where vegetation is thin or absent. This is especially important for slopes, ditches, and channels.
Removing temporary sediment controls
When project is completed:
Remove all silt fencing and stakes. Grade out and seed or remove accumulated sediment or broadcast over grassed areas or dispose of
offsite, where sediment will not impact waters of the State.
Culvert inlets should be stabilized, vegetated, and showing no visible gullies. Rock or soil that has been washed away by runoff or upstream
flows should be replaced. Brush or other debris that could clog inlets should be removed.
Check ditches and channels to make sure banks and ditch bottoms are well vegetated. Reseed bare areas and replace rock that has
become dislodged.
Check areas where erosion control blankets or matting was installed. Cut away and remove all loose, exposed material, especially in areas
where walking or mowing will occur. Reseed all bare soil areas.
Replace rock washouts near culvert and channel outlets. Fill, grade, and seed or riprap eroded areas around inlets and outlets. Make sure
downstream ditches and channels are fully vegetated. Fill and seed any gullies along the banks or other slopes.
Fill in, grade, and seed all temporary sediment traps and basins that have been removed. Double the seeding rate where runoff flows might
converge or high velocity flows are expected.
Remove temporary stream crossings and grade, seed, or re-plant vegetation removed during crossing installation.
Acknowledgements
Design details and standards for erosion prevention and sediment control practices have been adapted from the New York State Standards and Specifications for
Erosion and Sediment Control. August 2005.
This document is based on a similar Field Guide produced by the Tetra Tech Water Resources Division in Fairfax, VA for the Kentucky Division of Conservation and
Division of Water. Inquiries regarding this publication should be directed to Barry Tonning, Tetra Tech, 1060 Eaton Place, Suite 340, Fairfax, VA
22030 (703.385.6000).
N.T.S.
CONSTRUCTION FENCE DETAIL
REVISED 08/01/2014E-002E-
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EXISTING GRADE
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CONSTRUCTION FENCE
REVISED 08/01/2014E-004E-
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STABILIZED CONSTRUCTION ENTRANCE
N.T.S.
12
'
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50' MIN.
SECTION A-A
DIVERSION RIDGE REQUIRED
WHERE GRADE EXCEEDS 2%
ROADWAY
2% OR GREATER
SPILLWAY
FILTER FABRIC
SANDBAGS OR
CONTINUOUS BERM OF
EQUIVALENT HEIGHT
DIVERSION RIDGE
SUPPLY WATER TO WASH
WHEELS IF NECESSARY
2"-3" (50-75mm) COURSE
AGGREGATE MIN. 8"
(150mm) THICK
PLAN VIEW
NOTES:
1.THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT WILL PREVENT
TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHT-OF-WAYS. THIS MAY
REQUIRE TOP DRESSING, REPAIR AND/OR CLEAN OUT OF ANY MEASURES USED TO
TRAP SEDIMENT.
2.WHEN NECESSARY, WHEELS SHALL BE CLEANED PRIOR TO ENTRANCE ONTO PUBLIC
RIGHT-OF-WAY.
3.WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH
CRUSHED STONE THAT DRAINS INTO AN APPROVED SEDIMENT TRAP OR SEDIMENT
BASIN.
NOTE:
USE SANDBAGS OR OTHER
APPROVED METHODS TO
CHANNELIZE RUNOFF TO
BASIN AS REQUIRED
REVISED 08/01/2014E-003E-
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N.T.S.
SILT FENCE DETAIL
NOTES:
1. INSTALL MIRIFI ENVIROFENCE, OR APPROVED EQUAL OR AS DETAILED HEREIN.
2. INSTALL SILT FENCES AT TOES OF ALL UNPROTECTED SLOPES AND AS PARALLEL TO
CONTOURS AS POSSIBLE. THIS INCLUDES ALL FILLED OR UNPROTECTED SLOPES
CREATED DURING CONSTRUCTION, NOT NECESSARILY REFLECTED ON THE FINAL
PLANS. CURVE THE ENDS OF THE FENCE UP INTO THE SLOPE. REMOVE SEDIMENT
WHEN ACCUMULATED TO HALF THE HEIGHT OF THE FENCE. SILT FENCES ARE TO BE
MAINTAINED UNTIL SLOPES ARE STABILIZED.
3. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER, THEY SHALL BE
OVERLAPPED BY 6", FOLDED AND STAPLED.
10'
10'
2.5'
METAL POST
4 x 4 WOOD
POST SPACING
212 X 212 WOOD
36
"
M
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12
"
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POST
2"
8"
FILTER FABRIC TO BE
MIRAFI 100X OR APPROVED
EQUAL
FILTER FABRIC TO BE
CLIPPED, BACKFILLED AND
TAMPED 8" BELOW GRADE
STEEL OR WOOD STAKES
(SEE CHART AT RIGHT)
REVISED 08/01/2014E-005E-
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TEMPORARY STOCKPILE DETAIL
N.T.S.
TEMPORARY SEEDING & MULCH
OR NETTING
SILT FENCE OR HAY
BALES INSTALLED ON
DOWN GRADIENT SIDE
REVISED 08/01/2014E-007E-
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SILT FENCE CONSTRUCTION DETAIL
N.T.S.
2. ATTACH SILT FENCE
AND EXTEND IT TO
THE TRENCH.
3. STAPLE THE SILT
FENCING TO THE
END POSTS.
BACKFILL TRENCH.
1. SET POSTS AND
EXCAVATE A 4"X8"
TRENCH, SET POST
DOWNSLOPE.
ANGLE 10°
UPSLOPE FOR
STABILITY AND
SELF CLEANING
POSTS
SILT
FENCE
1
0
0
°
12
"
MI
N
.
8"
COMPACTED
BACKFILL
Winter EPSC Requirements
Introduction - Rains in late fall, thaws throughout the winter, and spring melt and rains can produce significant flows over frozen and
saturated ground, greatly increasing the potential for erosion. At the same time as the erosion risk increases, the “toolbox” available
to the contractor and on-site plan coordinator shrinks significantly over this period (Table 3.4 below).
In particular, establishing vigorous vegetation during winter construction is not possible. Based upon the activities anticipated to be
undertaken during this period, the Contractor shall plan and implement the following Winter EPSC measures.
EPSC Plan Requirements for -Winter Shutdown-
For those projects that will complete earth disturbance activities prior to the winter period (October 15), the following must be
implemented by the Site Contractor in coordination with the On-Site Plan Coordinator:
1.For areas to be stabilized by vegetation, all seeding shall be completed no later than September 15 to ensure adequate
growth and cover.
2.Non-vegetative stabilization of all areas of disturbed soils without existing vegetation shall be completed no later than October
15.
3.When mulch is used as a temporary means of stabilization, the rate of application shall be double that of the regular
construction season rate, or roughly 2 inches of mulch with 80-90% cover. Mulch should be tracked in when weather permits
or stabilized with netting or an approved tackifier.
EPSC Plan Requirements for -Winter Construction-
If construction activities involving earth disturbance continue past October 15 or begin
before April 15, the following must be implemented by the Owner/Site Contractor:
This project is seeking winter (March - April) waiver construction authorization.
1.Enlarged stabilized access points to provide for snow stockpiling.
2.Limits of disturbance flagging moved or replaced to reflect the boundaries of winter work.
3.A snow management plan which implements the following requirements:
a.adequate storage and control of snowmelt by diverting these flows around the work area,
b.cleared snow is to be stored down gradient of all areas of disturbance
c.Storage of snow in stormwater treatment structures is prohibited.
d.All drainage structures shall be kept open and free of snow/ice.
e.buffer is to be maintained from the perimeter controls such as silt fence to allow for snow clearing and maintenance.
f.Install silt fence a minimum of 25 feet down gradient of areas of disturbance and snow storage areas. Reinforce fence in
areas where snow load forces may be an issue due to site constrictions.
4.In areas of disturbance within 100 feet of a receiving water, silt fence shall be reinforced or else replaced with perimeter dikes,
swales, or other practices resistant to the forces of snow loads.
5.All silt fence and other practices requiring earth disturbance shall be installed ahead of ground freezing.
6.Where mulch is the selected stabilization measure, the mulch shall be installed at double the standard rate of mulch, or
roughly 2 inches of mulch with 80-90% cover.
7.Mulch should be tracked in when weather permits or stabilized with netting or an approved tackifier to prevent removal by
wind.
8.To ensure cover of disturbed soil in advance of a melt event, areas of disturbed soil must be stabilized at the end of each work
day, with the following exceptions:
a.If no precipitation within 24 hours is forecast and work will resume in the same disturbed area within 24 hours, daily
stabilization is not necessary.
b.Disturbed areas that collect and retain runoff, such as house foundations or open utility trenches.”
9.Directions to remove snow or ice to less than 1” thickness prior to temporary or permanent stabilization.
10.Stone stabilization shall be installed a width of 10 to 20ft wide around the perimeter of buildings under construction, where
construction vehicle traffic is anticipated.
NEAGLEY & CHASE
OFFICE BUILDING
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19145
C3.3
EPSC DETAILS
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
APR. 7, 2022
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
TEMPORARY STOCKPILE DETAIL
N.T.S.
STONE CHECK DAM STRUCTURE
N.T.S.
30 36 41 50 66 100
15 18 20 25 33 48
MAXIMUM WATER DEPTH OVER ROCK (mm)
0.35 0.30 0.25 0.20 0.15 0.10
150
75
D-50
OF ROCK
(MM)
DOWNSTREAM FLOWLINE SLOPE OF STRUCTURE (m/m)
60cm
(2 ft. MAX.)
15cm TO 45cm
(0.5 TO 1.5 ft.)
DIFFERENCE
75mm (3 in.) MIN.
COARSE ROCK
0.35 m/m OR FLATTER
FLOW LINE SLOPE
ROCK SET IN 10cm (4 in.
MIN.) TRENCH
MINIMUM DEPTH OF COARSE
ROCK PLACED IN CHANNEL
FLOW LINE IS 15cm (0.5 ft.)
SIDE VIEW FRONT VIEW
END POINTS 'A' MUST BE HIGHER
THAN THE FLOW LINE POINT 'B'
AA
B
A
B
PLACE DOWNSTREAM STRUCTURE
SUCH THAT POINT 'B' IS
APPROXIMATELY LEVEL WITH THE
LOWEST GROUND ELEVATION OF
THE UPSTREAM STRUCTURE
TEMPORARY SEEDING & MULCH
OR NETTING
SILT FENCE OR HAY
BALES INSTALLED ON
DOWN GRADIENT SIDE
N.T.S.
& STRAW ANCHORING
(TYPICAL)
MULCH
STRAW
SPREAD
NOTES:
1.ROUGHEN SLOPE WITH BULLDOZER.
2.BROADCAST SEED AND FERTILIZER.
3.SPREAD STRAW MULCH 3" (212 TONS PER ACRE)
4.PUNCH STRAW MULCH INTO SLOPE BY RUNNING BULLDOZER
UP AND DOWN SLOPE.
'TRANKING' WITH MACHINERY ON SANDY
SOIL PROVIDES ROUGHENING WITHOUT
UNDUE COMPACTION.
N.T.S.
FOR PERIMETER CONTROL
Correct - Install J-hooks
0.3 ACRE
Discreet segments of silt fence,
installed with J-hooks or `smiles' will
be much more effective.
PL
1 A
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E
F
A
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U
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PL
Incorrect - Do Not layout "perimeter
control" silt fences along property lines.
All sediment laden runoff will concentrate
and overwhelm the system.
1 ACRE
0.3
A
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0.3
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SILT FENCE PLACEMENT
N.T.S.
SLOPE INSTALLATION
BERM
12"
2:
1
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6'
3'
ISOMETRIC VIEW
TYPICAL SLOPE
SOIL STABILIZATION
3'
STAPLES
REINFORCEMENT MATS
EROSION BLANKETS & TURF
12
"
4'
NOTES:
1.SLOPE SURFACE SHALL BE FREE OF ROCKS, CLODS, STICKS
AND GRASS. MATS/BLANKETS SHALL HAVE GOOD SOIL
CONTACT.
2.APPLY PERMANENT SEEDING BEFORE PLACING BLANKETS.
