HomeMy WebLinkAboutDecision 3290 - Site and Sewage PlanLOCUS
Li
ROUTE 28
--___
LOCATION MAP
LOT 41 (22,889 SF)
ASSESSORS MAP. 26
PARCEL' T 41
CURRENT ZONING: GB
BUILDING SETBACKS:
F. sa S. 25' R: 20'
FLOOD ZONE: C
6' WIDE WAY S BUFFER
155. 00'
12
�°s \ za
TOWN OF YARMOUTH PARKING REQUIREMENTS
ASSEMBLY USE(
SEATS: 20 P SH -f0
OCC : 1 SPACE / 3 OCCUPANTS
STANDING AREA: 120 SF
120 SF / 3 SF = 40 OCCUPANTS
EMPLOYEES: 6 OCCUPANTS
TOTAL OCCUPANTS = 66
TOTAL SPACES REQUIRED.
66 OCC./ 3 SPACES / OCC=22 SPACES
f BITUMINOUS CONCRETE TOP COARSE
2" BITUMINOUS CONCRETEBINDER COARSE
12" (COMPACTED THICKNESS) PROCESSED
GRAVEL MEETING MDPW SPEC. M1 -03J
(OR EQUAL APPROVED BY TOWN ENGINEER)
PAVEMENT SECTION
(NOT TO SCALE)
SCREENING AT REAR PROPERTY LINE TO
CONSIST OF 4' WIDE x S HIGH PLANTING
STRIP AND FENCE.
DUMPSTER AREA
.:;(5) :.:.
DRIVE-THRU V&
INTERVALS
O O T' CALIPER
EMPLOYEE
TREES AT 2a
LO PARKING/ L.1 IN ALL BUFFER
ADING
0 ZONES
PROPOSED n
((DUNXIN DONUTS [ILJr,
I c I j20 OPOSA u SEATS
PR
Ih ONE WAY
ONE WAY 13 1 n H x_26_5' .�?
J r4 ...•.. �� PaR%lobs�)sF
OOF
15 Q
19
b 2a-� 16
ENTRANCE
l ® SIGN
EXITQg:.:: 20
SIGN 20 :::'.:: BUFFER
SIDZFALK ' :ESS b0':'' BUFFER•;• ; ' '
ISTING 28.5C7r
RB-•CiTT SIDEWP"OpoALK / CU ism EDGE OF PAVE
EXISTING GRANITE JJ
EXISTING CURBING TO BE CUTBACK
GRANITE CURBING TO MATCH PROPOSED CURB ROUTE -28
(TYPICAL OF 3 SECTIONS) (CUT SEE �1 (AT 4 LOCATIONS).
ALK DETAILS)
SITE PLAN SHOWING PARKING AND LANDSCAPING DETAILS (1" = 30')
OS BUFFER
7
19.2
6' WIDE WAY 19 S BUFFER I8
Q VENT \ +'17.5
f.S.S
DRAINAGE SYSTEM # 2
SEE DETAIL THIS SHEET
((GRATE ELEVATIONS = 18,0
4 7. 2
DUMP AREA
. TH-2 TH-1
5 BUFFER
DRAINAGE
AREA # 2
/ GT ST -- `
aoP
MIN
PROPOSED 0.
L INKINI DONUTS 1 EXISTING EXISTING BUILDING) GAURD RAIL
(20 RS�
S) TO BE REMOVED
I rxrs . le LOOEL- 21D 10' 19
o DOWN- -E 80111 MIN I
SPOUTS iJpS w
EXISTING 20.5
BUILDING \ +19. 4
j� � 1'
20 5 DRAINAGE
G , ,
I AREA # 1 \ EXISTING
BE CATCH
:. �.BASIN
ABANDONED
ly '\ Ta W (EXIST.)
EXISTING
ISLAND TO
BE REMOVED 2a
f9
19.5;
20.3 ....'
