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CONSTRUCTION NOTESGENERAL NOTES
M.K
IRK
MA
NN
T.W
HIT
EA
PR
2014
ESTIMATED QUANTITIES
ITEM NO. QUANTITYDESCRIPTION UNIT
020337.0
0
TO ITEM 203.33 SPECIAL FILL.
PROVISION 203.33. THIS WORK SHALL BE INCIDENTAL
REMOVE VOIDS IN THE APRON. SEE SPECIAL
DREDGE MATERIAL AND/OR GRANULAR BORROW TO
RIPRAP IN APRONS SHALL BE MIXED WITH EXCAVATED
610.08 PLAIN RIPRAP
STA. 5+00.5 RT TO STA. 5+38 RT
STA. 3+69.5 LT TO STA. 4+07 LT
606.79 GUARDRAIL 350 FLARED TERMINAL
TOTAL: 6 EA
STA. 5+38 RT
STA. 5+00.5 RT
STA. 4+07 LT
STA. 3+69.5 LT
STA. 5+57 LT
STA. 3+38 RT
606.353 REFLECTORIZED FLEXIBLE GUARDRAIL MARKER
STA. 4+07 15’ LT TO STA. 5+19.5 15’ RT (9 PANELS)
STA 3+75.5 15’ RT TO STA. 5+00.5 15’ RT (10 PANELS)
606.23 GUARDRAIL TYPE 3C-SINGLE RAIL
EXCAVATION BELOW SUBGRADE INCIDENTAL TO THIS ITEM
PVC SLEEVES AND CEMENTIOUS MATERIAL INCIDENTAL TO THIS ITEM.
ANY NECESSARY CLEARING SHALL BE INCIDENTAL TO THIS ITEM.
AREAS AND STATIONS AS SHOWN ON PLANS.
531.71 PRECAST CONCRETE BOX CULVERT
STA. 5+19.5 15’ LT TO STA. 5+57 15’ LT
STA. 3+38 15’ RT TO STA. 3+75.5 15’ RT
527.303 ENERGY ABSORBING SYSTEM (ET-PLUS)
DOWNSTREAM: 1 LS
UPSTREAM: 1 LS
511.07 COFFERDAM
659.10
656.75
652.38
652.361
652.35
652.34
652.33
652.312
639.19
631.172
631.12
629.05
620.58
620.54
619.1401
619.12
618.14
615.07
610.08
606.79
606.353
606.23
534.71
527.303
511.07
511.07
508.13
409.15
403.213
403.208
304.10
206.07
203.35
203.33
203.25
203.20
MOBILIZATION
TEMPORARY SOIL EROSION AND WATER POLLUTION CONTROL
FLAGGER
MAINTENANCE OF TRAFFIC CONTROL DEVICES
CONSTRUCTION SIGN
CONE
DRUM
BARRICADE TYPE III
FIELD OFFICE TYPE B
TRUCK - LARGE (INCLUDING OPERATOR)
ALL PURPOSE EXCAVATOR (INCLUDING OPERATOR)
HAND LABOR, STRAIGHT TIME
EROSION CONTROL GEOTEXTILE
STABILIZATION GEOTEXTILE
EROSION CONTROL MIX
MULCH
SEEDING METHOD 2
LOAM
PLAIN RIPRAP
GUARDRAIL 350 FLARED TERMINAL
REFLECTORIZED FLEXIBLE GUARDRAIL MARKER
GUARDRAIL TYPE 3C - SINGLE RAIL
PRECAST CONCRETE BOX CULVERT
ENERGY ABSORBING SYSTEM (ET-PLUS)
COFFERDAM: DOWNSTREAM
COFFERDAM: UPSTREAM
MEMBRANE WATERPROOFING
BITUMINOUS TACK COAT - APPLIED
HOT MIX ASPHALT 12.5 MM BASE
HOT MIX ASPHALT 12.5 MM HMA SURFACE
AGGREGATE SUBBASE COURSE - GRAVEL
STR ROCK EXC - DR AND MINOR STR
CRUSHED STONE FILL
SPECIAL FILL
GRANULAR BORROW
COMMON EXCAVATION
LS
LS
HR
LS
SF
EA
EA
EA
EA
HR
HR
HR
SY
SY
CY
UN
UN
CY
CY
EA
EA
LF
LS
EA
LS
LS
SY
G
T
T
CY
CY
CY
CY
CY
CY
1
1
240
60
500
50
20
6
1
10
10
20
180
210
10
1
1
10
120
2
6
237.5
1
2
1
1
130
50
190
100
530
20
50
30
360
490
CONTROL, FEBRUARY, 2008.
TRANSPORTATION’S BEST MANAGEMENT PRACTICES FOR EROSION & SEDIMENTATION
24. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE MAINE DEPARTMENT OF
ACCEPTABLE TO THE RESIDENT.
FURNISHED BY MAINEDOT. ALL LAYOUT, STAKES, AND GRADES WILL BE CHECKED AND MUST BE
TO DETERMINE NEW CONSTRUCTION FINISH GRADES FROM DIFFERENTIAL ELEVATION SHEETS
THESE STAKES. THESE STAKES AND GRADES WILL BE USED TO LAYOUT CENTERLINE AND
THE CONSTRUCTION LIMITS AND THE EXISTING CENTERLINE GRADES SHALL BE TRANSFERRED TO
AS PER STANDARD SPECIFICATION 105.6.2. SIDE STAKES SHALL BE PLACED SAFELY OUTSIDE OF
23. THE CONTRACTOR IS RESPONSIBLE FOR THE CAREFUL SIDE STAKING OF EXISTING CENTERLINE
WILL BE MADE UNDER ITEM 620.58 EROSION CONTROL GEOTEXTILE.