3.LAY BLANKETS LOOSELY AND STAKE OR STAPLE TO MAINTAIN
DIRECT CONTACT WITH THE SOIL. DO NOT STRETCH.
MATS/BLANKETS SHOULD
BE INSTALLED VERTICALLY
DOWNSLOPE.TAMP SOIL O
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B
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MIN. 4"
OVERLAP
6"
112"112"
12
"
N.T.S.
TYPICAL INSTALLATION
INTERMITTENT CHECK SLOT
F
L
O
W
LONGITUDINAL ANCHOR TRENCH
GRASS-LINED CHANNEL
TYPICAL INSTALLATION
WITH EROSION CONTROL
BLANKETS OR TURF
REINFORCEMENT MATS
PREPARE SOIL AND APPLY
SEED BEFORE INSTALLING
BLANKETS, MATS OR OTHER
TEMPORARY CHANNEL LINER
SYSTEM
EXCAVATE CHANNEL
TO DESIGN GRADE
AND CROSS SECTON
NOTES:
1.DESIGN VELOCITIES EXCEEDING 2 FT./SEC/ REQUIRE TEMPORARY BLANKETS, MATS OR
SIMILAR LINERS TO PROTECT SEED AND SOIL UNTIL VEGETATION BECOMES ESTABLISHED.
2.GRASS-LINED CHANNELS WITH DESIGN VELOCITIES EXCEEDING 6 FT./SEC. SHOULD
INCLUDE TURF REINFORCEMENT MATS.
6"
6"6"
DE
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OVERLAP 6" MINIMUM
OVERCUT CHANNEL 2" TO
ALLOW BULKING DURING
SEEDBED PREPARATION
LONGITUDINAL
ANCHOR TRENCH
SHINGLE-LAP SPLICED ENDS OR BEGIN NEW
ROLL IN AN INTERMITTENT CHECK SLOT
N.T.S.
TREE PROTECTION - FENCING
EXISTING
GRADE
DRIP LINE
FENCE
NOTES:
1.THIS FENCE SHALL BE LOCATED OUTSIDE THE DRIP LINE OF THE TREE
TO BE SAVED AND IN NO CASE CLOSER THAN 5' TO THE TRUNK OF
ANY TREE.
2.FENCE POST SHALL BE STANDARD STEEL POSTS OR WOOD POSTS
WITH A MINIMUM CROSS SECTIONAL AREA OF 3.0 SQ. IN.
3.THE FENCE MAY BE EITHER 40" HIGH SNOW FENCE, 40" PLASTIC WEB
FENCING OR ANY OTHER MATERIAL AS APPROVED BY THE ENGINEER..
SURFACE ROUGHENING
N.T.S.
CATCH BASIN INLET PROTECTION
GROUND
PLAN
CROSS-SECTION
(W/ FABRIC)
18
"
M
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18
"
BURY FABRIC 12" MIN.
FILTER FABRIC
WOODEN OR METAL
STAKES PLACED
AROUND CATCH BASIN
WOODEN OR METAL
STAKES PLACED
AROUND CATCH
BASIN
FILTER FABRIC
SECURELY FASTENED
TO STAKES OVERLAP
JOINTS TO THE NEXT
STAKE
NEAGLEY & CHASE
OFFICE BUILDING
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19145
C4.0
SITE DETAILS
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
N.T.S.
CURB w/SIDEWALK DETAIL
REVISED 10/07/2015S-001
(SIMILAR WITH OUT SIDEWALK)
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CRUSHED GRAVEL (FINE)
DENSE GRADED
SUB-BASE MATERIAL
NOTES:
1. CURBING SHALL BE CONSTRUCTED IN 10' SECTIONS WITH
18" JOINT BETWEEN SECTIONS.
2.CURBING EXPANSION JOINTS SHALL BE CONSTRUCTED
EVERY 20' AND SHALL BE CONSTRUCTED OF MATERIAL
CONFORMING TO AASHTO DESIGNATION M-153 (12"
SPONGE RUBBER OR CORK).
3.ASPHALT TREATED FELT TO BE USED BETWEEN SIDEWALK
AND CONCRETE CURB TOP.
6"
5"
6"
6"9"
7"
18
"
CONCRETE OR BRICK
PAVERS12" R.
TOP COURSE BITUMINOUS
CONCRETE PAVEMENT
BASE COURSE BITUMINOUS
CONCRETE PAVEMENT
PROVIDE 12" MIN. SUBBASE
MATERIAL BEHIND CURB
AND TO WITHIN 6" OF
FINISHED GRADE FOR
GRASSED SURFACES
LIMITS OF SUBBASE
FOR CURB W/OUT
SIDEWALK
CONCRETE CURB
NOTES:
1.EXPANSION JOINTS SHALL NOT BE PLACED
2.THE SIDEWALK SHALL BE DIVIDED AT INTERVALS
OF FIVE FEET BY DUMMY JOINTS.
3.NO DEICER SHALL BE APPLIED TO SIDEWALK
UNTIL AT LEAST 30 DAYS OF AIR DRYING TIME
HAS OCCURRED.
N.T.S.
CONCRETE SIDEWALK DETAIL
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6"6"
SIDEWALK WIDTH AS SHOWN ON PLANS
8" COMPACTED CRUSHED
GRAVEL (704.05 FINE)
5" THICK CONCRETE SIDEWALK
(8" THICK AT DRIVEWAY CROSSINGS)
UNDISTURBED SOIL OR
APPROVED COMPACTED
GRANULAR FILL
REVISED 9/17/2015
4" MINIMUM TOPSOIL, SEED AND MULCH
ALL SIDESLOPE
- USE EROSION MATTING (WHEN
REQUIRED) TO ESTABLISH VEGETATION
N.T.S.
TYPICAL PAVEMENT SECTION
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6" CRUSHED GRAVEL - FINE
AOT SPECIFICATION 704.05
2" TYPE II
BASE COURSE
SEPARATION/STABILIZATION
GEOTEXTILE
COMPACTED SUBGRADE
(FULL DEPTH CONSTRUCTION SECTION)
EMULSIFIED
ASPHALT
BITUMINOUS
CONCRETE
PAVEMENT
112" TYPE IV
FINISH COURSE
12" DENSE GRADED CRUSHED STONE
AOT SPECIFICATION 704.06
12" MINIMUM
CRUSHED GRAVEL
SHOULDER
REVISED 11/10/2014
3 1
OR AS
SHOWN
ON PLANS
4" MINIMUM TOPSOIL, SEED AND
MULCH ALL SIDESLOPE
- USE EROSION MATTING (WHEN
REQUIRED) TO ESTABLISH
VEGETATION, PARTICULARLY ON
LOW SIDE OF ROADWAY
N.T.S.
BOLLARD DETAIL
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CONCRETE FILLED
(ROUNDED TOP)
18" Ø CONCRETE FILLED
SONO TUBE,
6"Ø STEEL PIPE
(STANDARD / SHOP PRIMED)
PAVED
18"
5'-
0
"
3'
-
0
"
REVISED 05/08/2015
PROVIDE YELLOW GRAINGER
BOLLARD COVER or
APPROVED EQUAL (CONFIRM
COLOR SELECTION WITH
ARCHITECT OR OWNER)
UNPAVED
N.T.S.
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TRANSITION FROM NEW PAVEMENT
TO EXISTING PAVEMENT
EXIST. TOP COURSE TO BE
REMOVED AND OVERLAIN
AS PART OF NEW
PAVEMENT SECTION
SAW CUT PAVEMENT,
CLEAN AND COAT WITH
EMULSION PRIOR TO
PAVING
EXIST. BASE MATERIAL
EXIST. BITUMINOUS
PAVEMENT
FINISH COURSE
BASE COURSENEW
CONSTRUCTION
18" (MIN.)
EDGE OF EXISTING
PAVEMENT
REVISED 6/15/2017
N.T.S.
LINE STRIPING DETAIL
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8'8'
18'4" WHITE
PAINTED
MARKINGS
9'
18'
CURBING AND/OR
EDGE OF PAVEMENT
HANDICAP
SIGN
HANDICAP PARKING SPACESTANDARD PARKING SPACE
2' ON CENTER
TRAFFIC MARKING PAINT TO BE READY-MIXED TRAFFIC PAINT SUITABLE
FOR MARKING ON EITHER BITUMINOUS OR PORTLAND CEMENT
CONCRETE PAVEMENT. READY-MIXED LOW VOC TRAFFIC PAINT SHALL
CONSIST OF 100% ACRYLIC TYPE, FAST DRYING TRAFFIC PAINT.
REVISED 12/09/2014
CENTER POINT
FOR MARKING
N.T.S.
HANDICAPPED PARKING MARKING DETAIL
REVISED 4/07/2015S-015a
3'-0"
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PAVEMENT MARKINGS TO MEET STATE STANDARDS E-191NOTE:
2" HIGH LETTERS
(TYP.)
N.T.S.
HANDICAPPED PARKING SIGN DETAIL
REVISED 8/22/2016S-015b
12"
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PARKING
RESERVED
SIGN SHALL BE POSTED AT THE HEAD OF EACH HANDICAPPED SPACE.
MOUNTING HEIGHT IS 60" MINIMUM TO BOTTOM OF SIGN.
18
"
COLOR:LEGEND AND BORDER - GREEN
WHITE SYMBOL ON BLUE BACKGROUND
BACKGROUND - WHITE
MATERIAL:AS PER VAOT STANDARD E-143M
POST:2" (14 ga.) SQUARE STEEL SIGN POST
INSTALL IN ACCORDANCE w/VAOT
STANDARD E-164
6"
6"
ACCESSIBLE
VANIF APPLICABLE
REVISED 8/9/2015M-015aM-
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OR APPROVED EQUAL
22"
1
7
/
8
"
36
"
N.T.S.
BIKE RACK (PARK-IT BIKE RACKS)
NOTE: BIKE RACKS SHALL BE SURFACE
MOUNTED PER MANUFACTURERS
SPECIFICATIONS
APR. 7, 2022
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
30
"
CL
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7.5'
7.
5
'
30" MIN.30" MIN.
N.T.S.
BIKE RACK (PLAN VIEW)
CONC. PAD
SEE BIKE
RACK DETAIL
Crushed Stone
Leveling Pad
(ASTM No. 57 or
Equivalent)Perforated Drain w/ Sock
(Or As Specified by Engineer)
(Gravity Drain to Outlet)
Non-Woven
Geotextile Fabric
Base Elevation
Ground Level
See Plan
(Exposed Wall Face)
Move Blocks Forward During
Installation to Engage Shear
Knobs (Typical)
1'-0"
(Leveling Pad)
6"(Min.
Bury Depth)
21" Top Block
Native Soil Must Be
Excavated and Removed
to 1 on 1 or Flatter
Crushed Stone Backfill
(ASTM No. 57 or Equivalent)
with f = 40° Minimum Placed
From Back of Wall to Native Soil
Continue Excavation
at 1 on 1 or Flatter to
Top of Wall
1
1
21" Block
1'-9"2'-0"
4°
±4'-4 14"
N.T.S.
TYPICAL RETAINING WALL
·RETAINING WALL BLOCKS TO BE
MANUFACTURED BY REDI-ROCK
OR APPROVED EQUAL
Utilize GeoGrid as
recommended by
Redi-Rock(min.)
(min.)
N.T.S.
CROSSWALK DETAIL
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(
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8'
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(
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AS SHOWN ON PLANS
2'-0"
2'-0"
WHITE THERMOPLASTIC
REVISED 12/19/2014
NEAGLEY & CHASE
OFFICE BUILDING
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19145
C4.1
WATER & SEWER
DETAILS
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
NOTES:
PAVED
N.T.S.
D
D+2'
6"
6"
TYPICAL SEWER TRENCH DETAIL
5'
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M
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C
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(
P
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4'
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M
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C
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(
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)
6"
1. COMPACTION OF BACKFILL AND BEDDING SHALL BE A
MINIMUM OF 90% (95% UNDER ROADWAY SURFACES) OF
MAXIMUM DRY DENSITY DETERMINED IN THE STANDARD
PROCTOR TEST (ASTM D698).
2.BEDDING MATERIAL SHALL NOT BE PLACED ON FROZEN
SUBGRADE.