SIDEWALS 0. 4 19.4 F
19.3 '
Yb3 �
-� STING 19.8 _ t ALK
CU IRIGr PROPOSED 19.2 AXI 19.0 EDGE OF I a.
SIDPAVE
EXISTING GRATE ELEVATION a 19B DRAINAGE SYSTEM #1
GRANITE CURBINGSEE DETAIL THIS SHEET
(TYPICAL OF 3 SdCTIdNS) ROUTE 28 CRATE ELEVATIONS a 192
SITE PL11 N SHOWING DRAINAGE AND SEPTIC SYSTEM DETAILS (1" = 30')
i
114"
1
TEST HOLE LOGS
ENGINEER: THOMAS McLELLAN, P.E.
WITNESS. AMY VON HONE R.S.
DATE: 9-13-95
PERCOLATION RATE: < 2 MIN/IN
T H-1 T H-2
18.5 18B
18
LOAMY SAND FILL
EL
1. VERTICAL DATUM. ASSUMED FROM QUAD (NGVD +f-)
A HORIZON
2. MUNICAPAL WATER IS AVAILABLE.
LOAMY SAND
r4^
IOYR 312
16
B HORIZON
6. FIRST 2' OF PIPE OUT OF D -BOX TO BE SET LEVEL.
LOAMY SAND
7. THE SEPTIC SYSTEM HAS NOT BEEN DESIGNED TO ACCOMODATE THE
f0"
IOYR 414
16D
8. ALL CONSTRUCTION DETAILS ARE TO BE IN CONFORMANCE WITH THE
Cl HORIZON
STATE OF MASS. ENVIRONMENTAL CODE (TITLE FIVE) AND LOCAL
KEY:
MED -FINE SAND
EXISTING CONTOUR: - - --
18
2.5Y 7/6
14.5
EXISTING SPOT ELEVATION: 25.5
C2 HORIZON
PROPOSED SPOT ELEVATION: 25
EXCEED 3.0'.
MED -FINE SAND
11. EXISTING SEPTIC TANK TO BE PUMPED AND REMOVED. EXISTING LEACH
"
2.5Y 7 3
105
12. D -BOX TO BE WATER TESTED TO ENSURE LEVELNESS AND EQUAL FLOW.
C3 HORIZON
9.0
JC�r
FINE SAND2.5Y
RETAINING WALL: ®
14. ALL UNSUITABLE SOIL WITHIN 5' OF DRAINAGE AND SEWAGE LEACHING
612S
6D
r
EV 14" LOAMY SAND FILL ELEV
A HORIZON
LOAMY SAND
.5 28" IOYR 312 16.5
B HORIZON
LOAMY SAND
36" IOYR 414 15B
Cf HORIZON
MED -FINE SAND
48" 2.5Y 716 14B
C2 HORIZON �J. 128
MED -FINE SAND ................
72" 2.5Y 7/312B
114" C3 HORIZON 9.S
FINE SAND
96" 2.5Y 612,5 10.8
C3 HORIZON
FINE SAND
f2d 2.5Y 612.5 8B
USGS GROUNDWATER ADJUSTMENT.
WELL: MIW-29, ZONE: B, ADJUSTMENT. 3.0 (8 OUT OF 10 YR HIGH)
RAMP SIDEWALK RAMP
16 ---
61-00 28.5 61- 0"
RAMP EXISTING SIDEWALK
6"
6'- o"
SIDEWALK DETAIL ! 2
DRAINAGE SYSTEM CALCULATIONS (DRAINAGE AREA # 1)
1. AVERAGE RUNOFF COEFFICIENT.
TOTAL IMPERVIOUS AREA (PAVE): 8,600 SF
TOTAL PERVIOUS AREA: 3,000 SF
C = 0.74
2. RAINFALL INTENSITY.
DISTANCE = 120'
C (AVG) = 0.74
STORM FREQUENCY = 25 YEARS
I=5IN/HR
3. CALCULATED FLOW RATE (Q):
CIA
(0.
