HomeMy WebLinkAbout0 Willow Street - Cape Light Compact - Site Plan 16BLDG 5
6400 SF IST RO
6400 SF 2140 R(
SLAB EL. 38.5
JpPo
Fs
IF REQUIRED FOR FUTURE USE CHANGE:
ALTERNATIVE PARKING ARRANGEMENT
INDICATES PARKING POSSIBLE ON GROUND LEVEL OF BUILDING 8
OFFICE OR STORAGE USE ON 2ND STORY ONLY
SCALE: i " = 60'
NOTE: SUBJECT TO MINOR CHANGE DUE TO
COLUMN PLACEMENT: ASSUME 10 SPACES LOST TO COLUMNS
133 NEW SPACES - 24 LOST SPACES =
NET GAIN 109 SPACES
II
CI P.NG-k COKR
10
MANHOLES CLEMITL TO GRADE EJ Q�.F
Q
COVECS
LABEL
'SEWER'
N-20 CASs IRON DETAIL LIBEL 'SEWER" SEE DETHL
MOTAR ALL
C
_-6UPuPDNENf�
(TYR )
.. __ 2 CU FT
CONC.
ACME OR EQUAL
FORMED INVERT TO
-FULLPiPE_HEIGHT .
2'-10"
26"
MANUF, LeBARON, BROCKTON, MA
MODEL: LT 105
WEIGHT: 430 LBS
TYPICAL ACCESS COVER
SCALE: 3/4" = V-0"
32"
24"
24"
N� 1
FRAME
TH2
AND
GRATE
DRAINAGE SYSTEM
SOIL EVALUATOR: DAN OJALA P.L.S.
SCALE: 3/4" =
MINIMUM WEIGHT:
l' -O"
388 LBS.
PARKING CALCULATIONS:
OFFICE USE: 100,800 SF X 1/200 SF = 504 SPACES REQ.
504 SPACES PROVIDED (INCL. 11 ACCESSIBLE SPACES)
STORAGE USE: 74,884 SF (1/200)=375 SPACES REQUIRED
36 SPACES PROVIDED (WCL. 1 ACCESSIBLE SPACE)
NOTE: IF REQ.'D FUTURE PARKING EXPANSION ON GROUND LEVEL
OF BLDG B YIELDS NET GAIN OF 109 SPACES FOR 145 TOTAL.
FUTURE STORAGE USE: 40,892/200 = 205 REQ.
ZONING RELIEF FOR 60 CARS REQUIRED.
(VERSUS 339 SPACES PARKING RELIEF FOR CURRENT LAYOUT)
TREE CALC: 540 SPACES -X 1 TREE/8 CARS = 68 REQ.
(68+) 3" CALIPER PARKING TREES SHOWN
SEE DETA;L
+C A7 Q5; Y .- __ - _
SEWER Lr lb`.._ _ 11
SEPTIC 19' TEEL 9' TE
STI
COMPARTMENT 1 W/ GAS B E COMPARTMENT 2 W/ GAS
---15060 GAL-- - _----__. _-_-._7500 GAL_-_---.
3000
THRUST BLOCK '
AROUND CONNECTION "#R
(TYR) VAI
6" TO i TEE
6"#SCH 40 PA: MANIFOLD
BIOCLERE UNIT
6'PSCH40 PVC
CONCRETE BALLAST
/8"
TH1
TH2
TH3
TH4
DRAINAGE SYSTEM
SOIL EVALUATOR: DAN OJALA P.L.S.
SOIL EVALUATOR: DAN OJALA P.L.S.
Or DYE_SAS_AND�EPLArr-WIRiLLEANS_ Nn Ii._SPECIFIER
SOIL EVALUATOR: DAN OJALA P.L.S., SE
SOIL EVALUATOR: DAN OJALA P.L.S., SE
SEE PAVEMENT SECTION
DOWN CAPE ENGINEERING
DOWN CAPE ENGINEERING
H-20 RATED
DOWN CAPE ENGINEERING
DOWN CAPE ENGINEERING
as"
WITNESS: KELDA WELCH (BOH)
WITNESS: KELDA WELCH (BOH)
CL SYMMETRY
EXCV. STEVE VAUGHN(BORTOLOTTI)
EXCV. STEVE VAUGHN(BORTOLOTTI)
�
EXCV. SCOTT (BORTOLOTTI)
EXCV, SCOTT BORTOLOTTI)