3.APPROVED BACKFILL SHALL NOT CONTAIN ANY STONES MORE
THAN 12" IN LARGEST DIMENSION (6" IN ROADWAYS, 1 1/2""
MAXIMUM DIAMETER WITHIN 24" OF THE OUTSIDE OF THE
PIPE), OR CONTAIN ANY FROZEN, WET, OR ORGANIC MATERIAL.
4.TRENCHES SHALL BE COMPLETELY DEWATERED PRIOR TO
PLACING OF PIPE BEDDING MATERIAL AND KEPT
DEWATERED DURING INSTALLATION OF PIPE AND BACKFILL.
5.IN TRENCHES WITH UNSTABLE MATERIALS OR HIGH WATER
TABLE, TRENCH BOTTOM SHALL FIRST BE STABILIZED BY
PLACEMENT OF FILTER FABRIC THEN CRUSHED STONE (3/4"
MAXIMUM).
6.THE SIDES OF TRENCHES 4' OR MORE IN DEPTH ENTERED BY
PERSONNEL SHALL BE SHEETED OR SLOPED TO THE ANGLE OF
REPOSE AS DEFINED BY O.S.H.A. STANDARDS.
7.BEDDING MATERIAL FOR WASTEWATER LINES SHALL CONSIST
OF CRUSHED STONE, GRAVEL, OR SAND WITH A MAXIMUM SIZE
OF 34". SUBMIT A SAMPLE TO THE ENGINEER FOR APPROVAL.
8.ALL JOINTS TO BE INSPECTED BY OWNER/ENGINEER/TOWN
PRIOR TO BACKFILL.
APPROVED BACKFILL
THOROUGHLY COMPACTED
IN 8" LIFTS
2" RIGID INSULATION WHEN
DEPTH OF PIPING IS LESS
THAN MINIMUM NOTED
4" WIDE MAGNETIC
"SEWER" TAPE INSTALLED
APPROX. 2' BELOW SURFACE
SEWER LINE, SEE PLAN
FOR TYPE AND SIZE
PIPE BEDDING
UNDISTURBED SOIL
OR ROCK
TOPSOIL, RAKE,
SEED & MULCH UNPAVED
REVISED 12/08/2016SWR-001SW
R
-
0
0
1
T
r
e
n
c
h
(SEE SITE PLAN)
5'
-
0
"
M
I
N
.
C
O
V
E
R
O
V
E
R
F
O
R
C
E
M
A
I
N
S
N.T.S.
HYDRANT ASSEMBLY DETAIL
REVISED 3/9/2015W-004W-
0
0
4
H
y
d
NOTES:
1. ALL FITTINGS ARE TO HAVE MEGA-LUG
RETAINER GLANDS.
2.PRIOR TO POURING THRUST BLOCKS ALL
FITTINGS ARE TO BE WRAPPED WITH 4 mil
POLYETHYLENE.
6"
M
I
N
.
6'-
0
"
M
I
N
.
C
O
V
E
R
15
"
-
2
1
"
NOTE:
WHEN LOCATED BETWEEN SIDEWALK AND CURB
THE FACE NOZZLE SHALL BE PLACED 1' TO 8'
FROM THE FACE OF THE CURB. WHEN LOCATED
BEHIND THE SIDEWALK THE NOZZLE SHALL BE
PLACED BETWEEN 4' AND 6' FROM EDGE OF
SIDEWALK.
3/4" CRUSHED STONE
BEDDING (MIN. 12" THICK)
CONCRETE THRUST BLOCK
(SIZE DETERMINED BY SOIL
CONDITIONS) (REFER TO
THRUST BLOCK TABLE FOR
SIZING)
CONCRETE THRUST BLOCK
(SIZE DETERMINED BY SOIL
CONDITIONS) (REFER TO
THRUST BLOCK TABLE FOR
SIZING)
UNDISTURBED SOIL
ANCHOR COUPLING OR
SPOOL PIECE WITH
MEGA-LUG GLANDS
AWWA HYDRANT, VALVE
AND APPURTENANCES
AS PER SPECIFICATIONS
ADD WINTER MARKING
FLAGS (SPRING SUPPORTS)
DIRECT BURY COATED
TRACER WIRE
FINISH GRADE
ANCHOR
TEE
6" WATER
LINE
ADJUSTABLE IRON
VALVE BOX w/COVER
MARKED "WATER"
PLUG
HYDRANT
DRAIN
2"
-
6
"
APR. 7, 2022
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
N.T.S.
TAPPING SLEEVE & VALVE DETAIL
REVISED 6/15/2015W-002
ALL COVERS SHALL BE MARKED "WATER" WITH
AN ARROW SHOWING THE COUNTERCLOCKWISE
DIRECTION OF OPENING.
NEW WATER LINE
FINISH GRADE
INSTALL CURB STOP BOX TO
ACCESS TRACER WIRE
ADJUSTABLE IRON VALVE BOX
WITH COVER MARKED "WATER"
TAPPING VALVE
MECH. JOINT WITH "MEGA-LUG"
RETAINER GLAND OR
APPROVED EQUAL
34" CORPORATION IN FIRST
LENGTH OF PIPE FOR TESTING
3/4" CRUSHED STONE BEDDING
(MIN. 12" THICK)
4 MIL POLYETHYLENE BETWEEN
FITTINGS AND CONCRETE
CONCRETE THRUST BLOCK
(SIZE DETERMINED BY SOIL
CONDITIONS) (REFER TO
THRUST BLOCK TABLE FOR
SIZING)
ALL TAPPING SLEEVE
NUTS & BOLTS SHALL BE
COATED BY HEAVY BRUSH
WITH BITUMASTIC COLD
APPLIED MATERIAL PRIOR
TO BACKFILL
EXISTING
WATER MAIN
TAPPING
SLEEVE
UNDISTURBED SOIL
W-
0
0
2
T
a
p
DIRECT BURY COATED
TRACER WIRE
NOTES:
1.TAPPING SLEEVES AND VALVES
ARE TO MEET THE LOCAL WATER
DEPARTMENT'S STANDARD
SPECIFICATIONS AND THE
VERMONT WATER SUPPLY RULES.
2.WET TAPS SHALL BE PREFORMED
BY PRE-APPROVED FIRMS ONLY.
3.ALL FITTINGS THAT ARE TO HAVE
CONCRETE POURED AROUND THEM
ARE TO BE WRAPPED WITH 4 mil.
POLYETHYLENE PRIOR TO
CONCRETE PLACEMENT.
NEAGLEY & CHASE
OFFICE BUILDING
ALL WATER LINES AND APPURTENANCES
SHALL BE INSTALLED IN ACCORDANCE WITH
THE CHAMPLAIN WATER DISTRICT
SPECIFICATIONS AND DETAILS FOR THE
INSTALLATION OF WATER LINES AND
APPURTENANCES, CURRENT EDITION,
HENCEFORTH THE CWD SPECIFICATIONS.
CONCRETE THRUST BLOCK
(SIZE DETERMINED BY SOIL
CONDITIONS) (REFER TO
THRUST BLOCK TABLE)
FOOTING AND
FOUNDATION WALL
PROVIDE MIN. OF (4) 12" VERTICAL
THRUST RODS AND (4) 12"
HORIZONTAL THRUST RODS
WHERE LINE RUNS THROUGH
FLOOR & FOUNDATION
N.T.S.
SPRINKLER RISER DETAIL
BY MECHANICAL CONTRACTOR
SEE MECHANICAL PLANS
FOR PIPING DESIGN
BY SITE
CONTRACTOR
IN
S
T
A
L
L
1
'
AB
O
V
E
F
.
F
.
USE CLASS 52 DUCTILE
IRON PIPE AT
FOUNDATION
PENETRATION
C900 PVC.CL. 52 D.I.
REVISED 7/12/2019W-013W-
0
1
3
S
p
r
i
n
k
l
e
r
R
i
s
e
r
10' MAX.RIGID INSULATION AS
REQUIRED, SEE TYPICAL
WATER TRENCH DETAIL
NOTES:
PAVED
N.T.S.
D
D+2'
6"
6"
TYPICAL WATER TRENCH DETAIL
6'
-
0
"
C
O
V
E
R
1. COMPACTION OF BACKFILL AND BEDDING SHALL BE A
MINIMUM OF 90% (95% UNDER ROADWAY SURFACES) OF
MAXIMUM DRY DENSITY DETERMINED IN THE STANDARD
PROCTOR TEST (ASTM D698).
2.BEDDING MATERIAL SHALL NOT BE PLACED ON FROZEN
SUBGRADE.
3.APPROVED BACKFILL SHALL NOT CONTAIN ANY STONES MORE
THAN 12" IN LARGEST DIMENSION (6" IN ROADWAYS, 1 1/2""
MAXIMUM DIAMETER WITHIN 24" OF THE OUTSIDE OF THE
PIPE), OR CONTAIN ANY FROZEN, WET, OR ORGANIC MATERIAL.
4.TRENCHES SHALL BE COMPLETELY DEWATERED PRIOR TO
PLACING OF PIPE BEDDING MATERIAL AND KEPT
DEWATERED DURING INSTALLATION OF PIPE AND BACKFILL.
5.IN TRENCHES WITH UNSTABLE MATERIALS OR HIGH WATER
TABLE, TRENCH BOTTOM SHALL FIRST BE STABILIZED BY
PLACEMENT OF FILTER FABRIC THEN CRUSHED STONE (3/4"
MAXIMUM).
6.THE SIDES OF TRENCHES 4' OR MORE IN DEPTH ENTERED BY
PERSONNEL SHALL BE SHEETED OR SLOPED TO THE ANGLE OF
REPOSE AS DEFINED BY O.S.H.A. STANDARDS.
7.BEDDING MATERIAL SHALL CONSIST OF CRUSHED STONE, OR
SAND WITH A MAXIMUM SIZE OF 34". SUBMIT A SAMPLE TO
THE ENGINEER FOR APPROVAL.
8.CONTRACTOR TO INSTALL TRACER WIRE ALONG ALL
SECTIONS OF NEW WATER LINE. TERMINATE TRACER WIRE AT
ALL VALVE BOXES AND HYDRANTS. INSTALLATION TO BE IN
ACCORDANCE WITH CWD STANDARDS.
9.ALL DUCTILE IRON PIPE SHALL BE POLY WRAPPED WITH V-BIO
ENHANCED POLYETHYLENE ENCASEMENT.
10.BRASS WEDGES SHALL BE INSTALLED IN ACCORDANCE WITH
THE CWD SPECIFICATIONS.
APPROVED BACKFILL
THOROUGHLY COMPACTED
IN 8" LIFTS
2" RIGID INSULATION WHEN
DEPTH OF PIPING IS LESS
THAN 6'-0"
8" C900 PVC WATER LINE
PIPE BEDDING
UNDISTURBED SOIL
OR ROCK
TOPSOIL, RAKE,
SEED & MULCH UNPAVED
W-001
D/2
INSTALL UTILITY LOCATOR
RIBBON OVER WATER MAIN
APPROX. 2' BELOW SURFACE
TRACER WIRE (PER CWD
STANDARDS)
W-
0
0
1
T
r
e
n
c
h
(SEE SITE PLAN)
4'
-
0
"
M
I
N
.
C
O
V
E
R
N.T.S.
WATER/SEWER CROSSING
W-007W-
0
0
7
W
a
t
e
r
-
S
e
w
e
r
C
r
o
s
s
i
n
g
WATER MAIN
PROFILE VIEW
18
"
MI
N
.
18
"
MI
N
.
GRAVITY SEWER OR
FORCE MAIN (JOINTS
TO BE ENCASED)
GRAVITY SEWER
OR FORCE MAIN
PLAN VIEW
WATER MAIN
SEWER MAIN
10
'
M
I
N
.
10' MIN.10' MIN.
10
'
M
I
N
.