j(
= (0. CAL / MIN
(0.27 ACRES) (7.48 GAL/CF) (60 SEC/MIN)
4. APPROXIMATE LEACHING AREA REQUIRED:
HEAVY
FRAME
DUTY CAST IRON -CAST IRON FRAME
(8") AND GRATE (H-20)AND COVER
0
ELEV = 178
4 MIL POLY
4' PEASTONE
3/4" - 1 1/2'
WASHED STONE
ALL AROUND
(448 GAL / MIN) / (0.7 GAL / SF / MIN) = 640 SF I I w I I I. .I I W III / / III 1 1' . ' . '1 13.7
ELEV.
5. USE 7 LEACHING CALLIES WITH 3' OF STONE ALL AROUND 3 SOLID CONC. E g� 'E
SIDE AREA: (34 + 10) x 2 x 4' DEEP = 352 SF CATCH BASINS E 34'
BOTTOM AREA: 34 x 10 = 340 SF (H-20)
TOTAL = 692 SF (SOLID BOTTOMS) 7 LEACHING CALLIES WITH T OF STONE ALL AROUND
DRAINAGE SYSTEM CALCULATIONS (DRAINAGE AREA # 2)
1. AVERAGE RUNOFF COEFFICIENT:
TOTAL IMPERVIOUS AREA (PAVE). 8,900 SF
TOTAL PERVIOUS AREA: 1,815 SF
C = 0.8
2. RAINFALL INTENSITY:
DISTANCE = 120'
C(AVG =0.8
STORMFREQUENCY = 25 YEARS
1=5IN/HR
3. CALCULATED FLOW RATE (Q):
Q=CIA
Q = (0.8) (5 IN/HR) (0.24 ACRES) (7.48 CAL/CF) (60 SEC/MIN)
Q=430 GAL/MIN
4. APPROXIMATE LEACHING AREA REQUIRED:
(430 GAL / MIN) / (0.7 GAL / SF / MIN) = 615 SF
(34' x 10' x 4' DEEP) (H-20)
DRAINAGE SYSTEM SECTION
HEAVY DUTY CAST IRON
FRAME (6") AND GRATE (H-20)
ELEV. = 16B
ELEV. = 18A 4 MIL POLY
4" PEASTONE
y 3 4" 1 f 2"
HASHED TONE
12" ALUM. CORK. PIPE p o a ALL AROUND
625' o AND UNDER
4'
ELEV. = 158 : ' '•'•'
13.6
�> �> ELEV.
5. USE 8 HIGH CAPACITY INFILTRATORS WITH P OF STONE ALL AROUND 2 SOLID CONC. a 52' a•
AND 2' UNDER (52' x 5' x 3' DEEP) (H-20) CATCH BASINS
SIDE AREA: (52 + 5) x 2 x 3' DEEP = 342 SF (H-20) 8 HIGH CAPACITY INFILTRATORS WITH T OF STONE ALL AROUND
BOTTOM AREA: 52 x 5 = 260 SF (SOLID BOTTOMS) AND 2' UNDER (52' x 5' x 3' DEEP) (H-20)
TOTAL = 602 SF
DRAINAGE SYSTEM SECTION
SEPTIC SYSTEM DESIGN SEPTIC SYSTEM SECTION. -- --- -
2" PEASTONE
FLOW ESTIMATE: (1000 GAL/DAY MINIMUM) HEAVY DUTY COVERS AT HEAVY DUTY COVERS AT OF 3/4" - 1 1/2"
20 SEATS AT 20 GAL/DAY/SEAT = 400 GAL/DAY 21D FINISHED GRADE FINISHED GRADE WASHED STONE
Lr
FIRST FLOOR
SEPTIC TANK: � INSPECTION COVER
1000 GAL/DAY x 2 DAYS = 2000 GAL T7 T7 T7
USE 2000 GALLON SEPTIC TANK 1895
ELEVZ18.75
1815 ELEV.= 18.0
LEACHING AREA: (KIT') ELEV. f8.22
18.75 16 ELEV. D -BOX m 16.3
USE 12 CULTEC CHAMBERS (RECHARGER 180) WITH 4 1000 CAL 2000 GAL
OF STONE AROUND SIDES AND 2.5' AT ENDS
ELEV. GREASE TRAP (H-20) ELEV. SEPTIC TANK (H-20) (6" OF ELEy 2.5' 25; ELEV.