22. EROSION CONTROL GEOTEXTILE SHALL BE PLACED AT ALL RIPRAP LOCATIONS. PAYMENT
21. STATIONS REFERENCED ARE APPROXIMATE.
COMMON EXCAVATION.
20. REMOVAL OF EXISTING DRAINAGE SHALL BE CONSIDERED INCIDENTAL TO ITEM 203.20
REPLACED AS DETERMINED BY THE RESIDENT AT THE CONTRACTOR’S EXPENSE.
CULVERT. ANY DAMAGE TO THE BOX CULVERT DURING CONSTRUCTION SHALL BE REPAIRED OR
19. RIPRAP ADJACENT TO THE BOX CULVERT SHALL BE PLACED SO AS TO NOT DAMAGE THE
INCIDENTAL TO THE RELATED DRAINAGE ITEMS.
BACKSLOPING REQUIREMENTS WILL NOT BE PAID FOR DIRECTLY BUT WILL BE CONSIDERED
18. ADDITIONAL EXCAVATION FOR THE CONTRACTOR’S CONVENIENCE OR TO COMPLY WITH
EXCAVATION, DITCH & INSLOPE, OR EQUIPMENT RENTAL AREAS.
17. AREAS REQUIRING FILL ON THE PROJECT WILL COME FROM SUITABLE EXCAVATION FROM
EXPENSE.
EQUIPMENT, AND MATERIALS REQUIRED TO MAKE REPAIRS SHALL BE AT THE CONTRACTOR’S
OR OPERATION SHALL BE REPAIRED TO THE SATISFACTION OF THE RESIDENT. ALL WORK,
16. ANY DAMAGE TO THE SLOPES CAUSED BY THE CONTRACTOR’S EQUIPMENT, PERSONNEL,
CONTRACT.
ENSURE THAT THE MAIL WILL BE DELIVERABLE. PAYMENT WILL BE INCIDENTAL TO THE
15. THE CONTRACTOR WILL BE RESPONSIBLE FOR MAINTAINING ALL EXISTING MAILBOXES TO
EACH SECTION OF BEAM GUARDRAIL.
14. GUARDRAIL END TREATMENTS SHALL BE INSTALLED CONCURRENTLY WITH THE PLACEMENT OF
APPROVAL OF THE RESIDENT.
13. NO EXISTING DRAINAGE SHALL BE ABANDONED, REMOVED OR PLUGGED WITHOUT PRIOR
TO THE RELATED PAVING ITEMS.
12. ANY NECESSARY CLEANING OF EXISTING PAVEMENT PRIOR TO PAVING SHALL BE INCIDENTAL
INCIDENTAL TO 656 ITEMS.
WASTE AREAS. GRADING, SEEDING, AND MULCHING OF WASTE AREAS TO BE CONSIDERED
11. ALL WASTE MATERIAL NOT USED ON THE PROJECT SHALL BE DISPOSED OF IN ACCEPTABLE
PAVEMENT.
FINAL COMPLETION OF THE PROJECT THERE IS NO DROP-OFF FROM THE EDGE OF SHOULDER
10. THE CONTRACTOR SHALL PLAN AND CONDUCT THEIR WORK ACCORDINGLY SO THAT UPON
DETERMINED BY THE RESIDENT.
A DEPTH OF 2 INCHES. EROSION CONTROL MIX MAY BE USED IN THESE AREAS AS
9. NEWLY CONSTRUCTED SIDESLOPES NOT RECEIVING RIPRAP SHALL HAVE LOAM PLACED TO
8. UNLESS OTHERWISE NOTED, SEEDING METHOD NO.1 SHALL BE USED.
BE PLACED TO A NOMINAL DEPTH OF 2 INCHES.
7. LOAM, SEED, AND MULCH ARE TO BE PLACED ON DISTURBED LAWN AREAS. LOAM SHALL
FLATTER, OR AS DIRECTED BY THE RESIDENT.
6. ALL INSLOPE AND DITCHES IN CUT AREAS SHALL BE GRADED AS SHOWN ON THE TYPICALS OR
SAW CUT. PAYMENT SHALL BE INCIDENTAL TO THE 403 ITEMS.
5. ALL JOINTS BETWEEN EXISTING AND PROPOSED HOT BITUMINOUS PAVEMENT SHALL BE
RESIDENT.
ACTUAL LIMITS SHALL BE DETERMINED BY THE CONTRACTOR AND APPROVED BY THE
4. CLEARING LIMIT LINES SHOWN ON THE PLANS ARE FOR ESTIMATING PURPOSES ONLY.
RIGHT OF WAY MAP.
3. FOR EASEMENTS, CONSTRUCTION LIMITS AND RIGHT OF WAY LINES, REFER TO THE
SPECIFIED IN THE SPECIAL PROVISIONS.
2. DURING CONSTRUCTION, THE ROAD WILL BE CLOSED TO TRAFFIC FOR A TIME PERIOD
OWNERS UNLESS OTHERWISE NOTED.
1. INVOLVED UTILITIES SHALL BE ADJUSTED AS NECESSARY BY THEIR RESPECTIVE
REMOVE EXISTING TWIN 6’ CULVERTS
14" ASH
REMOVE TREE
-38.31
STA 3+22.78
38.23
STA 3+46.06
LIMIT WORK
STA 4+75
LIMIT WORK
STA 1+00
AND SLOPE PROTECTION (TYP>)
PLAIN RIPRAP APRON
UPSTREAM COFFERDAM
APPROX. LOCATION OF
DOWNSTREAM COFFERDAM
APPROX. LOCATION OF
3+00
4+00
5+00
6+00
7+00
8+00
8+348+34
PO
B
=
ST
A. 3
+00.00
PC
=
ST
A. 4
+07.07
PT
=
ST
A.
4+
84.7
4
PC
=
ST
A.
5+
44.0
4
PT
=
ST
A.