SINGLE 20' LENGTH OF
WATER QUALITY PIPE
ENCASEMENT IF SEPARATION
IS BETWEEN 12" TO 18"
THE GRAVITY SEWER or FORCE
MAIN JOINTS SHALL BE CONCRETE
ENCASED WHEN LOCATED ABOVE
THE WATER MAIN
REVISED 5/4/2021
COMPLY WITH REQUIREMENTS OF VERMONT
WASTEWATER SYSTEM AND POTABLE WATER
SUPPLY RULES, SECTION 1-1007 -
"SEPARATION OF SANITARY SEWER SERVICE
LINE AND SANITARY SEWER COLLECTION
LINES FROM WATER MAINS, WATER SERVICE
LINES AND WATER SERVICE PIPES"
NOTES:
1. AT CROSSINGS, ONE FULL LENGTH OF WATER/STORM PIPE SHALL BE LOCATED SO
BOTH JOINTS WILL BE AS FAR FROM THE WATER/STORM AS POSSIBLE.
2.IF THE STORM MAIN IS OVER THE WATER MAIN, THE FIRST STORM PIPE JOINTS ON
EACH SIDE OF THE WATER MAIN MUST BE CONCRETE ENCASED. SPECIAL
STRUCTURAL SUPPORT FOR THE WATER AND STORM PIPES MAY BE REQUIRED.
3.WHERE IT IS IMPOSSIBLE TO MAINTAIN THE 18" SEPARATION, THE STORM MATERIALS
SHALL BE WATER MAIN PIPE OR EQUIVALENT AND SHALL BE PRESSURE TESTED TO
WATER MAIN STANDARDS.
4.WATER MAINS AND STORM LINES OR MANHOLES SHALL HAVE AT LEAST 5'
HORIZONTAL SEPARATION. THIS DISTANCE SHALL BE MEASURED EDGE TO EDGE.
N.T.S.
WATER/STORM CROSSING
REVISED 11/16/2021W-007AW-
0
0
7
A
W
a
t
e
r
-
S
t
o
r
m
C
r
o
s
s
i
n
g
L/2
POINT OF CROSSING
JOINT
MINIMUM 18" SEPARATION
BETWEEN OUTSIDE OF
PIPES
WATER OR
STORM LINE
L/2
L/2
L/2
WATER OR
STORM LINE
4/28/22 DSM REVISED PER CWD COMMENTS
N.T.S.
SEWER SERVICE CONNECTION
REVISED 08/01/2014SWR-003
PLANELEVATION
FLOW
USE 4"x8' PVC PIPE TO MARK
LOCATION AND DEPTH OF
SERVICE CONNECTION. EXTEND
FROM PLUG TO 6" MIN. ABOVE
FINISH GRADE.
- CONTRACTOR TO PROVIDE 3 LOCATION TIES TO
END OF LATERAL TO BE INCLUDED ON "AS-BUILT"
DRAWINGS. (IF CONSTRUCTION IS NOT
CONCURRENT WITH LATERAL)
- SEE TYPICAL TRENCH FOR BEDDING AND
BACKFILL REQUIREMENTS.
4" 22 12° OR 45° ELBOW
ROTATED AS REQUIRED
SEWER MAIN
EXISTING
SEWER MAIN
4" 22 12° OR 45° ELBOW
ROTATED AS REQUIRED
4" MIN. SDR 35 PVC SEWER
SERVICE, CONTINUE AS PER
PLAN AND INSTALL PVC
CAP. SEE SITE PLAN FOR
SLOPE AND ELEVATIONS
(MIN. SLOPE = 1/4" PER FT.)
45° WYE SADDLE CONNECTION
(COORDINATE PREFERRED
CONNECTOR w/PUBLIC
WORKS DEPARTMENT)
(@ EXISTING SEWER MAIN)
STAINLESS
STEEL CLAMP
SW
R
-
0
0
3
S
e
r
v
i
c
e
C
o
n
-
E
X
11/7/22 DSM ADDED SEWER SERVICE CONNECTION
DSM
DSM
SAL
AS SHOWN
19145
C4.2
STORM DETAILS
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
NOTES:
N.T.S.
TYPICAL STORM TRENCH
REVISED 12/08/2016ST-003
D+2'
ST
-
0
0
3
S
t
o
r
m
T
r
e
n
c
h
PAVED
6"
6"
CO
V
E
R
P
E
R
P
L
A
N
APPROVED BACKFILL
THOROUGHLY COMPACTED
IN 8" LIFTS
STORM LINE, SEE PLAN
FOR TYPE AND SIZE
PIPE BEDDING
UNDISTURBED SOIL
OR ROCK
TOPSOIL, RAKE,
SEED & MULCH UNPAVED
1. COMPACTION OF BACKFILL AND BEDDING SHALL BE A
MINIMUM OF 90% (95% UNDER ROADWAY SURFACES) OF
MAXIMUM DRY DENSITY DETERMINED IN THE STANDARD
PROCTOR TEST (ASTM D698).
2.BEDDING MATERIAL SHALL NOT BE PLACED ON FROZEN
SUBGRADE.
3.APPROVED BACKFILL SHALL NOT CONTAIN ANY STONES MORE
THAN 12" IN LARGEST DIMENSION (6" IN ROADWAYS, 1 1/2""
MAXIMUM DIAMETER WITHIN 24" OF THE OUTSIDE OF THE
PIPE), OR CONTAIN ANY FROZEN, WET, OR ORGANIC MATERIAL.
4.TRENCHES SHALL BE COMPLETELY DEWATERED PRIOR TO
PLACING OF PIPE BEDDING MATERIAL AND KEPT
DEWATERED DURING INSTALLATION OF PIPE AND BACKFILL.
5.IN TRENCHES WITH UNSTABLE MATERIALS OR HIGH WATER
TABLE, TRENCH BOTTOM SHALL FIRST BE STABILIZED BY
PLACEMENT OF FILTER FABRIC THEN CRUSHED STONE (3/4"
MAXIMUM).
6.THE SIDES OF TRENCHES 4' OR MORE IN DEPTH ENTERED BY
PERSONNEL SHALL BE SHEETED OR SLOPED TO THE ANGLE OF
REPOSE AS DEFINED BY O.S.H.A. STANDARDS.
7.BEDDING MATERIAL SHALL CONSIST OF CRUSHED STONE,
GRAVEL, OR SAND WITH A MAXIMUM SIZE OF 34". SUBMIT A
SAMPLE TO THE ENGINEER FOR APPROVAL.
D
N.T.S.
TYPICAL STORM MANHOLE
REVISED 01/09/2015ST-001ST
-
0
0
1
T
y
p
M
H
FINISH GRADE
48" MIN.
SEE SITE PLANS
24"
6"
MI
N
.
12
"
SU
M
P
4'
-
0
"
M
I
N
.
BA
S
E
A
S
R
E
Q
'
D
1'
T
O
4
'
BA
R
R
E
L
SE
C
T
I
O
N
12" MIN.
SET FRAME ON FULL
MORTAR BED & SEAL
JOINT
ADJUST TO GRADE w/
PRECAST RISER SECTIONS
(BRICKS SHALL NOT BE
USED)
WATERTIGHT JOINTS
USING MASTIC OR RUBBER
GASKET
COAT EXTERIOR OF ENTIRE
MANHOLE w/ A
WATERTIGHT SEALANT (2
COATS)
CAST-IN-PLACE FLEXIBLE
MANHOLE SLEEVES
PRECAST CONCRETE OR
POURED IN PLACE BASE
SECTION
6" MIN. CRUSHED STONE
BEDDINGUNDISTURBED SOIL
OR ROCK
POLYPROPYLENE
MANHOLE STEPS
@ 8" O.C.
CONE SECTION OR 4'Ø
TRAFFIC COVER (HEAVY
DUTY) FOR SHALLOW
MANHOLES
LEBARON FRAME & COVER
LC266 TYPE 'C' OR EQUAL
(ADJUST TO MEET FINISH
GRADE)
N.T.S.
TYPICAL CATCH BASIN @ CURB
REVISED 9/24/2015ST-002ST
-
0
0
2
T
y
p
C
B
(SIMILAR WITHOUT CURB)
PRECAST MANHOLE STRUCTURES
SHALL CONFORM TO ASTM SPEC.
C478 (LATEST EDITION)
18
"
SU
M
P
HDPE OUTLET PIPE
(SEE PLAN FOR SIZE)
12
"
MA
X
.
24"x24"
48" MIN.
SEE PLANS
6" MIN. CRUSHED GRAVEL
SEAL w/ HYDRAULIC CEMENT
MORTAR, OR CAST-IN-PLACE
FLEXIBLE M.H. SLEEVES
ADJUST TO GRADE w/
CONCRETE RISERS
BITUMINOUS CONCRETE
PAVEMENT (14" / FT. SLOPE
MIN.)
SET FRAME ON FULL
MORTAR BED
LEBARON LK120 (LK120A FOR DESIGN GRADES >5%)
C.I. GRATE w/ 3 FLANGED FRAME (OR APPROVED
EQUAL). RIM TO BE SET 1" BELOW NORMAL CROSS
SECTION ELEV.)
HIGH STRENGTH
NON-SHRINK GROUT
CONCRETE CURB
PRECAST CONCRETE w/
MONOLITHIC BASE
WATERTIGHT JOINT USING
1" MIN. WIDTH FLEXIBLE
GASKET (SEAL EXTERIOR
JOINTS AND LIFT HOLES w/
NON-SHRINK GROUT)
APR. 7, 2022
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
OFFICE BUILDING
P:\
A
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t
o
C
A
D
D
P
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e
c
t
s
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1
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1
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\
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1
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:
3
9
P
M
DSM
DSM
SAL
AS SHOWN
19145
C4.3
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
APR. 7, 2022
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
STORM MANHOLE STRUCTURE
NOTE: SEE SITE PLAN AND PLAN BELOW
FOR CONNECTION SIZES AND INVERTS
HDPE IN
HDPE OUT
FINISH GRADE
48"Ø
24"
12
"
SU
M
P
(M
I
N
.
)
6" MIN. CRUSHED
STONE BEDDING
CAST-IN-PLACE FLEXIBLE
MANHOLE SLEEVES
(TYP. FOR ALL PIPES)
PROVIDE FROST-FREE FRAME & COVER
SUITABLE FOR H-20 LOADING, MARKED
"STORM". ADJUST TO MEET FINISH
GRADE
SET FRAME ON FULL
MORTAR BED & SEAL JOINT
ADJUST TO GRADE w/ PRECAST
RISER SECTIONS (12" MAX.)
(BRICKS SHALL NOT BE USED)
WATERTIGHT JOINT USING 1"
MIN. WODTH FLEXIBLE GASKET
(SEAL EXTERIOR JOINTS AND
LIFT HOLES w/ NON-SHRINK
GROUT)
COAT EXTERIOR OF ENTIRE
MANHOLE w/ A WATERTIGHT
SEALANT (2 COATS)
UNDISTURBED
SOIL OR ROCK
PRECAST CONCRETE w/
MONOLITHIC BASE
12"
(MIN.)
HDPE PIPE TO
ISOLATOR ROW
POLYPROPYLENE MANHOLE
STEPS @ 8" O.C.
12" HDPE
12" HDPE
NEW STRUCTURE
SEE PLAN SHEET
FOR RIM & INVERTS
13' MIN. OF AASHTO M288 CLASS 1 WOVEN
GEOTEXTILE BETWEEN BEDDING STONE
AND CHAMBER BOTTOM
13' MIN.
24" HDPE
12" HDPE
INVERT MATCHING
ECCENTRIC MANIFOLD
(BY ADS, INC.)
MAIN HEADER SIZE=12"
STUB SIZE=12"
INSTALL 5.5' WIDE STRIP OF CLASS 1 WOVEN
GEOTEXTILE FULL LENGTH OF BOTTOM OF
CHAMBER ROW. WRAP ENTIRE ISOLATOR
ROWS w/ CLASS 2 NON-WOVEN GEOTEXTILE
140 STORMTECH CHAMBERS (14 ROWS x 10 CHAMBERS) w/
34 TO 2 INCH WASHED, CRUSHED ANGULAR STONE (NO
FINES) ABOVE, BELOW AND BETWEEN CHAMBER ROWS.
TOP OF STONE @ ELEV.=345.38
BASE OF CHAMBERS @ ELEV.=343.55
BOTTOM OF STONE @ ELEV.=343.05
BOTTOM OF SAND @ ELEV.=342.05
INVERT OF 6" UNDERDRAIN @ ELEV. 341.30
BOTTOM OF STONE @ ELEV. 341.05
INVERT MATCHING
ECCENTRIC MANIFOLD
(BY ADS, INC.)