ELEV. (6" OF STONE UNDER OR (6" OF STONE UNDER OR ELEV. STONE E 100'- 4•(I
(110' x 11 z 14" DEEP) (H-20) (BATHS) MECHANICALLY COMPACTED) MECHANICALLY COMPACTED) UNDER) 17.47 12 CULTEC CHAMBERS (RECHARGER 180)
(H-20) ELEV. WITH 4' OF STONE AROUND SIDES AND
SIDE AREA.- (100 + 11)2 x 1.17 = 260 (.74) = 192 GAL/DAY 2.5 AT ENDS (100' x IV x 1.17' DEEP) (H-20)
BOTTOM AREA: 100' x 11 = 1100 SF (.74) = 14_ CAL/DAY TEE SIZES: TEE SIZES:
INLET: 6" UP, 25" DOWN INLET: 6" UP, 13" DOWN ADJUSTED GROUNDWATER ELEV= 12.3
TOTAL CAPACITY = 1006 GAL/DAY OUTLET: 6" UP, 36" DOWN OUTLET: 6" UP, 14" DOWN
NOTES:
1. VERTICAL DATUM. ASSUMED FROM QUAD (NGVD +f-)
2. MUNICAPAL WATER IS AVAILABLE.
3. SCHEDULE 40 - 4" PVC PIPE TO BE USED THROUGHOUT SEPTIC SYSTEM.
4. ALL PRECAST UNITS TO CONFORM WITH AASHTO H-20
LOADING SPECIFICATIONS.
5. PIPE PITCH = -1/8" & 1/4" PER FOOT, (UNLESS NOTED OTHERWISE).
6. FIRST 2' OF PIPE OUT OF D -BOX TO BE SET LEVEL.
7. THE SEPTIC SYSTEM HAS NOT BEEN DESIGNED TO ACCOMODATE THE
USE OF A GARBAGE DISPOSAL.
8. ALL CONSTRUCTION DETAILS ARE TO BE IN CONFORMANCE WITH THE
STATE OF MASS. ENVIRONMENTAL CODE (TITLE FIVE) AND LOCAL
KEY:
HEALTH REGULATIONS.
EXISTING CONTOUR: - - --
9. CONTRACTOR TO VERIFY LOCATIONS OF ALL UTILITIES PRIOR
PROPOSED CONTOUR: ..............................
TO CONSTRUCTION.
EXISTING SPOT ELEVATION: 25.5
10. GROUND COVER OVER ALL SEPTIC SYSTEM COMPONENTS NOT _TO
PROPOSED SPOT ELEVATION: 25
EXCEED 3.0'.
TEST HOLE:
11. EXISTING SEPTIC TANK TO BE PUMPED AND REMOVED. EXISTING LEACH
AREA TO BE LOCATED AND REMOVED.
UTILITY POLE: -0-
12. D -BOX TO BE WATER TESTED TO ENSURE LEVELNESS AND EQUAL FLOW.
FENCE LINE:
13. SEWER LINES WITHIN 10' OF WATER LINE TO BE ENCASED WITHIN A
HYDRANT: -&
SECTION OF 6" PVC PIPE.
RETAINING WALL: ®
14. ALL UNSUITABLE SOIL WITHIN 5' OF DRAINAGE AND SEWAGE LEACHING
TREE: n
AREAS TO BE REMOVED AND REPLACED WITH CLEAN MEDIUM SAND.