DESIGN DATA
DATE: 7-2-99 2 PM
DATE: 7-2-99 2 PM
DATE: MAY 22 1999
1
DATE: MAY 2� 1999
DUCE
0-2" 0 ORGANIC 10YR2/1
0 -2" 0 ORGANIC 10YR2/1
0-2" O ORGANIC 10YR3/2
A SAND 10YR4
0-3" 0 ORGANIC 10YR3/2
2 CU FT. MIN.
2-4" A LOAMY SAND 10YR5/2
2-4" A LOAMY SAND 10YR3/2
12-5" LOAMY 4
! 5-38" B LOAMY SAND 10YR6/6
3-8" A LOAMY SAND TOYR4 4
8-30" B
4-36" B LOAMY SAND 2.5Y7/6
4-36" B LOAMY SAND 2.5Y7/6
38-66" Cl M/C SAND 2.5Y6/6
LOAMY SAND 10YR5/8
30-48" Cl M/C SAND 2.5Y6/6 107 GRAVEL
LATERAL ON TOP TO VENT
36-60" Cl M/F SAND 2.5Y7/4 (LOWER 12" 10YR3/2)
60"-84" C2
36-66" Cl M/F SAND 2.5Y7/4
66-78' C2 SANDY LOAM 7.5YR6/6 (FIRM, UNSUITABLE)
48-68" C2 MED SAND 2.5Y7/3
LOAMY SAND 2.5Y8/4 (REMOVE C2 FOR DRAINAGE,
84"-132' C3 M/C SAND 2.5Y7/6
66"-78" C2 SILT LOAM 2.5Y6/4 (UNSUITABLE,
REMOVE)
78-144"C3 M/C SAND 10YR5/6
68-168"C3 M/C SAND 2.5Y6/6 LENS OF SILT LOAM
FROM 5'-10'.
OK FOR SAS)
78"-138" C3 M/C SAND 2.5Y7/6
1.5"scH40 weIM
GROUNDWATER FOUND AT 10.8'
GROUNDWATER FOUND AT 12.0' ON SOUTH SIDE OF
HOLE
NO GROUNDWATER FOUND
NO GROUNDWATER FOUND
,Hvn M smc
,c rIM"FNI #Go (Irv.)
UNSUITABLE; REMOVE
EL. 37.7 0'"
EL 37.14 0"
EL. 37.75 0"
0
EL. 36.7 0"
0
0 2-
0 3..
2"
2,.
A 5"
A 8.1
A
4"
A 4"
B ZONE E
B - ZONE E
B
B
AIW247 4/99 23.9 -ZONE D-5.3
EL. 33.97 38"
EL. 35.25 30" AIW247 4/99 23.9 -ZONE
D-5.3
EL. 34.7 36"
EL. 33.7 36"
AIW230 4/99 23.5 ZONE E-4.5
-
AIW230 4/99 23.5 ZONE
E-4.5
C1
C1
USE 5.3' ADJ.
Cl USE 5.3' ADJ.
EL. 32.7 60"
EL. 33.75 48"
EL. 3212 66"'
Cl
C2 BOTTOM PERC
AT 46"
C2
84"
C2
EL. 29.70 84"
EL. 31.64 _ ADJ. WATER BOTTOM PERC AT 81"
24 GAL POURED IN 4:30
EL32.08 68" 24 GAL POURED
.
6"AT 10:30 <2 MIN/IN
EL. 30.70
C2 <2 MIN/IN
EL. 31.05 _ ADJ. WATER
El. 30.64 78"
-
5.3'
5.3'
C3
C3
C3
I
C3SV.
EL. 26.34 _ OBWATER AT 10.8'
EL. 25.75 OBSV. WATER AT 12.0'
1 EL. 25.14 144"
I
EL. 23.75 168"
EL. 26.7 132"
EL. 25.2 138"
TH5
SOIL EVALUATOR: DAN OJALA P.L.S., SE
I DOWN CAPE ENGINEERING
TH7
SOIL EVALUATOR: DAN OJALA P.L.S., SE
TH8
SOIL EVALUATOR: DAN OJALA P.L.S., SE
I EXCV. STEVE VAUGHN(BORTOLOTTI)
TH6 (AUGER HOLE)
DOWN CAPE ENGINEERING
DOWN CAPE ENGINEERING
I DATE: 7-2-99 2 PM
SOIL EVALUATOR: DAN OJALA P.L.S.