6+
06.8
5
PC
=
ST
A.
6+
52.1
6
PT =
ST
A.
7+
73.2
6
PO
E =
ST
A.
8+
34.3
7
E = 1.01’
T = 38.87’
L = 77.67’
R = 750.00’
PI = 4+45.94
CURVE DATA #1
E = 0.66’
T = 31.42’
L = 62.80’
R = 750.00’
PI = 5+75.46
CURVE DATA #2
E = 2.63’
T = 60.70’
L = 121.10’
R = 700.00’
PI = 7+12.86
CURVE DATA #3
New Pole
New Pole
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020337.0
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72"
CMP
72"
CMP
14"
ASH
TOP
OF
PIP
E
TOP
OF
PIP
E
TOP
OF
PIP
E
JAC
KIN
S BR
OO
K SET
TLED
17
72
130/1
09
IPF
2"
DIA PIN STEEL
SPIK
E
18"
CMP
18"
IPF
2"
DIA PIN STEEL
SPIK
E
6" DIA W
OO
D15"
CMP
TOP
OF
PIP
E
24"
PCP
128
STB128/1
07
131/
1/110
BY
DA
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SHEET NUMBER
OF
TY
PIC
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SE
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NS
NOT TO SCALE
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3.00 11.00 3.00CL
VARIES VARIESVARIESVARIES
3.003.00
TYPICAL APPROACH SECTION
TYPICAL LEFT GUARDRAIL APPROACH TYPICAL RIGHT GUARDRAIL APPROACH
VARIES VARIES
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VARIES VARIES
VARIESVARIES
18" AGGREGATE SUBBASE COURSE GRAVEL
M.K
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T.W
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PR
2014
020337.0
0
6" HMA
2:1 OR
FLATT
ER 2:1 OR FLATTER
2:1 OR FLATTER2:1 O
R FLA
TTTE
R
4.00 11.00 4.00
4.00 4.00
TRAVEWAY CROSS SLOPES "ROLLOVER" SHALL NOT EXCEED 8%.
3. THE ALGEBRAIC DIFFERENCE BETWEEN THE SHOULDER AND
STRAIGHT.
FOR ALL COURSES OF SUBBASE AND PAVEMENT SHALL BE
2. CROWNS FOR BOTH NORMAL AND SUPERELEVATION SECTIONS
THE PLANS ARE INTENDED TO BE NOMINAL.
1. THE PAVEMENT, BASE AND SUBBASE DEPTHS AS SHOWN ON
18" AGGREGATE SUBBASE COURSE GRAVEL
6" HMA
18" AGGREGATE SUBBASE COURSE GRAVEL
6" HMA
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WIN
3+00
4+00 5+00
6+00
PO
B
=
ST
A. 3
+00.00
PC
=
ST
A. 4
+07.07
PT
=
ST
A. 4
+84.74
PC
=
ST
A. 5
+44.04
PT
=
ST
A.
6+
06.8
5
PC
=
ST
A.
6+
52.1
6
E = 1.01’
T = 38.87’
L = 77.67’
R = 750.00’
PI = 4+45.94
CURVE DATA #1
E = 0.66’
T = 31.42’
L = 62.80’
R = 750.00’
PI = 5+75.46
CURVE DATA #2
New Pole
New Pole
100
105
110
115
120
125
130
135
140
145145
100
105
110
115
120
125
130
135
140
145145
3+00 4+00 5+00 6+00
3+00 4+00 5+00 6+00
PROFILE
PVI =
ST
A. 3
+00.0
0
ELE
V. =
131.58
PV
C =
ST
A. 3
+10.9
5
ELE
V. =
130.5
1
PVI =
ST
A. 4+3
7.18
ELE
V. =
118.2
5
LOW POINT = STA. 4+67.53
ELEV. = 122.91
PVT =
ST
A. 5+6
3.4
0
ELE
V. =
125.7
6
G = -9.72%
G = 5.
95%
E = 4.943’
SD = 113’
EL. 12
5.5
6
EL. 12
4.3
2
EL. 12
3.4
7
EL. 12
3.0
0
EL. 12
2.9
2
EL. 12
3.2
3
EL. 12
3.9
3
EL. 131.5
8
EL. 129.2
4
EL. 127.2
5
EL. 125.6
0
EL. 124.3
3
EL. 123.4
5
EL. 123.0
0
EL. 122.9
6
EL. 123.2
8
EL. 123.9
1
EL. 125.0
7
EL. 126.4
6
EL. 127.9
3
50.00’67.71’50.00’
CRUSHED STONE
GRANULAR BORROW
PAY LIMITS FOR
CONCRETE BOX CULVERT
BY 6’ RISE PRECAST
PROPOSED 10’ SPAN
BEGIN GRAVEL TAPER
MATCH EXISTING
STA 3+70
BEGIN PROJECT
END GRAVEL TAPER
STA 4+20 BEGIN GRAVEL TAPER
END PROJECT
STA 4+88
MATCH EXISTING
END GRAVEL TAPER
STA 5+38
72"
CMP
72"
CMP
14"
AS
H
TOP
OF PIP
E
TOP
OF PIP
E
TOP
OF PIP
E
JAC
KIN
S BR
OO
K SETTLED 17
72
130/10
9 IPF
2"
DIA PIN STEEL SPIK
E
18"
CMP
18"
IPF
2"
DIA PIN STEEL SPIK
E
6"
DIA
WO
OD
15"
CMP
BY
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SHEET NUMBER
OFNOT TO SCALE
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3’-0"
2’-0"
TYPICAL BOX SECTION
2’-0"
GEOTEXTILE OVERLAP MIN.
1’-0
"
CRUSHED STONE MIN.
STABILIZATION GEOTEXTILE
WATERPROOFING MEMBRANE
2"
MIN.
PRECAST CONCRETE TOE WALL DETAIL
1’ 0"
MIN.