FINE SAND
f2d 2.5Y 612.5 8B
USGS GROUNDWATER ADJUSTMENT.
WELL: MIW-29, ZONE: B, ADJUSTMENT. 3.0 (8 OUT OF 10 YR HIGH)
RAMP SIDEWALK RAMP
16 ---
61-00 28.5 61- 0"
RAMP EXISTING SIDEWALK
6"
6'- o"
SIDEWALK DETAIL ! 2
DRAINAGE SYSTEM CALCULATIONS (DRAINAGE AREA # 1)
1. AVERAGE RUNOFF COEFFICIENT.
TOTAL IMPERVIOUS AREA (PAVE): 8,600 SF
TOTAL PERVIOUS AREA: 3,000 SF
C = 0.74
2. RAINFALL INTENSITY.
DISTANCE = 120'
C (AVG) = 0.74
STORM FREQUENCY = 25 YEARS
I=5IN/HR
3. CALCULATED FLOW RATE (Q):
CIA
(0.
j(
= (0. CAL / MIN
(0.27 ACRES) (7.48 GAL/CF) (60 SEC/MIN)
4. APPROXIMATE LEACHING AREA REQUIRED:
HEAVY
FRAME
DUTY CAST IRON -CAST IRON FRAME
(8") AND GRATE (H-20)AND COVER
0
ELEV = 178
4 MIL POLY
4' PEASTONE
3/4" - 1 1/2'
WASHED STONE
ALL AROUND
(448 GAL / MIN) / (0.7 GAL / SF / MIN) = 640 SF I I w I I I. .I I W III / / III 1 1' . ' . '1 13.7
ELEV.
5. USE 7 LEACHING CALLIES WITH 3' OF STONE ALL AROUND 3 SOLID CONC. E g� 'E
SIDE AREA: (34 + 10) x 2 x 4' DEEP = 352 SF CATCH BASINS E 34'
BOTTOM AREA: 34 x 10 = 340 SF (H-20)
TOTAL = 692 SF (SOLID BOTTOMS) 7 LEACHING CALLIES WITH T OF STONE ALL AROUND
DRAINAGE SYSTEM CALCULATIONS (DRAINAGE AREA # 2)
1. AVERAGE RUNOFF COEFFICIENT:
TOTAL IMPERVIOUS AREA (PAVE). 8,900 SF
TOTAL PERVIOUS AREA: 1,815 SF
C = 0.8
2. RAINFALL INTENSITY:
DISTANCE = 120'
C(AVG =0.8
STORMFREQUENCY = 25 YEARS
1=5IN/HR
3. CALCULATED FLOW RATE (Q):
Q=CIA
Q = (0.8) (5 IN/HR) (0.24 ACRES) (7.48 CAL/CF) (60 SEC/MIN)
Q=430 GAL/MIN
4. APPROXIMATE LEACHING AREA REQUIRED:
(430 GAL / MIN) / (0.7 GAL / SF / MIN) = 615 SF
(34' x 10' x 4' DEEP) (H-20)
DRAINAGE SYSTEM SECTION
HEAVY DUTY CAST IRON
FRAME (6") AND GRATE (H-20)
ELEV. = 16B
ELEV. = 18A 4 MIL POLY
4" PEASTONE
y 3 4" 1 f 2"
HASHED TONE
12" ALUM. CORK. PIPE p o a ALL AROUND
625' o AND UNDER
4'
ELEV. = 158 : ' '•'•'
13.6
�> �> ELEV.