EXCV. STEVE VAUGHN(BORTOLOTTI)
EXCV. STEVE VAUGHN(BORTOLOTTI)
(BORTOLOTTQ
DOWN CAPE ENGINEERING
DATE: 7-2-99 2 PM
DATE: 7-2-99 2 PM
0-2" 0 ORGANIC 10YR2/1
2-4" A LOAMY SAND 10YR5/2
DATE: 4-27-99 2 PM
0-3" 0/A. LOAMY SAND IOYR3/2
0-2" 0/A LOAMY SAND 10YR4/2
4-36" B LOAMY SAND 2.5Y7/6
0-1" 0 ORGANIC IOYR2/1
3-5" E LOAMY SAND 10YR7/2
5-34" B LOAMY SAND lOY7 S
2-4" E LOAMY SAND I0YR6/1
36-66" Cl M/F SAND 2.5Y6/4 (TRACE SILT)
1-3" A LOAMY SAND 10YR3/2
5
34-132" Cl MED SAND 2.ATER
4-36" B LOAMY SAND t0YR6/6 VARIGATED
COLORS AT 84"
66"-72" C2 SILT LOAM 2.5Y7/4 (UNSUITABLE, REMOVE
3-36'" B LOAMY SAND 10YR6 8 107 GRAVEL
/
36-132" Cl M/C SAND 2.5Y7/6
72"-138" C3 M/C SAND 2.576 4
/
36-126" Cl M/C SAND 2.5Y7/6 107 GRAVEL
GROUNDWATER AT 10.5'
GROUNDWATER AT 10.6'
NO GROUNDWATER FOUND
EL. 36.9 O"
EL. 38.0 0"
Q 2"
0 1"
A
EL. 35.44 O/A
EL. 36.20
O"
3
3"
O/A
4"
B ZONE E
E 5"
E
B
EL. 33.9AIW247 4/99 23.9 -ZONE
36"
D-5.3
-
4"
B
AIW230 4/99 23.5 ZONE
E-4.5
B ZONE E
ZONE E
EL. 35.0 36"
USE 5.3' ADJ.
EL. 32.60 34" AIW247 6/99 24.3 -ZONE D-6.0
EL. 33.20 36" AIW247 6/99 24.3
-ZONE D-6.0
C7
AIW230 6/99 23.9 ZONE E-5.1
AIW230 6/99 23.9
ZONE E-5.1
EL. 32.5 66"
C1
USE 6.0' ADJ.
USE 6.0' ADJ.
C2 72"
EL. 32.0
EL. 31.8 - ADJ. WATER
Ci
C1
BOTTOM PERC AT 78"
24 GAL IN 8:30
5.3'
EL. 30.94 _ ADJ. WATER <2 MIN/IN
EL. 31.60 ADJ. WATER
C3
6.0'
6.0'
EL. 26.5 _ OBSV. WATER AT 10.4'
EL. 26.5
EL. 26.4 126"
-
EL. 24.94 _ 126"
EL. 25.60 127"
138"
I
EL. 23.55 132"
_
EL. 25.20 132"
0
5 lflINVERT LEVEL AT I
CB o f/i CRFK:E ALTERwTE TOP &BOTTOM , 4'vxx-4o vt
O 60 0C_ WRN SHIFLOs o�g I C �1M r
(13 ORIFICES PER LATERAL) ce "8 o00 08 a
O0. c uN«Faos.
SEEM PIPING DETAILS
SIDE ELEVATION VIEW
NTS
SEPTIC SYSTEM SEUDN
SCALE: 1" - 5' HORIZ. & VERTICAL
-SOILS-AND-MN THER-
UNSUITABLE SOILS ENCOUTERED BELOW AND WITHIN 5'
DRAINAGE SYSTEM
.- "7oo'
PRELIMINARY SCHEMATIC OF DESIGN TO DEP REQ.'S
Or DYE_SAS_AND�EPLArr-WIRiLLEANS_ Nn Ii._SPECIFIER
L#BARON CAST IRON
SEE PAVEMENT SECTION
56
1
H-20 RATED
REMOVE TO THE BOTTOM OF THE 8 LAYER AND
as"
VALVE BOX TOFEMALE
ADAPTOR & THREADED PLUG cl. Rw A
CL SYMMETRY
GRADE. (20) RED.