TYPICAL LONGITUDINAL SECTION
Flow
GRADIENT: 1.18%
PRECAST CONCRETE BOX CULVERT
10’ SPAN BY 6’ RISE
2’-0"
1’-0
" 1’-0"
APRON (TYP.)
PLAIN RIPRAP
1’-0" CRUSHED STONE (MIN.)
CL CONSTRUCTION
C LC
UL
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RT
5’-0"
5’-0" 1’-0
" (T
YP.)
9- 2�
" P
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ES
STA. 3+34.1
CONCRETE BOX PLAN
2’-0"
1’-0"
1’-6
"
A800
PRODUCT LIST
MAINEDOT QUALIFIED
CEMENTIOUS MATERIAL FROM
2�" PVC SLEEVE WITH
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PRECAST CONCRETE TOE WALL
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N
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Flow
16°49’36" TO
E
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RETENTION SILL DETAIL
6"
10’-0"
6"
8’-0"
40’-0" 40’-0"
CULVERT NOTES
FOR LIMITS OF GRANULAR BORROW
*REFER TO PROFILE SHEET #5
2:1
3’-0"
GRANULAR BORROWFOR LIMITS OF GRANULAR BORROW
*REFER TO PROFILE SHEET #5
2:1
M.K
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PR
2014
BACKFILL WITH EXCAVATED MATERIAL (TYP.)
IN ACCORDANCE WITH OSHA REQUIREMENTS.
CONTRACTOR’S METHOD OF EXCAVATION
ELEV. 109.52
INV. IN
ELE. 108.56
INV. IN
020337.0
0
1’-0
"
1’-3
"
6"
(SEE RETENTION SILL DETAIL)
RETENTION SILL
-SPECIAL FILL
-RETENTION SILLS
PROVIDE STREAM BED
3’-0" GEOTEXTILE (TYP.)
(SEE RETENTION SILL DETAIL)
RETENTION SILL
1’-0"
MA
TC
H
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WID
TH
LOW FLOW CHANNEL
APPROX. LOCATION OF
TO ITEM 203.33 SPECIAL FILL.
AS DIRECTED BY THE RESIDENT. THIS WORK SHALL BE INCIDENTAL
AND COINCIDE WITH THE LOW POINTS OF THE RETENTION SILLS
ALTERNATE FROM SIDE TO SIDE, FORMING ONE COMPLETE S-CURVE,
TO AN APPROXIMATE DEPTH OF 4 INCHES. THIS PATH SHALL
IN THE CONSTRUCTED SUBSTRATE APPROXIMATELY 3 FEET WIDE
3. THE CONTRACTOR SHALL CONSTRUCT A MEANDERING CHANNEL
SPECIFICATIONS AS APPLICABLE.
UNITS SHALL BE IN ACCORDANCE WITH THE MANUFACTURER’S
2. CONSTRUCTION, HANDLING, AND ASSEMBLY OF THE PRECAST
PRECAST UNITS.
AND TO AT LEAST 12 INCHES DOWN THE EXTERIOR SIDES OF
1. INSTALL STANDARD MEMBRANE WATERPROOFING OVER THE TOP
3’-0"
CHANNEL
LOW FLOW
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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
Sta. 3+50.00 to Sta. 3+75.00
CL
CL
CL
125.56
-10.7%-2.8% -3.8%
-11.2%
EXIST. 128
STA. 3+49.84-0.66 RT.
EXIST.
STA. 3+50.00
-0.13 RT.
EXIST.
STA. 3+75.00
17.13 LT.
-25.86 FT
22.90 FT
WIDEN SHOULDER FOR 350 FLARE
INSTALL GR 350 FLARED TERM.
STA. 3+69.5 LT TO STA. 4+07 LT
INSTALL ET-PLUS
STA. 3+38 15’ RT TO STA. 3+75.5 15’ RT
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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
Sta. 4+00.00 to Sta. 4+25.00
CLCL
CL
CL
124.32
-11.8%-0.5% -3.5%
-11.2%
123.47
-2:1
-2:1
-14.5%0.8% -4.2%
-10.8%
-0.14 RT.
EXIST.
STA. 4+00.00
-0.46 RT.
EXIST.
STA. 4+25.00
INSTALL GR TYPE 3C (9 PANELS)
STA. 4+07 15’ LT TO STA. 5+19.5 15’ LT
INSTALL GR TYPE 3C (10 PANELS)
STA. 3+75.5 15’ RT TO STA. 5+00.5 15’ RT
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100
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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
4+50.00
100
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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
Sta. 4+43.00 to Sta. 4+50.00
CL
CLCL
CL
123.09
-2:1
-6:11.2% -5.6%
-10.7%
-2:1
123.00
-2:1
-2:1
-6:12.0%
-5.8%-10.7%
-2:1
EXIST.
STA. 4+39.68
EXIST. 14" ASH
STA. 4+46.48
-0.39 RT.
EXIST.
STA. 4+43.00
EXIST.
STA. 4+48.44
EXIST.
STA. 4+39.68
EXIST. 14" ASH
STA. 4+46.48
-0.21 RT.
EXIST.
STA. 4+50.00
35.17 RT.
EXIST.
STA. 4+61.50
31.96 LT.
29.68 LT.
34.28 LT.
31.96 LT.
29.68 LT.
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Sta. 4+67.00 to Sta. 4+75.00
CL
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122.91
-2:1
-6:12.7%
-7.6%-10.2%
-2:1
122.92
-2:1
-6:12.4%
-9.1%-8.3%
-2:1
0.29 RT.
EXIST.
STA. 4+67.00
31.48 RT.
EXIST.
STA. 4+68.32
0.43 RT.
EXIST.
STA. 4+75.00
31.48 RT.
EXIST.