MAIN HEADER SIZE=12"
STUB SIZE=12"
13' MIN. OF AASHTO M288 CLASS 1 WOVEN
GEOTEXTILE BETWEEN BEDDING STONE
AND CHAMBER BOTTOM AT INLETS &
OUTLETS
18" HDPE
NEW MANHOLE STRUCTURE
SEE PLAN SHEET FOR RIM &
INVERTS
STORM CHAMBER
SYSTEM DETAILS
NEAGLEY & CHASE
OFFICE BUILDING
STORMTECH SC-310 CHAMBER SYSTEM
PLAN VIEW DETAIL
STORMTECH SC-310 CHAMBER SYSTEM
OPTIONAL INSPECTION PORT DETAIL
18
"
MI
N
.
96
"
MA
X
.
STORMTECH SC-310 CHAMBER SYSTEM
TYPICAL CROSS SECTION DETAIL
7.
8
"
5.
8
"
3.
8
"
6"
1.
9
"
STORMTECH SC-310 CHAMBER
END CAP DETAIL
5.8"
6.5" 12 PL
STORMTECH SC-310 CHAMBER
CORRUGATION DETAIL
PAVEMENT
FLOOR BOX FRAME & LID w/ S.S.
CAP SCREW LID CLOSURE
CLEANOUT w/ SCREW-IN CAP
CLASS "C" CONCRETE
AASHTO M288 CLASS 2
NON-WOVEN GEOTEXTILE
4" PVC RISER
SC-310 CHAMBER
START END
VALLEY 13 PL
CREST 14 PL
OVERLAP NEXT CHAMBER HERE
BUILD ROW IN THIS
DIRECTION
INSPECTION PORT TO BE
ATTACHED THROUGH
KNOCK-OUT LOCATED AT
CENTER OF CHAMBER
4" DIA.
8" DIA.
6" DIA.
12" DIA.
PAVEMENT
PAVEMENT SUB-BASE
COMPACTED FILL PER
STORMTECH'S TABLE OF
ACCEPTABLE FILL MATERIALS*
AASHTO M288 CLASS 2
NON-WOVEN GEOTEXTILE
3 4 - 2 INCH WASHED, CRUSHED,
ANGULAR STONE BACKFILL*
(NO FINES)
3 4 - 2 INCH WASHED, CRUSHED
ANGULAR STONE BENEATH &
AROUND CHAMBER BED*
(NO FINES)
SC-310 END CAP
SC-310 CHAMBER
A.ALL DESIGN SPECIFICATIONS FOR STORMTECH MC-3500 CHAMBERS SHALL BE IN ACCORDANCE WITH THE STORMTECH DESIGN
MANUAL
B.THE INSTALLATION OF STORMTECH MC-3500 CHAMBERS SHALL BE IN ACCORDANCE WITH THE LATEST STORMTECH INSTALLATION
INSTRUCTIONS
C.THE CONTRACTOR IS ADVISED TO REVIEW AND UNDERSTAND THE INSTALLATION INSTRUCTIONS PRIOR TO BEGINNING SYSTEM
INSTALLATION. CALL 1-888-892-2694 OR VISIT WWW.STORMTECH.COM TO RECEIVE A COPY OF THE LATEST STORMTECH INSTALLATION
INSTRUCTIONS
D.CHAMBERS SHALL MEET THE DESIGN REQUIREMENTS AND LOAD FACTORS SPECIFIED IN SECTION 12.12 OF THE LATEST EDITION OF
THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS
FILL MATERIAL FOR LAYER 'F' STARTS FROM
THE TOP OF THE 'E' LAYER TO THE BOTTOM
OF FLEXIBLE PAVEMENT OR UNPAVED FINISH
GRADE ABOVE. NOTE THAT PAVEMENT
SUBBASE MAY BE PART OF THIS LAYER.
FILL MATERIAL FOR LAYER 'E' STARTS FROM
THE TOP OF THE EMBEDMENT STONE ('D'
LAYER) TO 18" [457 mm] ABOVE THE TOP OF
THE CHAMBER. NOTE THAT PAVEMENT
SUBBASE MAY BE A PART OF THIS LAYER.
EMBEDMENT STONE SURROUNDING THE
CHAMBERS FROM THE FOUNDATION STONE
('C' LAYER) TO THE 'E' LAYER ABOVE.
FOUNDATION STONE BELOW CHAMBERS
FROM THE SUBGRADE UP TO THE FOOT
(BOTTOM) OF THE CHAMBER.
ANY SOIL/ROCK MATERIALS, NATIVE
SOILS, OR PER ENGINEER'S PLANS.
CHECK PLANS FOR PAVEMENT SUBGRADE
REQUIREMENTS.
GRANULAR WELL-GRADED
SOIL/AGGREGATE MIXTURES, < 35%
FINES. MOST PAVEMENT SUB-BASE
MATERIALS CAN BE USED IN LIEU OF
THIS LAYER.
N/A
3, 357, 4, 467, 5, 56,
57, 6, 67, 68, 7, 78, 8,
89, 9, 10
3, 357, 4, 467, 5,
56, 57
3, 35, 4, 467, 5,
56, 57
PREPARE PER ENGINEER'S PLANS. PAVED
INSTALLATIONS MAY HAVE STRINGENT MATERIAL
AND PREPARATION REQUIREMENTS.
BEGIN COMPACTION AFTER 12" [305 mm] OF MATERIAL
OVER THE CHAMBERS IS REACHED. COMPACT
ADDITIONAL LAYERS IN 6" [152 mm] LIFTS TO A MIN. 95%
STANDARD PROCTOR DENSITY. ROLLER GROSS VEHICLE
WEIGHT NOT TO EXCEED 12,000 lbs [53 kN]. DYNAMIC
FORCE NOT TO EXCEED 20,000 lbs [89 kN].
NO COMPACTION REQUIRED.
PLATE COMPACT OR ROLL TO ACHIEVE A 95%
STANDARD PROCTOR DENSITY².
MATERIAL LOCATION DESCRIPTION COMPACTION/DENSITY REQUIREMENTAASHTO M43
DESIGNATION¹
PLEASE NOTE:
1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR
EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: “CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE”.
2. AS AN ALTERNATE TO PROCTOR TESTING AND FIELD DENSITY MEASUREMENTS ON OPEN GRADED STONE, STORMTECH COMPACTION
REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9” [229 mm] (MAX) LIFTS USING TWO FULL
COVERAGES WITH AN APPROPRIATE COMPACTOR.
3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS , A FLAT
SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT
STORMTECH FOR COMPACTION REQUIREMENTS.
ACCEPTABLE FILL MATERIALS: STORMTECH SC-310 CHAMBER SYSTEMS
C
D
E
F
CLEAN, CRUSHED, ANGULAR STONE,
NOMINAL SIZE DISTRIBUTION BETWEEN
3/4 - 2 INCH [19 - 51 mm]
CLEAN, CRUSHED, ANGULAR STONE,
NOMINAL SIZE DISTRIBUTION BETWEEN
3/4 - 2 INCH [19 - 51 mm]
DRAINAGE SAND: PROVIDE 12" LAYER OF
FILTER SAND ABOVE LAYER 'A'ASTM C-33
PLATE COMPACT OR ROLL TO ACHIEVE A FLAT
SURFACE (NOTE 2 & 3)B FINE AGGREGATE CONCRETE SAND OR
EQUAL
C
D
E
F
96
"
MA
X
.
18
"
MI
N
.
6"
MI
N
.
16
"
6"
6"12" MIN.34"
THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD
FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN
SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS, w/
CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCE.
GRANULAR WELL GRADED SOIL/AGGREGATE MIXTURES, 35% FINES. COMPACT IN 6"
LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS
IN STORMTECH'S DESIGN MANUAL, INSTALLATION MANUAL, OR
WWW.STORMTECH.COM
FOR UNPAVED INSTALLATION WHERE
RUTTING FROM VEHICLES MAY OCCUR,
INCREASE COVER TO 24 INCHES.
AASHTO M288 CLASS 2
NON-WOVEN TEXTILE
34 - 2 INCH WASHED,
CRUSHED, ANGULAR STONE
END CAP
SC-310 CHAMBER
CHAMBERS SHALL MEET ASTM F 2418-09
"STANDARD SPECIFICATION FOR
POLYPROPYLENE (PP) CORRUGATED WALL
STORMWATER COLLECTION CHAMBERS".
12
"B
6" SLOTTED UNDERDRAIN
BELOW EACH ROW (HOLES
DOWNWARD) CONNECT TO
STORM FILTER TREATMENT
UNIT
DESIGN ENGINEER IS
RESPONSIBLE FOR
ENSURING SUITABILTY
OF SUB-GRADE SOILS
1/20/23 DSM REVISED STORM CHAMBER DESIGN
12
"A 9"
A DRAINAGE STONE: PROVIDE 12" LAYER OF
DRAINAGE STONE ABOVE SUBGRADE 3, 35, 4, 467, 5,
56, 57
PLATE COMPACT OR ROLL TO ACHIEVE A 95%
STANDARD PROCTOR DENSITY².
CLEAN, CRUSHED, ANGULAR STONE,
NOMINAL SIZE DISTRIBUTION BETWEEN
3/4 - 2 INCH [19 - 51 mm]
3/1/23 DSM REVISED STORM CHAMBER DESIGN
3/7/23 DSM REVISED STORM CHAMBER DESIGN
P:\
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DSM
DSM
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AS SHOWN
19145
C4.3
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
APR. 7, 2022
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
STORM MANHOLE STRUCTURE
DC-780 TECHNICAL SPEC.
DC-780 STANDARD CROSS SECTION
DC-780 INSPECTION PORT DETAIL
B
C
D
E
96
"
MA
X
.
18
"
MI
N
.
6"
MI
N
.
30
"
9"
MI
N
.
6" MIN.12" MIN.51"
NOTE: ALL DIMENSIONS ARE NOMINAL
STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"
STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"
NOMINAL CHAMBER SPECIFICATIONS
SIZE (W x H x INSTALLED LENGTH)51.0" x 30.0" x 85.4" [1295 mm x 762 mm x 2169 mm]
CHAMBER STORAGE 46.2 CUBIC FEET [1.30 m³]
MINIMUM INSTALLED STORAGE 78.4 CUBIC FEET [2.20 m³]
WEIGHT 80 lbs. [36.3 kg]
ALL STUBS, EXCEPT FOR THE DC780EPE24B ARE
PLACED AT BOTTOM OF END CAP SUCH THAT THE
OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE
BOTTOM OF THE END CAP. FOR ADDITIONAL
INFORMATION CONTACT STORMTECH AT 1-888-892-2694.
*FOR THE DC780EPE24B THE 24" [600 mm] STUB LIES
BELOW THE BOTTOM OF THE END CAP APPROXIMATELY
1.75" [44 mm]. BACKFILL MATERIAL SHOULD BE
REMOVED FROM BELOW THE N-12 STUB SO THAT THE
FITTING SITS LEVEL.
PART# STUB A B C
DC780EPE06T 6"10.90"18.50"N/A
DC780EPE06B 6"10.90" N/A 0.50"
DC780EPE08T 8"12.20"16.50"N/A
DC780EPE08B 8"12.20"N/A 0.60"
DC780EPE10T 10"13.40"14.50"N/A
DC780EPE10B 10"13.40"N/A 0.70"
DC780EPE12T 12"14.70"12.50"N/A
DC780EPE12B 12"14.70" N/A 1.20"
DC780EPE15T 15"18.40"9.00"N/A
DC780EPE15B 15"18.40"N/A 1.30"
DC780EPE18T 18"19.70"5.00"N/A
DC780EPE18B 18"19.70"N/A 1.60"
*DC780EPE24B 24"18.50"N/A 0.10"
30
"
51"
AA
C
B
90.7" ACTUAL
85.4" INSTALLED
NOTES:
1.INSPECTION PORT MUST BE CONNECTED
THROUGH KNOCK-OUT LOCATED AT CENTER
OF CHAMBER.
2.ALL SCHEDULE 40 FITTINGS TO BE SOLVENT
CEMENTED.
CONNECTION DETAIL
8"
96
"
M
A
X
.
18
"
M
I
N
.