�
SLEEVE TO ALLOW MOVEMENT Ll: L 10MEar
C)
DESIGN DATA
Al
m
POURED CONCRETE DONUT
DUCE
2 CU FT. MIN.
pQ TAp
GRILL LAST HOLE IN EACH
1.5"0 V NT
nHIKAotn lid
EE
LATERAL ON TOP TO VENT
SCH b wC
AWHILE LITERAL FILLS
------------------------------------
---- --------- - --
-- -- -- --
1.5"scH40 weIM
1LY L'CNC.
JET-
L5"PSCH40 LITERAL
"80
90 ELECTICAL CONDUIT SWEEP
,Hvn M smc
,c rIM"FNI #Go (Irv.)
0
5 lflINVERT LEVEL AT I
CB o f/i CRFK:E ALTERwTE TOP &BOTTOM , 4'vxx-4o vt
O 60 0C_ WRN SHIFLOs o�g I C �1M r
(13 ORIFICES PER LATERAL) ce "8 o00 08 a
O0. c uN«Faos.
SEEM PIPING DETAILS
SIDE ELEVATION VIEW
NTS
DRILL (2) 1 "0
HOLES
1 4" PEASTONE OVER PIPE12'"4 SLOTTED H-20 MORTAR ALL COMPONENTS
LENGTH BETWEEN STRUCTURES N ar ( '` CORRUGATED HDPE PIPE (NP')
OF 2'X4' LEACHING TRENCH (TYP.) ^�. n' �6) ADS N-12 OR EQUAL
Ho°' ♦`?3S o �763'_ J� .... ....o..;.0 .75"-1.5" DOUBLE
.
150'_ ` °% �p �o `'O WASHED STONE
2' ,.
0 "�1 ALL UNSUITABLE MATERIALS TO BE REMOVED
I I FOR 5' HORIZONTALLY AND TO REQUIRED DEPTH
/<9 4 AROUND ALL LEACHING TRENCH. ENGINEER TO INSPECT.
UNSUITABLE SUBSOIL AVERAGED 3' DEPTH.
TRENCH CROSS SECTION
♦ ? NSI NTS ROTTOM I FVFI AT FI . 31
N-., 01 SEE ATTACHED DRAINAGE CALCULATIONS
98-330
1 12.0' (TYP.)
3 �LC
.B. TRAP
12A EBIP
Epa g 000 LLOWo
SLOTTED H-20 PROPOSED
12"o HDPE 1000 GALLON PRECAST
LEVEL BETWEEN BASINSH-20 CATCH BASIN
ADJ. G.W. EL. 30.9" 'OX6'-8" SHOREY SOLID
ON SOUTH END OF SITE BASIN H-20 OR EQUAL
SECTI ONAI
DRAINAGE `CROSS SECTION
NOT TO SCALE
2 W".. L.x. Owl)
ELEVATION VIEW
J. BLOCKS AS REQ.
TOP OF STRUCTURE
30" X 30"
PUMP CHAMBER
--_-- 12,000 GAL H-,
DUAL SEWAGE PUMPS
WITH 'RAIL MOUNT -SYS
SEE DETAIL SHEET
CL
,LEACHING.
F#:KN GARDE
-4"# -TO -r#-VX-A _ION _ -
3 MAX.
ttR.
L - - L __
PITCH
.005 MIN.