STA. 4+68.32
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105
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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
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0 5 10 15 20 25 30 35 40 45 50 55 60 65 70-5-10-15-20-25-30-35-40-45-50-55-60-65-70
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Sta. 5+00.00 to Sta. 5+50.00
CL
CL
CL
CL
CL
123.23
-12.0% 2.1%-12.3%
-4.8%
123.93
-12.8% 3.0%
-11.2%
0.08 RT.
EXIST.
STA. 5+00.00
-0.34 RT.
EXIST.
STA. 5+25.00
-0.04 RT.
EXIST.
STA. 5+50.00
WIDER SHOULDER FOR 350 TERM
INSTALL GR 350 FLARED TERM
STA. 5+00.5 RT TO STA. 5+38 RT
INSTALL ET- PLUS
STA. 5+19.5 LT TO STA. 5+57 LT
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020337.0
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115
120
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130
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115
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145
150
2+00 3+00 4+00 5+00
2+00 3+00 4+00 5+00
110
105
100
110
105
100
50.00’75.50’
TRANSITION TRANSITIONPROJECT
STA 3+34.10
PRECAST CONCRETE BOX
10’ SPAN BY 6’ RISE
EXISTING GRADE
50.00’
PV
C =
ST
A. 2
+26.0
0
ELE
V. =
127.5
4
LOW POINT = STA. 3+48.06
ELEV. = 122.95
PVT =
ST
A. 4+4
4.0
0
ELE
V. =
125.7
9
V.C.L. = 218’
E = 3.667’
SD = 114’
Note:This generalized interpretive soil profile is intended to convey
trends in subsurface conditions. The boundaries between strata
are approximate and idealized, and have been developed by
interpretations of widely spaced explorations and samples.
Actual soil transitions may vary and are probably more erratic.
For more specific information refer to the exploration logs.
0
SCALE
5025
PROFILE
HORIZ 25
1050VERT 5
Boring No.
Strata Interface
for Rock Core SampleRock Quality Designation
RQD=
Offset, if sh
own
BOE= Bottom Of Exploration
Pavement Thickness if applicable
LEGEND
Boring
Top of Intack Bedrock
Weathered ROCK
BOE
SB-C
LIN-
101
RQD=6%BOE
SB-C
LIN-
102
RQD=17%
@ Station 3+48, ÉInterpolated Bedrock Elev. 105.6 ft
??
?
?
?
?
GRAVEL, some silt, (Fill).
Brown, damp, loose, fine to coarse
silt, (Fill).
medium GRAVEL, some sand, some
Brown, wet, medium dense, fine to
Rock Mass Quality = Very Poor
of core.
highly fractured PHYLLITE at bottom
to hard, stronger SILTSTONE at top,
R1:Bedrock: Dark grey, moderalely soft
GRAVEL, little silt.
Brown, moist, medium dense, sandy
SAND, some gravel, some silt.
Brown, wet, loose, fine to medium
SAND, some gravel, little silt, (Till).
Brown, wet, dense, fine to coarse
Rock Mass Quality = Very Poor
SILTSTONE at bottom.
PHYLLITE at top of core, stronger
soft to hard, highly fractured
R1:Bedrock: Dark grey, moderately
MA
G. 19
XX
Scale in Feet
PLAN
25 0 25 50
SB-CLIN-102
SB-CLIN-101
CASED WASH BORING
LEGEND
3+00
4+00 5+00
6+00
PO
B
=
ST
A. 3
+00.00
PC
=
ST
A. 4
+07.07
PT
=
ST
A. 4
+84.74
PC
=
ST
A. 5
+44.04
PT
=
ST
A.
6+
06.8
5
PC
=
ST
A.
6+
52.1
6
E = 1.01’
T = 38.87’
L = 77.67’
R = 750.00’
PI = 4+45.94
CURVE DATA #1
E = 0.66’
T = 31.42’
L = 62.80’
R = 750.00’
PI = 5+75.46
CURVE DATA #2 E = 2.63’
T = 60.70’
L = 121.10’
R = 700.00’
PI = 7+12.86
CURVE DATA #3110
72"
CMP
72"
CMP
14"
AS
H
115
115
115
TOP
OF PIP
E
TOP
OF PIP
E
TOP
OF PIP
E
120
120
120
120
120
120
JAC
KIN
S BR
OO
K SETTLED 17
72
125
125
125
125
130/10
9
IPF
2"
DIA PIN STEEL SPIK
E
18"
CMP
IPF
2"
DIA PIN STEEL SPIK
E
18"
6"
DIA
WO
OD
130
130
130
130
15"
CMP
Flo
wJ A C K I N S B R
O O K
135
135
145
SHEET NUMBER
OF
DE
SIG
N-
DE
TAIL
ED
BY
DA
TE
PR
OJ.
MA
NA
GE
R
FIE
LD
CH
AN
GE
S
RE
VISIO
NS
1
RE
VISIO
NS
2
RE
VISIO
NS
3
RE
VISIO
NS
4
CH
EC
KE
D-
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013
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Date:4/2
7/2
015
nic
holas.w.h
artle
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DE
SIG
N2-
DE
TAIL
ED
2
DE
SIG
N3-
DE
TAIL
ED
3
WIN
HIG
HW
AY P
LA
NS
ST
AT
E O
F M
AIN
E
DE
PA
RT
ME
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F T
RA
NSP
OR
TA
TIO
N
DA
TE
SIG
NA
TU
RE
P.E.