A.ALL DESIGN SPECIFICATIONS FOR STORMTECH DC-780 CHAMBERS SHALL BE IN ACCORDANCE WITH THE STORMTECH DESIGN
MANUAL
B.THE INSTALLATION OF STORMTECH DC-780 CHAMBERS SHALL BE IN ACCORDANCE WITH THE LATEST STORMTECH INSTALLATION
INSTRUCTIONS
C.THE CONTRACTOR IS ADVISED TO REVIEW AND UNDERSTAND THE INSTALLATION INSTRUCTIONS PRIOR TO BEGINNING SYSTEM
INSTALLATION. CALL 1-888-892-2694 OR VISIT WWW.STORMTECH.COM TO RECEIVE A COPY OF THE LATEST STORMTECH INSTALLATION
INSTRUCTIONS
D.CHAMBERS SHALL MEET THE DESIGN REQUIREMENTS AND LOAD FACTORS SPECIFIED IN SECTION 12.12 OF THE LATEST EDITION OF
THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS
FILL MATERIAL FOR LAYER 'D' STARTS FROM
THE TOP OF THE 'C' LAYER TO THE BOTTOM
OF FLEXIBLE PAVEMENT OR UNPAVED FINISH
GRADE ABOVE. NOTE THAT PAVEMENT
SUBBASE MAY BE PART OF THIS LAYER.
FILL MATERIAL FOR LAYER 'C' STARTS FROM
THE TOP OF THE EMBEDMENT STONE ('B'
LAYER) TO 18" [457 mm] ABOVE THE TOP OF
THE CHAMBER. NOTE THAT PAVEMENT
SUBBASE MAY BE A PART OF THIS LAYER.
EMBEDMENT STONE SURROUNDING THE
CHAMBERS FROM THE FOUNDATION STONE
('A' LAYER) TO THE 'C' LAYER ABOVE.
FOUNDATION STONE BELOW CHAMBERS
FROM THE SUBGRADE UP TO THE FOOT
(BOTTOM) OF THE CHAMBER.
ANY SOIL/ROCK MATERIALS, NATIVE
SOILS, OR PER ENGINEER'S PLANS.
CHECK PLANS FOR PAVEMENT SUBGRADE
REQUIREMENTS.
GRANULAR WELL-GRADED
SOIL/AGGREGATE MIXTURES, < 35%
FINES. MOST PAVEMENT SUB-BASE
MATERIALS CAN BE USED IN LIEU OF
THIS LAYER.
N/A
3, 357, 4, 467, 5, 56,
57, 6, 67, 68, 7, 78, 8,
89, 9, 10
3, 357, 4, 467, 5,
56, 57
3, 35, 4, 467, 5,
56, 57
PREPARE PER ENGINEER'S PLANS. PAVED
INSTALLATIONS MAY HAVE STRINGENT MATERIAL
AND PREPARATION REQUIREMENTS.
BEGIN COMPACTION AFTER 12" [305 mm] OF MATERIAL
OVER THE CHAMBERS IS REACHED. COMPACT
ADDITIONAL LAYERS IN 6" [152 mm] LIFTS TO A MIN. 95%
STANDARD PROCTOR DENSITY. ROLLER GROSS VEHICLE
WEIGHT NOT TO EXCEED 12,000 lbs [53 kN]. DYNAMIC
FORCE NOT TO EXCEED 20,000 lbs [89 kN].
NO COMPACTION REQUIRED.
PLATE COMPACT OR ROLL TO ACHIEVE A 95%
STANDARD PROCTOR DENSITY².
MATERIAL LOCATION DESCRIPTION COMPACTION/DENSITY REQUIREMENTAASHTO M43
DESIGNATION¹
PLEASE NOTE:
1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR
EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: “CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE”.
2. AS AN ALTERNATE TO PROCTOR TESTING AND FIELD DENSITY MEASUREMENTS ON OPEN GRADED STONE, STORMTECH COMPACTION
REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9” [229 mm] (MAX) LIFTS USING TWO FULL
COVERAGES WITH AN APPROPRIATE COMPACTOR.
3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS , A FLAT
SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT
STORMTECH FOR COMPACTION REQUIREMENTS.
ACCEPTABLE FILL MATERIALS: STORMTECH DC-780 CHAMBER SYSTEMS
B
C
D
E
CLEAN, CRUSHED, ANGULAR STONE,
NOMINAL SIZE DISTRIBUTION BETWEEN
3/4 - 2 INCH [19 - 51 mm]
CLEAN, CRUSHED, ANGULAR STONE,
NOMINAL SIZE DISTRIBUTION BETWEEN
3/4 - 2 INCH [19 - 51 mm]
NOTE: SEE SITE PLAN AND PLAN BELOW
FOR CONNECTION SIZES AND INVERTS
STORMTECH DC-780 CHAMBER SYSTEM
PLAN VIEW DETAIL
FOR STORMTECH INFORMATION
CALL 1-888-892-2694
* SEE STORMTECH'S DESIGN MANUAL
PAVEMENT
PAVEMENT SUB-BASE
COMPACTED FILL PER
STORMTECH'S TABLE OF
ACCEPTABLE FILL MATERIALS*
AASHTO M288 CLASS 2
NON-WOVEN GEOTEXTILE
34 - 2 INCH WASHED, CRUSHED,
ANGULAR STONE BACKFILL*
(NO FINES)
34 - 2 INCH WASHED, CRUSHED
ANGULAR STONE BENEATH &
AROUND CHAMBER BED*
(NO FINES)
DC-780 END CAP
DC-780 CHAMBER
ACCEPTS 4" SCH. 40 PVC
PIPE FOR INSPECTION PORT
BUILD ROW IN THIS
DIRECTION
OVERLAP NEXT CHAMBER HERE
(OVER SMALL CORRUGATION)
THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD
FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN
SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS, w/
CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCE.
PAVEMENT
GRANULAR WELL GRADED SOIL/AGGREGATE MIXTURES, 35% FINES. COMPACT IN 6"
LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS
IN STORMTECH'S DESIGN MANUAL, INSTALLATION MANUAL, OR
WWW.STORMTECH.COM
FOR UNPAVED INSTALLATION WHERE
RUTTING FROM VEHICLES MAY OCCUR,
INCREASE COVER TO 24 INCHES.
AASHTO M288 CLASS 2
NON-WOVEN TEXTILE
34 - 2 INCH WASHED,
CRUSHED, ANGULAR STONE
DC-780 END CAP
DC-780 CHAMBER
CHAMBERS SHALL MEET ASTM F 2418-09
"STANDARD SPECIFICATION FOR
POLYPROPYLENE (PP) CORRUGATED WALL
STORMWATER COLLECTION CHAMBERS".
CORE 4.5"Ø HOLE
IN CHAMBER
4" SCH. 40 PVC
4" SCH. 40 PVC
COUPLING
4" SCH. 40 PVC4" SCH. 40 SCREW-IN CAP
CONCRETE COLLAR
PAVEMENT
AASHTO M288 CLASS 2
NON-WOVEN GEOTEXTILE
34 - 2 INCH CLEAN,
CRUSHED ANGULAR
STONE
DC-780 CHAMBER
NYLOPLAST 12" INLINE
DRAIN BODY w/ 12" SOLID
HINGED COVER & FRAME
(SEE NYLOPLAST DWG
#7003-110-044 FOR PAVED
APPLICATIONS / SEE DWG
#7003-110-045 FOR
UNPAVED APPLICATIONS)
HDPE IN
HDPE OUT
FINISH GRADE
48"Ø
24"
12
"
SU
M
P
(M
I
N
.
)
6" MIN. CRUSHED
STONE BEDDING
CAST-IN-PLACE FLEXIBLE
MANHOLE SLEEVES
(TYP. FOR ALL PIPES)
PROVIDE FROST-FREE FRAME & COVER
SUITABLE FOR H-20 LOADING, MARKED
"STORM". ADJUST TO MEET FINISH
GRADE
SET FRAME ON FULL
MORTAR BED & SEAL JOINT
ADJUST TO GRADE w/ PRECAST
RISER SECTIONS (12" MAX.)
(BRICKS SHALL NOT BE USED)
WATERTIGHT JOINT USING 1"
MIN. WODTH FLEXIBLE GASKET
(SEAL EXTERIOR JOINTS AND
LIFT HOLES w/ NON-SHRINK
GROUT)
COAT EXTERIOR OF ENTIRE
MANHOLE w/ A WATERTIGHT
SEALANT (2 COATS)
UNDISTURBED
SOIL OR ROCK
PRECAST CONCRETE w/
MONOLITHIC BASE
12"
(MIN.)
HDPE PIPE TO
ISOLATOR ROW
POLYPROPYLENE MANHOLE
STEPS @ 8" O.C.
12" HDPE
12" HDPE
NEW MANHOLE STRUCTURE
SEE PLAN SHEET FOR RIM &
INVERTS
13' MIN. OF AASHTO M288 CLASS 1 WOVEN
GEOTEXTILE BETWEEN BEDDING STONE
AND CHAMBER BOTTOM
NEW MANHOLE STRUCTURE
SEE PLAN SHEET FOR RIM &
INVERTS
13' MIN.
15" HDPE
12" HDPE
INVERT MATCHING
ECCENTRIC MANIFOLD
(BY ADS, INC.)
MAIN HEADER SIZE=12"
STUB SIZE=12"
INSTALL 5.5' WIDE STRIP OF CLASS 1 WOVEN
GEOTEXTILE FULL LENGTH OF BOTTOM OF
CHAMBER ROW. WRAP ENTIRE ISOLATOR
ROWS w/ CLASS 2 NON-WOVEN GEOTEXTILE
28 STORMTECH CHAMBERS (4 ROWS x 7 CHAMBERS) w/
3 4 TO 2 INCH WASHED, CRUSHED ANGULAR STONE (NO
FINES) ABOVE, BELOW AND BETWEEN CHAMBER ROWS.
TOP OF STONE @ ELEV.=343.4
BASE OF CHAMBERS @ ELEV.=340.4
BOTTOM OF STONE @ ELEV.=339.65
BOTTOM OF SAND @ ELEV.=338.15
INVERT MATCHING
ECCENTRIC MANIFOLD
(BY ADS, INC.)
MAIN HEADER SIZE=12"
STUB SIZE=12"
13' MIN. OF AASHTO M288 CLASS 1 WOVEN
GEOTEXTILE BETWEEN BEDDING STONE
AND CHAMBER BOTTOM AT INLETS &
OUTLETS
12' OF 4" UNDERDRAIN
-PERF. SDR 35 PVC w/
(12) 58" HOLES AT 12" O.C.
15" HDPE
NEW MANHOLE STRUCTURE
SEE PLAN SHEET FOR RIM &
INVERTS
18
"A
DRAINAGE SAND: PROVIDE 18" LAYER OF
FILTER SAND ABOVE SUBGRADE ASTM C-33
PLATE COMPACT OR ROLL TO ACHIEVE A FLAT
SURFACE (NOTE 2 & 3)A FINE AGGREGATE CONCRETE SAND OR
EQUAL
6" SLOTTED UNDERDRAIN
BELOW EACH ROW (HOLES
DOWNWARD) CONNECT TO
OUTLET CONTROL
STRUCTURE
DESIGN ENGINEER IS
RESPONSIBLE FOR
ENSURING SUITABILTY
OF SUB-GRADE SOILS
STORM CHAMBER
SYSTEM DETAILS
NEAGLEY & CHASE
OFFICE BUILDING
P:\
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2
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P
M
DSM
SAL
AS SHOWN
19145
C4.4
MISC. DETAILS
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
N.T.S.
POLE LIGHT DETAIL
REVISED 12/19/2014L-002L-
0
0
2
P
o
l
e
L
i
g
h
t
2.
1.
24
"
5'
-
0
"
M
I
N
.