5 0
-SOILS-AND-MN THER-
UNSUITABLE SOILS ENCOUTERED BELOW AND WITHIN 5'
DRAINAGE SYSTEM
.- "7oo'
i
Or DYE_SAS_AND�EPLArr-WIRiLLEANS_ Nn Ii._SPECIFIER
SCALE: 1" = 200'
SOLID SECTION
56
1
MIRAFI 140N
REMOVE TO THE BOTTOM OF THE 8 LAYER AND
as"
ANY UNSUITABLE SOIL AS SHOWN
FABRIC OVER
- --ON' TEST --HOLE-LOGS-THE-DEPTH-OF-FIE-'ANO'--
J
�
OVERLAP 12"
C)
DESIGN DATA
Al
m
DRILL (2) 1 "0
HOLES
1 4" PEASTONE OVER PIPE12'"4 SLOTTED H-20 MORTAR ALL COMPONENTS
LENGTH BETWEEN STRUCTURES N ar ( '` CORRUGATED HDPE PIPE (NP')
OF 2'X4' LEACHING TRENCH (TYP.) ^�. n' �6) ADS N-12 OR EQUAL
Ho°' ♦`?3S o �763'_ J� .... ....o..;.0 .75"-1.5" DOUBLE
.
150'_ ` °% �p �o `'O WASHED STONE
2' ,.
0 "�1 ALL UNSUITABLE MATERIALS TO BE REMOVED
I I FOR 5' HORIZONTALLY AND TO REQUIRED DEPTH
/<9 4 AROUND ALL LEACHING TRENCH. ENGINEER TO INSPECT.
UNSUITABLE SUBSOIL AVERAGED 3' DEPTH.
TRENCH CROSS SECTION
♦ ? NSI NTS ROTTOM I FVFI AT FI . 31
N-., 01 SEE ATTACHED DRAINAGE CALCULATIONS
98-330
1 12.0' (TYP.)
3 �LC
.B. TRAP
12A EBIP
Epa g 000 LLOWo
SLOTTED H-20 PROPOSED
12"o HDPE 1000 GALLON PRECAST
LEVEL BETWEEN BASINSH-20 CATCH BASIN
ADJ. G.W. EL. 30.9" 'OX6'-8" SHOREY SOLID
ON SOUTH END OF SITE BASIN H-20 OR EQUAL
SECTI ONAI
DRAINAGE `CROSS SECTION
NOT TO SCALE
2 W".. L.x. Owl)
ELEVATION VIEW
J. BLOCKS AS REQ.
TOP OF STRUCTURE
30" X 30"
PUMP CHAMBER
--_-- 12,000 GAL H-,
DUAL SEWAGE PUMPS
WITH 'RAIL MOUNT -SYS
SEE DETAIL SHEET
CL
,LEACHING.
F#:KN GARDE
-4"# -TO -r#-VX-A _ION _ -
3 MAX.
ttR.
L - - L __
PITCH
.005 MIN.
12" X 3" 1" TOPCOAT MASS DPW
CCBERM /_
TYPE 11
12" PROCESSED GRAVEL
MDPW M1.03.1 VIB. ROLLER COMPACTED
REMOVE TOP &,SUBSOIL COMPACT SUBBASE
NOT TO SCALE
OFFICE USE: 100,800SF (75 GPD/1000 SF) = 75,60 Gn SYSTEM TECHNOLOGY & COMPONENTS TO BE SIZED TO DISCHARGE
STORAGE USE: NO FLOW GENERATED: (400 SF OFFICE =30 GPD) EFFLUENT WHICH MEETS CCCOMMISSION GROUNDWATER STANDARDS
PRELIV'!�!JRY DESIGN ILLUSTRATED: TO BE REFINED DURING PERMITTING PROCCESS.
NO GARBAGE DISPOSALS ALLOWED TOTAL DESIGN FLOW = 7590 GPD. PRESS'JFE DOSING UTILIZED.
P/C: USE 12,000 GAL PUMP CHAMBER
LEACH!.: USE (2) 71'X100' LEACHING FIELDS = 14,200 SF
(NOTE: TO BE REDUCED TO 7600 GPD CAPACITY)
SYSTEM TO UTILIZE AWT BIOCLERE OR EQUAL SECONDARY TREATMENT U!:TS UNDER 440 GPD/40000SF MAX. (692,168 SF)= 7613 GPD ALLOWED UNDER TITLE 5.
GENERAL USE STATUS FOR DENITRIFICATION AND ENHANCED TREATMENT CF EFFLUENT.
FINAL NITROGEN CONCENTRATIONS WILL BE APPROXIMATELY 19 PPV TO MEET THE CCCOMM.
MASS BALANCE CALCULATION OF 5PPM AT THE PROPERTY LNE. SEE A_TAC=ED NITROGEN CALCULATIONS FOR SITE.