5. USE 8 HIGH CAPACITY INFILTRATORS WITH P OF STONE ALL AROUND 2 SOLID CONC. a 52' a•
AND 2' UNDER (52' x 5' x 3' DEEP) (H-20) CATCH BASINS
SIDE AREA: (52 + 5) x 2 x 3' DEEP = 342 SF (H-20) 8 HIGH CAPACITY INFILTRATORS WITH T OF STONE ALL AROUND
BOTTOM AREA: 52 x 5 = 260 SF (SOLID BOTTOMS) AND 2' UNDER (52' x 5' x 3' DEEP) (H-20)
TOTAL = 602 SF
DRAINAGE SYSTEM SECTION
SEPTIC SYSTEM DESIGN SEPTIC SYSTEM SECTION. -- --- -
2" PEASTONE
FLOW ESTIMATE: (1000 GAL/DAY MINIMUM) HEAVY DUTY COVERS AT HEAVY DUTY COVERS AT OF 3/4" - 1 1/2"
20 SEATS AT 20 GAL/DAY/SEAT = 400 GAL/DAY 21D FINISHED GRADE FINISHED GRADE WASHED STONE
Lr
FIRST FLOOR
SEPTIC TANK: � INSPECTION COVER
1000 GAL/DAY x 2 DAYS = 2000 GAL T7 T7 T7
USE 2000 GALLON SEPTIC TANK 1895
ELEVZ18.75
1815 ELEV.= 18.0
LEACHING AREA: (KIT') ELEV. f8.22
18.75 16 ELEV. D -BOX m 16.3
USE 12 CULTEC CHAMBERS (RECHARGER 180) WITH 4 1000 CAL 2000 GAL
OF STONE AROUND SIDES AND 2.5' AT ENDS
ELEV. GREASE TRAP (H-20) ELEV. SEPTIC TANK (H-20) (6" OF ELEy 2.5' 25; ELEV.
ELEV. (6" OF STONE UNDER OR (6" OF STONE UNDER OR ELEV. STONE E 100'- 4•(I
(110' x 11 z 14" DEEP) (H-20) (BATHS) MECHANICALLY COMPACTED) MECHANICALLY COMPACTED) UNDER) 17.47 12 CULTEC CHAMBERS (RECHARGER 180)
(H-20) ELEV. WITH 4' OF STONE AROUND SIDES AND
SIDE AREA.- (100 + 11)2 x 1.17 = 260 (.74) = 192 GAL/DAY 2.5 AT ENDS (100' x IV x 1.17' DEEP) (H-20)
BOTTOM AREA: 100' x 11 = 1100 SF (.74) = 14_ CAL/DAY TEE SIZES: TEE SIZES:
INLET: 6" UP, 25" DOWN INLET: 6" UP, 13" DOWN ADJUSTED GROUNDWATER ELEV= 12.3
TOTAL CAPACITY = 1006 GAL/DAY OUTLET: 6" UP, 36" DOWN OUTLET: 6" UP, 14" DOWN
24 SCHOIL STREET P.O. BOX 463
DM # 95-090 WEST "NNIS, MASSACHUSETTS 02670
155.00' 4 �a
SIDEWALK
EXISTING 28S EDGE OF PAVE
CURB -CUT ROPOSED XI
SIDEWALK I CURB -4 UT
C
105 - ---I----I-- 106 -- 1 ---
+94BO +1791 +4480 +7480 +291 +2791 +4731 - +72.91
STATE HIGHWAY ROUTE 28
(1934 ALTERATION LAYOUT)
CURB CUT DETAIL (1" = 30')
T}IGhI "S J.
�ra,vr�a
14•iELIAy U' � - �f ''J:)HN "`�Cy'�i
CIVIL
N. 36171
THOMAS McLELLAN, P;E. 11 JOHN Z. DEMAREST JR., P.L.S.
SITE AND SEWAGE PLAN
LOCATION.-
626
OCATION626 ROUTE 28
WEST YARMOUTH, MA
PREPARED FOR -
GEORGE ZOGRAFOS (DUNKIN DONUTS)
SCALE: i = 30' DATE: 10-4-95
REFERENCE: LAND COURT CASE 26266D REV. 3-7-96
NOTES:
1. VERTICAL DATUM. ASSUMED FROM QUAD (NGVD +f-)
2. MUNICAPAL WATER IS AVAILABLE.
3. SCHEDULE 40 - 4" PVC PIPE TO BE USED THROUGHOUT SEPTIC SYSTEM.
4. ALL PRECAST UNITS TO CONFORM WITH AASHTO H-20
LOADING SPECIFICATIONS.