16
'
-
0
"
20
'
-
0
"
3"
·FOREWARD THROW
15"x21" SQUARE
ALUMINUM FIXTURE w/
250w MH LAMP, DARK
BRONZE FINISH
·SPAULDING SE1-250M-FT
w/ PHOTOELECTRIC
CONTROL AND CUTOFF
SHIELD (OR APPROVED
EQUAL)
·FOREWARD THROW 18"x26"
SQUARE ALUMINUM FIXTURE w/
400w MH LAMP, DARK BRONZE
FINISH
·SPAULDING SE11-400M-FT w/
PHOTOELECTRIC CONTROL AND
CUTOFF SHIELD (OR APPROVED
EQUAL)
PAVEMENT SURFACE
NON-TAPERED SQUARE
ALUMINUM POLE - DARK
BRONZE FINISH
HAND HOLE w/ COVER
ANCHOR BOLTS &
TEMPLATE BY LIGHT
POLE SUPPLIER
SEE LIGHT POLE
BASE DETAIL
FINISH GRADE
N.T.S.
POLE LIGHT BASE DETAIL
REVISED 12/19/2014L-003L-
0
0
3
L
i
g
h
t
P
o
l
e
B
a
s
e
-
r
a
i
s
e
d
(ADJACENT TO PAVEMENT)
24
"
5'-
0
"
M
I
N
.
#3 TIES @ 12" O.C.
GALV. STEEL TO PVC
CONDUIT CONNECTOR
SCHE. 80 PVC FROM
POLE TO POLE w/
SPARATE GROUND
WIRE
PAVEMENT SURFACE
POLE AND LAMP AS PER
LIGHTING SCHEDULE
HAND HOLE w/ COVER
ANCHOR BOLTS &
TEMPLATE BY LIGHT
POLE SUPPLIER
BOLT OR CADWELD
GROUND WIRE TO POLE
FINISH GRADE
3 4" CONDUIT FOR #6
BARE COPPER
GROUND WIRE
(4) #5 VERTICAL
3 4"x10' COPPER WELD
GROUND ROD BOND
TO CONDUIT, BASE &
POLE
2'-0" MIN. WHEN ADJACENT
TO A PAVEMENT SURFACE
24" PRECAST LIGHT POLE BASE
(ROUND or TAPERED)
or 24" Ø (MIN.) CAST-IN-PLACE
- 5,000 psi @ 28 DAYS
- REINFORCING AS SHOWN
N.T.S.
POLE LIGHT BASE DETAIL
REVISED 12/19/2014L-003L-
0
0
3
P
o
l
e
L
I
g
h
t
B
a
s
e
24
"
(M
I
N
.
)
5'
-
0
"
M
I
N
.
3"
#3 TIES @ 12" O.C.
GALV. STEEL TO PVC
CONDUIT CONNECTOR
SCH 80 PVC FROM
POLE TO POLE w/
SEPARATE GROUND
WIRE
PAVEMENT
SURFACE
POLE AND LAMP AS PER
LIGHTING SCHEDULE
HAND HOLE w/ COVER
ANCHOR BOLTS &
TEMPLATE BY LIGHT
POLE SUPPLIER
BOLT OR CADWELD
GROUND WIRE TO POLE
FINISH GRADE
34" CONDUIT FOR #6
BARE COPPER
GROUND WIRE
(4) #5 VERTICAL
34"x10' COPPER WELD
GROUND ROD BOND
TO CONDUIT, BASE &
POLE
24" PRECAST LIGHT POLE BASE
(ROUND or TAPERED)
or 24" Ø (MIN.) CAST-IN-PLACE
- 5,000 psi @ 28 DAYS
- REINFORCING AS SHOWN
2' MIN.
CURB
APR. 7, 2022
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
N.T.S.
GAS LINE TRENCH DETAIL
REVISED 08/01/2014M-006M-
0
0
6
G
a
s
T
r
e
n
c
h
GAS MARKING TAPE SHALL BE
12" BELOW FINISH GRADE
APPROVED BACKFILL
THOROUGHLY COMPACTED
IN 8" LIFTS
GAS PIPE
MIN. 6" SAND OR FINE
GRAVEL ON ALL SIDES
OF CONDUIT IN AREAS
OF ROCKY SOIL24" MIN.
36
"
M
I
N
.
N.T.S.
ELECTRICAL TRENCH - PRIMARY
REVISED 08/01/2014M-007M-
0
0
7
E
l
e
c
.
T
r
e
n
c
h
P
r
i
m
a
r
y
ELECTRICAL CABLE MARKING
TAPE SHALL BE PLACED 8" TO
12" BELOW FINISH GRADE
APPROVED BACKFILL
THOROUGHLY COMPACTED
IN 8" LIFTS
TELEPHONE
CABLE
MIN. 4" SAND OR FINE
GRAVEL ON ALL SIDES
OF CONDUIT
ELECTRICAL CONDUIT
24" MIN.
40
"
M
I
N
.
CONDUIT SHALL BE ENCASED IN A 4" ENVELOPE OF CONCRETE
UNDER THE FOLLOWING CONDITIONS:
A. FOR INSTALLATION UNDER THE TRAVEL PORTION OF THE
ROAD.
B. WITHIN 10' OF WATER, SEWER, GAS AND DRAIN CROSSING.
N.T.S.
ELECTRICAL TRENCH - SECONDARY
REVISED 08/01/2014M-008M-
0
0
8
E
l
e
c
T
r
e
n
c
h
S
e
c
o
n
d
a
r
y
24
"
M
I
N
.
24" MIN.
12" MIN.
APPROVED BACKFILL
THOROUGHLY COMPACTED
IN 8" LIFTS
ELECTRICAL CABLE MARKING
TAPE SHALL BE PLACED 8" TO
12" BELOW FINISH GRADE
TELEPHONE
CABLE
MIN. 4" SAND OR FINE
GRAVEL ON ALL SIDES
OF CONDUIT
ELECTRICAL CONDUIT
DUMPSTER ENCLOSURE
N.T.S.
NEAGLEY & CHASE
OFFICE BUILDING
P:\
A
u
t
o
C
A
D
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c
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2
0
1
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2
0
2
2
1
2
:
2
1
:
0
0
P
M
DSM
SAL
AS SHOWN
19145
C4.5
MISC. DETAILS
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
N.T.S.
POLE LIGHT DETAIL
REVISED 12/19/2014L-002L-
0
0
2
P
o
l
e
L
i
g
h
t
2.
1.
24
"
5'
-
0
"
M
I
N
.
16
'
-
0
"
20
'
-
0
"
3"
·FOREWARD THROW
15"x21" SQUARE
ALUMINUM FIXTURE w/
250w MH LAMP, DARK
BRONZE FINISH
·SPAULDING SE1-250M-FT
w/ PHOTOELECTRIC
CONTROL AND CUTOFF
SHIELD (OR APPROVED
EQUAL)
·FOREWARD THROW 18"x26"
SQUARE ALUMINUM FIXTURE w/
400w MH LAMP, DARK BRONZE
FINISH
·SPAULDING SE11-400M-FT w/
PHOTOELECTRIC CONTROL AND
CUTOFF SHIELD (OR APPROVED
EQUAL)
PAVEMENT SURFACE
NON-TAPERED SQUARE
ALUMINUM POLE - DARK
BRONZE FINISH
HAND HOLE w/ COVER
ANCHOR BOLTS &
TEMPLATE BY LIGHT
POLE SUPPLIER
SEE LIGHT POLE
BASE DETAIL
FINISH GRADE
N.T.S.
POLE LIGHT BASE DETAIL
REVISED 12/19/2014L-003L-
0
0
3
L
i
g
h
t
P
o
l
e
B
a
s
e
-
r
a
i
s
e
d
(ADJACENT TO PAVEMENT)
24
"
5'-
0
"
M
I
N
.
#3 TIES @ 12" O.C.
GALV. STEEL TO PVC
CONDUIT CONNECTOR
SCHE. 80 PVC FROM
POLE TO POLE w/
SPARATE GROUND
WIRE
PAVEMENT SURFACE
POLE AND LAMP AS PER
LIGHTING SCHEDULE
HAND HOLE w/ COVER
ANCHOR BOLTS &
TEMPLATE BY LIGHT
POLE SUPPLIER
BOLT OR CADWELD
GROUND WIRE TO POLE
FINISH GRADE
3 4" CONDUIT FOR #6
BARE COPPER
GROUND WIRE
(4) #5 VERTICAL
3 4"x10' COPPER WELD
GROUND ROD BOND
TO CONDUIT, BASE &
POLE
2'-0" MIN. WHEN ADJACENT
TO A PAVEMENT SURFACE
24" PRECAST LIGHT POLE BASE
(ROUND or TAPERED)
or 24" Ø (MIN.) CAST-IN-PLACE
- 5,000 psi @ 28 DAYS
- REINFORCING AS SHOWN
N.T.S.
POLE LIGHT BASE DETAIL
REVISED 12/19/2014L-003L-
0
0
3
P
o
l
e
L
I
g
h
t
B
a
s
e
24
"
(M
I
N
.
)
5'
-
0
"
M
I
N
.
3"
#3 TIES @ 12" O.C.
GALV. STEEL TO PVC
CONDUIT CONNECTOR
SCH 80 PVC FROM
POLE TO POLE w/
SEPARATE GROUND
WIRE
PAVEMENT
SURFACE
POLE AND LAMP AS PER
LIGHTING SCHEDULE
HAND HOLE w/ COVER
ANCHOR BOLTS &
TEMPLATE BY LIGHT
POLE SUPPLIER
BOLT OR CADWELD
GROUND WIRE TO POLE
FINISH GRADE
34" CONDUIT FOR #6
BARE COPPER
GROUND WIRE
(4) #5 VERTICAL
34"x10' COPPER WELD
GROUND ROD BOND
TO CONDUIT, BASE &
POLE
24" PRECAST LIGHT POLE BASE
(ROUND or TAPERED)
or 24" Ø (MIN.) CAST-IN-PLACE
- 5,000 psi @ 28 DAYS
- REINFORCING AS SHOWN
2' MIN.
CURB
APR. 7, 2022
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
N.T.S.
GAS LINE TRENCH DETAIL
REVISED 08/01/2014M-006M-
0
0
6
G
a
s
T
r
e
n
c
h
GAS MARKING TAPE SHALL BE
12" BELOW FINISH GRADE
APPROVED BACKFILL
THOROUGHLY COMPACTED
IN 8" LIFTS
GAS PIPE
MIN. 6" SAND OR FINE
GRAVEL ON ALL SIDES
OF CONDUIT IN AREAS
OF ROCKY SOIL24" MIN.
36
"
M
I
N
.
N.T.S.
ELECTRICAL TRENCH - PRIMARY
REVISED 08/01/2014M-007M-
0
0
7
E
l
e
c
.
T
r
e
n
c
h
P
r
i
m
a
r
y
ELECTRICAL CABLE MARKING
TAPE SHALL BE PLACED 8" TO
12" BELOW FINISH GRADE
APPROVED BACKFILL
THOROUGHLY COMPACTED
IN 8" LIFTS
TELEPHONE
CABLE
MIN. 4" SAND OR FINE
GRAVEL ON ALL SIDES
OF CONDUIT
ELECTRICAL CONDUIT
24" MIN.
40
"
M
I
N
.
CONDUIT SHALL BE ENCASED IN A 4" ENVELOPE OF CONCRETE
UNDER THE FOLLOWING CONDITIONS:
A. FOR INSTALLATION UNDER THE TRAVEL PORTION OF THE
ROAD.
B. WITHIN 10' OF WATER, SEWER, GAS AND DRAIN CROSSING.
N.T.S.
ELECTRICAL TRENCH - SECONDARY
REVISED 08/01/2014M-008M-
0
0
8
E
l
e
c
T
r
e
n
c
h
S
e
c
o
n
d
a
r
y
24
"
M
I
N
.
24" MIN.
12" MIN.
APPROVED BACKFILL
THOROUGHLY COMPACTED
IN 8" LIFTS
ELECTRICAL CABLE MARKING
TAPE SHALL BE PLACED 8" TO
12" BELOW FINISH GRADE
TELEPHONE
CABLE
MIN. 4" SAND OR FINE
GRAVEL ON ALL SIDES
OF CONDUIT
ELECTRICAL CONDUIT
DUMPSTER ENCLOSURE
N.T.S.