DETAIL SHEET ACCOMPANYING
SITE PLAN
OF LAND IN WEST YARMOUTH, MA
CAPE LIGHT COMMONS
OFFICE PARK AND STORAGE CENTER
?A�t_ SCALE AS NOTED DATE: 7-19-99
DATE REVISED: 9-20-99 (DESIGN .FLOW, FIRE LANES, MISC.)
PREPARED FOR:
BORNSTEIN COMPANIES
297 NORTH STREET
HYANNIS, MA off 508-362-9581
lax 508 362-9880
d
SHEET 2 OF 2
own cape engineering, inc.
CIVIL ENGINEERS
LAND SURVEYORS
939 main st. yarmouthport, ma 02675
5 0
-SOILS-AND-MN THER-
UNSUITABLE SOILS ENCOUTERED BELOW AND WITHIN 5'
LATERALLY IN ALL DIRECTIONS FROM THE OUTER PERIMETER
i
Or DYE_SAS_AND�EPLArr-WIRiLLEANS_ Nn Ii._SPECIFIER
IN 310 CMR 15.255 'CONSTRUCTION IN RLL"
} 1 64'
_----ADJ'NICH-Cn'
REMOVE TO THE BOTTOM OF THE 8 LAYER AND
ANY UNSUITABLE SOIL AS SHOWN
- --ON' TEST --HOLE-LOGS-THE-DEPTH-OF-FIE-'ANO'--
UNSUITABLE MATERIAL MAY VARY, ENGINEER TO
INSPECT REMOVAL.
SEPTIC SYSTEM
DESIGN DATA
12" X 3" 1" TOPCOAT MASS DPW
CCBERM /_
TYPE 11
12" PROCESSED GRAVEL
MDPW M1.03.1 VIB. ROLLER COMPACTED
REMOVE TOP &,SUBSOIL COMPACT SUBBASE
NOT TO SCALE
OFFICE USE: 100,800SF (75 GPD/1000 SF) = 75,60 Gn SYSTEM TECHNOLOGY & COMPONENTS TO BE SIZED TO DISCHARGE
STORAGE USE: NO FLOW GENERATED: (400 SF OFFICE =30 GPD) EFFLUENT WHICH MEETS CCCOMMISSION GROUNDWATER STANDARDS
PRELIV'!�!JRY DESIGN ILLUSTRATED: TO BE REFINED DURING PERMITTING PROCCESS.
NO GARBAGE DISPOSALS ALLOWED TOTAL DESIGN FLOW = 7590 GPD. PRESS'JFE DOSING UTILIZED.
P/C: USE 12,000 GAL PUMP CHAMBER
LEACH!.: USE (2) 71'X100' LEACHING FIELDS = 14,200 SF
(NOTE: TO BE REDUCED TO 7600 GPD CAPACITY)
SYSTEM TO UTILIZE AWT BIOCLERE OR EQUAL SECONDARY TREATMENT U!:TS UNDER 440 GPD/40000SF MAX. (692,168 SF)= 7613 GPD ALLOWED UNDER TITLE 5.
GENERAL USE STATUS FOR DENITRIFICATION AND ENHANCED TREATMENT CF EFFLUENT.
FINAL NITROGEN CONCENTRATIONS WILL BE APPROXIMATELY 19 PPV TO MEET THE CCCOMM.
MASS BALANCE CALCULATION OF 5PPM AT THE PROPERTY LNE. SEE A_TAC=ED NITROGEN CALCULATIONS FOR SITE.
DETAIL SHEET ACCOMPANYING
SITE PLAN
OF LAND IN WEST YARMOUTH, MA
CAPE LIGHT COMMONS
OFFICE PARK AND STORAGE CENTER
?A�t_ SCALE AS NOTED DATE: 7-19-99
DATE REVISED: 9-20-99 (DESIGN .FLOW, FIRE LANES, MISC.)
PREPARED FOR:
BORNSTEIN COMPANIES
297 NORTH STREET
HYANNIS, MA off 508-362-9581
lax 508 362-9880
d
SHEET 2 OF 2
own cape engineering, inc.
CIVIL ENGINEERS
LAND SURVEYORS
939 main st. yarmouthport, ma 02675