NU
MB
ER
__
__
_
20337.0
0
CLIN
TO
N
RIV
ER
RO
AD
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
__
N
HA
RT
LE
Y_
__
__
__
__
__
_
M.K
IRK
MA
NN
T.W
HIT
E
__
__
__
__
__
__
__
__
__
__
__
__
AP
R
2014
__
__
__
SH
AW
N
SMIT
H
BRID
GE N
O. 6485
BO
RIN
G
LO
GS
1315
020337.0
0
0
5
10
15
20
25
1D
2D
3D
R1
24/15
24/19
21.6/18
60/60
5.00 -
7.00
10.00 -
12.00
15.00 -
16.80
16.90 -
21.90
28/11/12/11
2/3/2/2
14/12/28/50(3.6)
23
5
40
33
7
58
SSA
48
34
22
20
12
11
13
52
265
90
20
a50
NQ-2
112.70
109.20
105.30
100.30
Brown, moist, medium dense, sandy GRAVEL, little silt.
9.50
Grey, wet, loose, fine to medium SAND, some gravel,
some silt, trace clay, trace organics with wood.
13.00
Brown, wet, dense, fine to coarse SAND, some gravel,
little silt (Till). Weathered Rock in spoon tip.
a50 blows for 0.8 ft.
Roller Coned ahead to 16.9 ft bgs.
16.90
Top of Bedrock at Elev. 105.3 ft.
R1:Bedrock: Dark gray, white quartz veins. Moderately
soft to hard, minor rusty staining at top of core.
Highly fractured phyllite at top of core, stronger
R1:Core Times (min:sec)
16.9-17.9 ft (2:55)
17.9-18.9 ft (7:00)
18.9-19.9 ft (9:20)
19.9-20.9 ft (7:50)
21.90
Bottom of Exploration at 21.90 feet below ground
surface.
G#243126
A-1-a, GM
G#243127
A-2-4, SC-SM
G#243128
A-1-b, SM
Maine Department of Transportation Project: River Road Strut Replacement Boring No.: SB-CLIN-101
Soil/Rock Exploration LogLocation: Clinton, Maine
US CUSTOMARY UNITS WIN: 20337.00
Driller: MaineDOT Elevation (ft.) 122.2 Auger ID/OD: 5" Solid Stem
Operator: Giles/Daggett Datum: NAVD88 Sampler: Standard Split Spoon
Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: 140#/30"
Date Start/Finish: 4/17/2014; 08:00-11:30 Drilling Method: Cased wash Boring Core Barrel: NQ-2"
Boring Location: 3+30.6, 12.7 ft Rt. Casing ID/OD: NW Water Level*: 9.0 ft bgs.
Hammer Efficiency Factor: 0.867 Hammer Type: Automatic Hydraulic Rope & Cathead
Definitions: R = Rock Core Sample Su = Insitu Field Vane Shear Strength (psf) Su(lab) = Lab Vane Shear Strength (psf)
D = Split Spoon Sample SSA = Solid Stem Auger Tv = Pocket Torvane Shear Strength (psf) WC = water content, percent
MD = Unsuccessful Split Spoon Sample attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) LL = Liquid Limit
U = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw field SPT N-value PL = Plastic Limit
MU = Unsuccessful Thin Wall Tube Sample attempt WOH = weight of 140lb. hammer Hammer Efficiency Factor = Annual Calibration Value PI = Plasticity Index
V = Insitu Vane Shear Test, PP = Pocket PenetrometerWOR/C = weight of rods or casing N60 = SPT N-uncorrected corrected for hammer efficiency G = Grain Size Analysis
MV = Unsuccessful Insitu Vane Shear Test attempt WO1P = Weight of one person N60 C = Consolidation Test
Remarks:
400# down pressure on Core Barrel.
Stratification lines represent approximate boundaries between soil types; transitions may be gradual. Page 1 of 1
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other
than those present at the time measurements were made. Boring No.: SB-CLIN-101
Depth (ft.)
Sa
mple
No.
Sample Information
Pen./
Rec. (in.)
Sa
mple
Depth
(ft.)
Blo
ws (/6 in.)
Shear
Strength
(psf)
N-uncorrected
N60
Casing
Blo
ws
Elevation
(ft.)
Graphic
Log
Visual Description and Remarks
Laboratory
Testing
Results/
AASHTO
and
Unified Class.
0
5
10
15
20
25
1D
1D/A
2D
R1
24/13
24/16
60/48
5.00 -
7.00
10.00 -
12.00
14.50 -
19.50
6/5/5/5
3/12/13/32
10
25
14
36
SSA
22
67
89
132
a175
NQ-2
122.87
117.70
108.50
103.70
4" PAVEMENT.
0.33
1D (5.0-5.5 ft) Brown, damp, loose, fine to coarse
GRAVEL, some sand, some silt, trace clay, occasional
cobbles, (Fill).
5.50
1D/A (5.5-7.0 ft) Brown, wet, loose, SILT, some clay,
some sand, trace gravel (Fill).
Brown, wet, medium dense, fine to medium GRAVEL, some
sand, some silt, trace clay, with brick pieces (Fill).
a175 blows for 0.5 ft.
Cobble from 14.5-14.7 ft bgs.
R1:Core Times (min:sec)
14.5-15.5 ft (4:09)
14.70
Top of Bedrock at Elev. 108.5 ft.
R1:Bedrock:Dark gray, white quartz veins. Moderately
soft to hard. No significant staining. Stronger
siltstone at top of core, highly fractured phyllite at
R1:Core Times cont. (min:sec)
15.5-16.5 ft (4:30)
16.5-17.5 ft (3:45)
17.5-18.5 ft (5:00)
No Water Return. Left 0.4 ft of core in hole.
19.50
Bottom of Exploration at 19.50 feet below ground
surface.