5. PIPE PITCH = -1/8" & 1/4" PER FOOT, (UNLESS NOTED OTHERWISE).
6. FIRST 2' OF PIPE OUT OF D -BOX TO BE SET LEVEL.
7. THE SEPTIC SYSTEM HAS NOT BEEN DESIGNED TO ACCOMODATE THE
USE OF A GARBAGE DISPOSAL.
8. ALL CONSTRUCTION DETAILS ARE TO BE IN CONFORMANCE WITH THE
STATE OF MASS. ENVIRONMENTAL CODE (TITLE FIVE) AND LOCAL
KEY:
HEALTH REGULATIONS.
EXISTING CONTOUR: - - --
9. CONTRACTOR TO VERIFY LOCATIONS OF ALL UTILITIES PRIOR
PROPOSED CONTOUR: ..............................
TO CONSTRUCTION.
EXISTING SPOT ELEVATION: 25.5
10. GROUND COVER OVER ALL SEPTIC SYSTEM COMPONENTS NOT _TO
PROPOSED SPOT ELEVATION: 25
EXCEED 3.0'.
TEST HOLE:
11. EXISTING SEPTIC TANK TO BE PUMPED AND REMOVED. EXISTING LEACH
AREA TO BE LOCATED AND REMOVED.
UTILITY POLE: -0-
12. D -BOX TO BE WATER TESTED TO ENSURE LEVELNESS AND EQUAL FLOW.
FENCE LINE:
13. SEWER LINES WITHIN 10' OF WATER LINE TO BE ENCASED WITHIN A
HYDRANT: -&
SECTION OF 6" PVC PIPE.
RETAINING WALL: ®
14. ALL UNSUITABLE SOIL WITHIN 5' OF DRAINAGE AND SEWAGE LEACHING
TREE: n
AREAS TO BE REMOVED AND REPLACED WITH CLEAN MEDIUM SAND.
STORM -WATER FLOW: -o
15. ALL STORM WATER RUN-OFF TO BE CONTAINED ON SITE.
16. DESIGN ENGINEER TO INSPECT AND CERTIFY ALL SITE WORK.
17. EXISTING WATER SERVICE TO BE EXTENDED TO ENTER BUILDING AT
REAR (UTILITY ROOM). SERVICE AT SIPF OF BUILDING TO BE ABANDONED.
DM
DEMARE. -McLELLAN McLELLAN ENGINEERING
24 SCHOIL STREET P.O. BOX 463
DM # 95-090 WEST "NNIS, MASSACHUSETTS 02670
155.00' 4 �a
SIDEWALK
EXISTING 28S EDGE OF PAVE
CURB -CUT ROPOSED XI
SIDEWALK I CURB -4 UT
C
105 - ---I----I-- 106 -- 1 ---
+94BO +1791 +4480 +7480 +291 +2791 +4731 - +72.91
STATE HIGHWAY ROUTE 28
(1934 ALTERATION LAYOUT)
CURB CUT DETAIL (1" = 30')
T}IGhI "S J.
�ra,vr�a
14•iELIAy U' � - �f ''J:)HN "`�Cy'�i
CIVIL
N. 36171
THOMAS McLELLAN, P;E. 11 JOHN Z. DEMAREST JR., P.L.S.
SITE AND SEWAGE PLAN
LOCATION.-
626
OCATION626 ROUTE 28
WEST YARMOUTH, MA
PREPARED FOR -
GEORGE ZOGRAFOS (DUNKIN DONUTS)
SCALE: i = 30' DATE: 10-4-95
REFERENCE: LAND COURT CASE 26266D REV. 3-7-96