NEAGLEY & CHASE
OFFICE BUILDING
P:\
A
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t
o
C
A
D
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P
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c
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2
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0
2
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:
1
1
:
2
2
A
M
DSM
DSM
SAL
AS SHOWN
19145
C5.0
SPECIFICATIONS
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
APR. 7, 2022
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
OFFICE BUILDING
P:\
A
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t
o
C
A
D
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P
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c
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2
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9
/
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2
0
2
2
1
2
:
2
1
:
2
9
P
M
DSM
DSM
SAL
AS SHOWN
19145
C5.1
SPECIFICATIONS
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
APR. 7, 2022
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
OFFICE BUILDING
P:\
A
u
t
o
C
A
D
D
P
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c
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\
2
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1
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4
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0
2
2
1
2
:
2
1
:
4
2
P
M
DSM
DSM
SAL
AS SHOWN
19145
C5.2
SPECIFICATIONS
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
APR. 7, 2022
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
OFFICE BUILDING
P:\
A
u
t
o
C
A
D
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P
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c
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2
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1
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1
4
5
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0
2
2
1
2
:
2
1
:
5
5
P
M
”
DSM
DSM
SAL
AS SHOWN
19145
C5.3
SPECIFICATIONS
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
APR. 7, 2022
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
OFFICE BUILDING
4/28/22 DSM REVISED PER CWD COMMENTS
P:\
A
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C
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P
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1
2
:
2
2
:
0
7
P
M
√√
DSM
DSM
SAL
AS SHOWN
19145
C5.4
SPECIFICATIONS
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
APR. 7, 2022
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
OFFICE BUILDING
4/28/22 DSM REVISED PER CWD COMMENTS
P:\
A
u
t
o
C
A
D
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P
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c
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2
2
1
2
:
2
2
:
2
1
P
M
DSM
DSM
SAL
AS SHOWN
19145
C5.5
SPECIFICATIONS
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
APR. 7, 2022
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
OFFICE BUILDING
4/28/22 DSM REVISED PER CWD COMMENTS
P:\
A
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4
P
M
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
S
S
D
EX. 8" WATER SERVICE
INV. UNKNOWN
8"
D
.
I
.
W
A
T
E
R
M
A
I
N
10" D.I. WATER MAIN
B
O
W
D
O
I
N
S
T
.
MEADOWLAND DR.
PROPOSED BUILDING
11,317 SF
F.F.E. 348.0
PROPOSED
HYDRANT
ASSEMBLY
(2) WATER DIG SAFE
MARKINGS
T T
PROPOSED
SPRINKLER
ROOM
115 L.F.
-
8
"
C
9
0
0
P
V
C
NEW GATE VALVE
AND VALVE BOX
R
T
LOT 7
3.96 AC.
FIRE DEPARTMENT
CONNECTION
98.7
'
2" TYPE 'K' DOMESTIC
SERVICE w/ 2" GATE
VALVE & VALVE BOX
8"
D
.
I
.
6" CL 52
D.I.P.
8"x6" TEE
D
D
D
D
W
W
CONTRACTOR SHALL
CONFIRM EX. PIPE SIZE
PRIOR TO CONNECTION
DSM
DSM
SAL
1" = 20'
19145
F1.0
FIRE DEPARTMENT
ACCESS PLAN
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
LOCATION MAP
1" = 2000'
PROJECT
LOCATION
116
89
NEAGLEY & CHASE
OFFICE BUILDING
APR. 7, 2022
9/21/22 DSM REVISED SITE LAYOUT
P:\
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S
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S
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SETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
S
T
S
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C
ET
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ET
C
ET
C
ET
C
ET
C
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ET
C
ETC
ST
S
T
ST
ST
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
S
S
D
S
EX. CB
RIM 341.3
INV. 338.6 (4" E)
INV. 336.9 (18" N)
18" HDPE w/ F.E.S.
INV. 335.8
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
EX. CB
RIM 347.7
EX. CB
RIM 347.7
18" HDPE
18
"
H
D
P
E
B
O
W
D
O
I
N
S
T
.
MEADOWLAND DR.
PROPOSED BUILDING
11,317 SF
F.F.E. 348.0
ROOF DRAIN
CONNECTION
INV. 342.2
50'
W
E
T
L
A
N
D
B
U
F
F
E
R
EXISTING BIT. CONC. SHA
R
E
D
U
S
E
P
A
T
H
EX
I
S
T
I
N
G
5
'
B
I
T
.
C
O
N
C
.
S
I
D
E
W
A
L
K
CB #5
RIM 343.9
INV. 341.9 (12" N)
INV. 342.0 (8" S)
351
35
0
35
0
350
34
9
34
9
34
8
34
8
34
8
34
8
347
3
4
7
34
7
347
346
346
346
345
34
5
345
344
344
3
4
4
344
343
343
3
4
3
343
342
34
2
3
4
2
342
341
34
1
3
4
1
341
340
340
339
339
338
338
337
33
7
33
6
8" OAK
8" OAK
8" OAK
8" MAPLE
8" MAPLE
4" SPRUCE
2" SPRUCE
2" SPRUCE
4" SPRUCE
(3) 4" SPRUCE
(2) 4" SPRUCE
4" SPRUCE
4" SPRUCE
(3) 4" SPRUCE
4" SPRUCE
2" SPRUCE
2" SPRUCE
(4) 6" FIR
2" FIR
EX. CB
RIM 341.4
INV. 339.3 (4" E)
INV. 336.3 (18" E)
INV. 336.3 (18" S)
INV. 336.2 (18" NW)
8 L.F. - 8" HDPE
(PLACE 2" RIGID
INSULATION
OVER PIPE)
T T
34
0
33
8
33
9
349
345
346
339 341
4" LINDEN
4" LINDEN
4" LINDEN
4" LINDEN
2" SPRUCE
+ 347.9
34
4
.
0
+
TC 347.7
BC 347.2
+34
6
34
5
R
T
5.0%
3
4
8
348
349
34
7
34
7
34
8
34
9
3
4
9
34
7
LOT 7
3.96 AC.
EX. CB
RIM 351.8
INV. 346.2 (18" W)
D
D
D
ST
D
ST
S
S
ETC
ETC
W
W
CB #1
RIM 343.9
INV. 339.0 (15" N)
INV. 342.1 (12" NE)
INV. 338.9 (18" E)
INV. 338.8 (18" W)
ST
CB #3
RIM 344.2
INV. 340.8 (15" SE)
CB #4
RIM 344.8
INV. 340.9 (12" E)
INV. 340.8 (12" SW)
DMH #3
RIM 347.0
INV. 341.7 (12" S)
INV. 341.6 (12" W)
DMH #2
RIM 345.9
INV. 340.5 (15" NE)
INV. 340.5 (15" NW)
INV. 340.9 (12" E)
INV. 340.4 (15" S)
DMH #1
RIM 346.8
INV. 340.4 (15" N)
INV. 340.4 (12" W)
INV. 340.3 (15" S)
TREATMENT UNIT
RIM 346.9
INV. 340.1 (15" N)
INV. 339.5 (15" S)64 L.F.
15" HDPE
10 L.F. -
15" HDPE
13 L.F. 15" HDPE
21 L.F. 15" HDPE
9 L.F. 12" HDPE
87 L.F. 12" HDPE
TC 348.6
BC 348.1
+
+
347.96
+
TC 347.5
BC 347.5
+
347.3
+
347.75
TC 347.9
BC 347.4
+
+
TC 346.4
BC 345.9
+
TC 346.8
BC 346.3
348.7
+
+
348.0+
347.3
+
TC 345.9
BC 345.4
TC 347.1
BC 346.6
+
+
346.0
+
347.2
TC 347.4
BC 346.9
+
+
347.2 347.5
+
+
TC 347.6
BC 347.1
TC 347.0
BC 346.5
+
TC 346.5
BC 346.0
+
+
TC 345.1
BC 344.6
TC 345.9
BC 345.4
+
+
TC 346.0
BC 345.5
TC 346.4
BC 345.9
+
+ 346.6347.0
+
+
347.2
346.0
+345.0
+346.0
+347.0
+
90 L.F.
12" HDPE
CB #2
RIM 345.5
INV. 343.0 (12" SW)
TC 347.2
BC 346.7
+
34
8
347
346
345
346
34
7
346
345
34
5
346
TC 345.5
BC 345.0
+
TC 348.2
BC 347.7
+
347
346
346
T/WALL EL. 347.0
343
345
346
3
4
5
WETLAND BUFFER
IMPACT - 1,020 S.F.
346.5
+
347.96
+347.7
+
347.45
+
347.5
+
347.6
+
347.75
++
347.6
+
347.0
346.8
+
347.3
+
348.9±
+349.3
+
348.0
+
+
344.5
TC 346.7
BC 346.7
+
TC 346.8
BC 346.8
+
+
346.3
TC 347.1
BC 346.6
+
347
G
DSM
DSM
SAL
1" = 20'
19145
C2.2
PROPOSED
CONDITIONS
GRADING &
DRAINAGE PLAN
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
LOCATION MAP
1" = 2000'
PROJECT
LOCATION
116
89
NEAGLEY & CHASE
OFFICE BUILDING
APR. 7, 2022
6/8/22 DSM REVISED PER CITY COMMENTS
9/21/22 DSM REVISED SITE LAYOUT
P:\
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HB 1.0
347.9x
348.5x
x346.1
x346.4
x346.8
x347.0
x346.6
346.5x
34
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ETC
ET
C
ET
C
ET
C
ET
C
ET
C
ET
C
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
BO
W
D
O
I
N
S
T
.
MEADOWLAND DR.
PROPOSED BUILDING
11,317 SF
F.F.E. 348.0
EXISTING BIT. CONC. SHA
R
E
D
U
S
E
P
A
T
H
EX
I
S
T
I
N
G
5
'
B
I
T
.
C
O
N
C
.
S
I
D
E
W
A
L
K
351
35
0
34
9
34
8
34
8
3
4
7
34
7
346
346
34
5
344
3
4
4
3
4
3
34
1
339
339
338
337
33
7
T T
349
R
T
(5) HB
(15) PV
(10) EP
(10) AP
(4) AG
(1) TO
(9) SA
(3) AFA
(17) HQ
(6) PO
(17) HR
(13) AP
JC
GT
(10) MD
(11) F
(6) JC
(4) IV
(1) JC
(3) IV
(1) JC
(3) JC
GT
GT
PATIO
GT
(3) HB
(4) LM
OVER PERGOLA
(7) HF
(9) HF
ENTRY SIGN
GB
SNOW STORAGE AREA
(
T
Y
P
.
)
SNOW STORAGE AREA
(
T
Y
P
.
)DSM
DSM
SAL
1" = 20'
L1.1
PROPOSED
PLANTING
PLAN
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
OFFICE BUILDING
Nov.30, 2022
96022-40.dwg Model 4/7/2022 08:48:47
96022-40.dwg Model 4/7/2022 08:48:47
S
D
B
O
W
D
O
I
N
S
T
.
MEADOWLAND DR.
PROPOSED BUILDING
11,317 SF
F.F.E. 348.0
EXISTING BIT. CONC. SHA
R
E
D
U
S
E
P
A
T
H
EX
I
S
T
I
N
G
5
'
B
I
T
.
C
O
N
C
.
S
I
D
E
W
A
L
K
T T
LOT 7
3.96 AC.
DSM
DSM
SAL
1" = 20'
19145
WS1.0
APR. 7, 2022
PARKING LOT
GREEN SPACE
PLAN
A
C
CIVIL ENGINEERING ASSOCIATES, INC.
E
10 MANSFIELD VIEW LANE, SOUTH BURLINGTON, VT 05403
802-864-2323 FAX: 802-864-2271 web: www.cea-vt.com
NORTHEAST
TERRITORIES, INC.
20 SOUTH CREST
BURLINGTON, VERMONT
LOT 7
MEADOWLAND
BUSINESS PARK
SOUTH BURLINGTON, VERMONT
NEAGLEY & CHASE
CONSTRUCTION
66 BOWDOIN ST., STE. 100
SOUTH BURLINGTON, VERMONT
LOCATION MAP
1" = 2000'
PROJECT
LOCATION
116
89
ONLOGIC
PARKING LOT GREEN SPACE COMPLIANCE
TOTAL PARKING LOT AREA 13,358 S.F.
GREEN SPACE REQUIRED 1,336 S.F.
GREEN SPACE PROVIDED 1,460 S.F.
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5
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,
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2
0
2
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4
1
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3
P
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