G#243129
A-1-b, GC-GM
G#243130
A-4, CL-ML
G#243131
A-4, GC-GM
Maine Department of Transportation Project: River Road Strut Replacement Boring No.: SB-CLIN-102
Soil/Rock Exploration LogLocation: Clinton, Maine
US CUSTOMARY UNITS WIN: 20337.00
Driller: MaineDOT Elevation (ft.) 123.2 Auger ID/OD: 5" Solid Stem
Operator: Giles/Daggett Datum: NAVD88 Sampler: Standard Split Spoon
Logged By: B. Wilder Rig Type: CME 45C Hammer Wt./Fall: 140#/30"
Date Start/Finish: 4/17/2014; 11:30-14:00 Drilling Method: Cased wash Boring Core Barrel: NQ-2"
Boring Location: 3+57.3, 7.0 ft Lt. Casing ID/OD: NW Water Level*: 9.0 ft bgs.
Hammer Efficiency Factor: 0.867 Hammer Type: Automatic Hydraulic Rope & Cathead
Definitions: R = Rock Core Sample Su = Insitu Field Vane Shear Strength (psf) Su(lab) = Lab Vane Shear Strength (psf)
D = Split Spoon Sample SSA = Solid Stem Auger Tv = Pocket Torvane Shear Strength (psf) WC = water content, percent
MD = Unsuccessful Split Spoon Sample attempt HSA = Hollow Stem Auger qp = Unconfined Compressive Strength (ksf) LL = Liquid Limit
U = Thin Wall Tube Sample RC = Roller Cone N-uncorrected = Raw field SPT N-value PL = Plastic Limit
MU = Unsuccessful Thin Wall Tube Sample attempt WOH = weight of 140lb. hammer Hammer Efficiency Factor = Annual Calibration Value PI = Plasticity Index
V = Insitu Vane Shear Test, PP = Pocket PenetrometerWOR/C = weight of rods or casing N60 = SPT N-uncorrected corrected for hammer efficiency G = Grain Size Analysis
MV = Unsuccessful Insitu Vane Shear Test attempt WO1P = Weight of one person N60 C = Consolidation Test
Remarks:
400# down pressure on Core Barrel.
Stratification lines represent approximate boundaries between soil types; transitions may be gradual. Page 1 of 1
* Water level readings have been made at times and under conditions stated. Groundwater fluctuations may occur due to conditions other
than those present at the time measurements were made. Boring No.: SB-CLIN-102
Depth (ft.)
Sa
mple
No.
Sample Information
Pen./
Rec. (in.)
Sa
mple
Depth
(ft.)
Blo
ws (/6 in.)
Shear
Strength
(psf)
N-uncorrected
N60
Casing
Blo
ws
Elevation
(ft.)
Graphic
Log
Visual Description and Remarks
Laboratory
Testing
Results/
AASHTO
and
Unified Class.
3+00
4+005+00
6+00
7+00
8+00
8+348+34
PO
B
=
ST
A.
3+
00.0
0
PC
=
ST
A.
4+
07.0
7
PT
=
ST
A. 4
+84.74
PC
=
ST
A. 5
+44.04
PT
=
ST
A.
6+
06.8
5
PC
=
ST
A.
6+
52.1
6
PT
=
ST
A.
7+
73.2
6
PO
E
=
ST
A.
8+
34.3
7
ZO
NE
RIVER ROAD
LOT 4B
TAX MAP 2
JA
CKIN
S
BR
OO
K
FL
OW
JACKINS BROOK
LIMITS
LIMITS
LIMITS
OF
OF
OF
WROUGHT
WROUGHT
WROUGHT
PORTION
PORTION
PORTION
LIMITS
OFWROUGHT
PORTION
TO TARDIFF ROAD
TO BENTON
PO
WER POLE
LAURA E. FLOOD
TIMOTHY E. FLOOD
DANA P. FLOOD
SARAH C. FLOOD
P.L.
+25
40.0
0’
33.0
0’
33.0
0’
33.0
0’
+15+70+55
55’
65’
+85 +90
65’
60’
P.L.+30
40.0
0’
33.0
0’
33.0
0’3
3.0
0’
P.L.
+54*
END B.L.
45.31’
+69*
FLOOD FARM PROPERTIES, LLC
ERIN L. FLOOD
TIMOTHY E. FLOOD
FLOOD FARM PROPERTIES, LLC
DR
AIN.
EASEMENT
EASEMENT
LIM
ITS
LIM
ITS
DR
AIN
AG
E
BEGIN B.L.
+78*
+38*
107.07’
77.67’59.30’
E = 1.01’T = 38.87’L = 77.67’R = 750.00’
PI = 4+45.94CURVE DATA #1
E = 0.66’
T = 31.42’
L = 62.81’
R = 750.00’
PI = 5+75.46
CURVE DATA #2
E = 2.63’
T = 60.70’
L = 121.10’
R = 700.00’
PI = 7+12.86
CURVE DATA #3
62.81’
82.07’
81.09’
59.30’ 65.57’23.15’
+44*
39’*42’*
TE
MP.
CONSTRUCTION
+35+20
+85*
+31*
55’
LIM
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+60
+50
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49’*
34’*
GRID
OUTLET DRAINAGE STRUCTURE
STA. 4+50 TO 4+90 RT.
STA. 4+15 TO 4+70 LT.INLET DRAINAGE STRUCTURE
45.0
0’
46.0
0’
40.0
0’45.0
0’
82.22’72.93’
59.32’ 59.44’ 23.15’59’*
14’*
STATE AID HIGHWAY NO. 2
MAINE D.O.T.’ S PROJECT.
WHICH IS NOT BEING IMPACTED BY
SUBJECT TO FERC LICENSE NO. 2322
JACKINS BROOK AND KENNEBEC RIVER
NOTE:
LO
T
LIN
E
TOTAL AREA = 54* AC. (TAX RECORDS)
TEMP. CONST. RIGHTS = 365* S.F. (1)
DRAINAGE EASE. = 680* S.F. (1)
LAND = 55* S.F. (EASE. FOR HIGHWAY PURPOSES) (2)
PARCEL NO. (2)
TOTAL AREA = 25* AC. (TAX RECORDS)
TEMP. CONST. RIGHTS = 805* S.F. (1)
DRAINAGE EASE. = 350* S.F. (1)
LAND = 1065* S.F. (EASE. FOR HIGHWAY PURPOSES)
PARCEL NO. (1)
TOTAL AREA = 8.4* AC. (DEED)
TEMP. CONST. RIGHTS = 925* S.F. (1)
DRAINAGE EASE. = 180* S.F. (1)
LAND = 1800* S.F. (EASE. FOR HIGHWAY PURPOSES)
PARCEL NO. (3)
TOTAL AREA = 167* AC. (TAX RECORDS)
TEMP. CONST. RIGHTS = 305* S.F. (1)
DRAINAGE EASE. = 715* S.F. (1)
LAND = 80* S.F. (EASE. FOR HIGHWAY PURPOSES)
PARCEL NO. (4)
New PoleNew Pole
NO. GRANTOR INSTRUMENT DATE BOOK PAGE
COUNTY RECORDSHEET NUMBER
OFDATE
COMMISSIONER
CHIEF ENGINEER
REVISIONS
NO. DATE DESCRIPTION BY
SY
MB
OLS
(SE
PTIC T
AN
K)
WA
TE
R LIN
E
GA
S LIN
E
ELE
CT
RIC LIN
E
TE
LE
PH
ON
E LIN
E
SE
WE
R LIN
E
PR
OP
ER
TY LIN
E
EXIS
TIN
G RIG
HT O
F W
AY
CO
NT
RO
L O
F A
CC
ES
S
NE
W RIG
HT O
F W
AY
RIG
HT O
F W
AY M
AP
ST
AT
E O
F M
AIN
E
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
16 S
TA
TE H
OU
SE ST
ATIO
N - A
UG
UST
A, M
E 0
4333-0
016
NE
W R
OW W
ITHIN E
XIS
T.
RO
W
BM
GR
ADIN
G LIM
IT LIN
E
CO
NS
TR
UC
TIO
N LIM
IT LIN
E PL
(WE
LL)
(RO
W M
ON
UM
EN
T)
(TR
AV
ER
SE P
OIN
T)
ITE
MT
EC
HC
HE
CK
ED
BA
SE
MA
P
EXIS
T.
R/
W
PR
OP.
LIN
ES
AR
EA
S
RIGHT-OF-WAY MAP
PIN
SHEET XX OF XXSCALE 1"= 25’
PLAN FILED IN PLAN BOOK PAGE
HIG
HW
AY
Divisio
n:
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HIG
HW
AY\
MS
TA\
014
_R
WP
LA
N1.d
gn
Userna
me:
Date:4/2
7/2
015
nic
holas.w.h
artle
y
S.T.
WW
GG
EE
TT
WE
LL
(IR
ON PIP
E or PIN F
OU
ND)
IPor
IPF
LIM
ITS O
F W
RO
UG
HT P
OR
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N (
L.O.W.P.)
1415
20337.00
STATE PROJECT NO. 20337.00
CLINTON
CLIN
TO
N
RIVER ROAD
KENNEBEC COUNTY
STATE AID HIGHWAY NO. 2
D.W.B.
D.W.B.
D.W.B.
FEBRUARY 2015
D.O.T. FILE NO. 6-X
DAVID BERNHARDT
JOYCE NOEL TAYLOR
72"
CMP
72"
CMP
14"
AS
H
TOP
OF PIP
E
TOP
OF PIP
E
TOP
OF PIP
E
JAC
KIN
S BR
OO
K SETTLED 17
72
130/10
9
IPF
2"
DIA PIN STEEL SPIK
E
18"
CMP
18"
IPF
2"
DIA PIN STEEL SPIK
E
6"
DIA
WO
OD
15"
CMP
TOP
OF PIP
E
24"
PCP
128
WROUGHT PORTION (L.O.W.P.)HIGHWAY PURPOSES WITHIN LIMITS
OFNOTE: PRESCRIPTIVE EASEMENT FOR
STB128/10
7
131/
1/110
Filena
me:
Userna
me:
Date:
ST
AT
E O
F M
AIN
E
DE
PA
RT
ME
NT O
F T
RA
NSP
OR
TA
TIO
N
RE
GIO
N 2
D.M.H
anks
DETOUR
AHEAD
DETOUR
ROAD
CLOSED
DETOUR
July 2
014
DETOUR
ROAD
CLOSED
500 FT.
ROAD
CLOSED
1000 FT.
1
ROAD
CLOSED
ROAD
CLOSED
2
3
4
5
6
7ROAD CLOSED
LOCAL TRAFFIC ONLY
DETOUR
DETOUR
END8
9
10
DETOUR11
ROAD
CLOSED
MILE21
OUTLET
NO
12
1 MILE
DETOUR
ROAD CLOSED
1 MILE EAST
13
ROAD CLOSED
X
14MILES AHEAD
ROAD CLOSED
3 MILES EAST
15
NOT TO SCALE
SHEET NUMBER
OF
DE
SIG
N-
DE
TAIL
ED
N
HA
RT
LE
Y
SH
AW
N
SMIT
HP
ROJ.
MA
NA
GE
R
DE
SIG
N2-
DE
TAIL
ED
2
15
16
X
ROAD CLOSED
LOCAL TRAFFIC ONLY
DETOUR
X
17
20337.0
020337.0
0
15
°
%
$
100
201
23
°
%
$
100
201
23
17
16
1
1
1
1
1
1
RIVER RD
RIVER RD
RIVER RD
RIVER RD
RIVER RDRIVER RD
RIVER RD
RIVER RD
RIVER RD
CLIN
TO
N
RIV
ER R
OA
D D
ET
OU
R
7
7
7
7
5
5 6
6
1010
4
4
MILES AHEAD
MILES AHEAD
3
3
8
8
22
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