HomeMy WebLinkAbout83-1730 - Site Plan 2EXISTING
CULVERT
2' DIA. CM3I 8• DIA D.I.
1 WA PIPE
EXISTING -7
CULVERT
2' DIA. CM / =
-41- �
-
\ 1.9
3.5 y-8
P4 yyl!-19
•W-5
1W-4
Jr�N
/W -g xJ.2 x3.3
CLEAW-3
3.0 EDGE OF
RING
I / n� � / 1 i ��f1JJJ'•,// J- x �
x4.3
-------_--// ;y
=} WET MEADOW /
`/►J,r •`w 4 10 W x3.8/
/ 1 / --- / /
PROPOSW%, I
LIMIT OF // / / x4.6
� a I i I WORK/HAYBALES/
3 001\0
PROPOSED IXISTING `C
T OF\
LIMIT WEIR
�W-1 W -i1 • i x4.5' i I
\\WORK/HAYBLE\�♦♦ �„ 2� ` SA /a
1 \\4s. I
I
SEE
PROPOSED ♦ \ 3 .s
WEIR DETAIL dp,
el
/ / l
_30.
EXISiiNG PIPE
2' DIA CMP
y
\ \ \ \ \ ■ \ � � � I.E. ELEV.-O.74!
\ x55 '0
\ / I \
00,
�00
I I I II I { { 1 I II \\ I( EXISTING PIPE I /'
2.0' DIA CMP GRASS FAIRWAY i / /
. E1as7ING
EXISTING CONDITIONS PLAN
20 10 0 20 60
I I 1 1 =
/ m m
coERIDAN
RD
/ I .
r, x3.9-------- --------�-- /
� 0 GOLF
COARSE
i
TEMPORARY
SANDBAGS I 0P
x3.2
\ KEY MAP
/ \ NO SCALE
\ 1 I \ x3.3
W-15 \ i W-11
\ \\ I CONCRETE PLAN REFERENCES:
\ / \ F0071HcPROPM I ASSESSORS MAP 80, PARCEL 117
i I \?' �, x3.5 FLOOD NOTE.
FLOOD ZONE A6 ELEV. AS SHOWN
FEMA FIRM PANEL /250015 0004C ON
I REVISED JUNE 17, 1986
DATUM NOTE.
ELEVATIONS SHOWN HEREON ARE BASED
/ , 1 ON THE NATIONAL GEODETIC VERTICAL
/ a , DATUM (NGVD)=0.0 MLW--.T NGVD do
MHW=1.8' NGVD
/ CONCRETE - - -
-�\ WEiR -------
\ EXISTING ERODED BANK { EXISTING ERODED BANK
TO BE REPAIRED AND I I - - ! TO BE REPAIRED AND
\ REGRADED TO MATCH I i J REGRADED TO MATCH
\ THE V CONTOUR. 3 8 I I I THE 4' CONTOUR
W, HAYBALE SILT BARRIER DETAIL
1 `
I I II ( 1\ 1 11 \ \ 1 TO BASS 1 inch - 20 !t
NO SCALE
(RIVER
N
O
U
DATUM 1
U
' I
'
AREA OF
EROSION BANK
1111�wl
AREA OF BANK
TOP OF WEIR EROSION
.,�
EL=4.7
g�
aNuee
1.7
4' c ", FOOTING
�`
, i n • PROPOSED
FLOOR EL. 4.7'
FTT7T1K
7=
77`'"
EXISTING GRADE
_
L
.4.
DATUM 1
WOOD BOARD
0
5
100 15
20
25
EXISTING WEI R
EXISTING RIP -RAP TO
BE REMOVED
L-4.0'
GATE CLOSED EL-4.0'-
-A
SECTION A
SECTION
SCALE 1"=4'
PROPOSED STAINLESS
�
STEEL WALL MOUNTED
m
z<
m
SLIDE GATE USE
x I
m
RODNEY HUNT 763 OVEREROWY
Y3 m
GATE OPEN EL -3.0
EL= .0' TOP OF WEIR
(_
O
G
EL -4.r
m o
.4
a
N
O
U
DATUM 1
U
PROPOSED GRADE
EXISTING GRADE
RDPOSED CONCRETE
WEIR SEE DETAILS
1 0 5 10 15 20 25
PROPOSED WEIR O NOTE-- SLIDE GATE
CLOSED P05TiON SH0WN1N
rA
SECTION A -A
SCALE: l'=4,
1'-2"
°
e4
3'-0"
DOWNWARD OPENING LOCKING WEIR GATE
SLIDE GATE DETAIL
NOT TO SCALE
OASTAL
NGhN� ERING
OMP ilV I , INC.
260 Cranberry Hwy. Orleans, MA 02653
508255.6511 Fax: 508.255.6700
� � m
'
1111�wl
.,�
aNuee
1.7
4' c ", FOOTING
�`
, i n • PROPOSED
PROPOSED GRADE
EXISTING GRADE
RDPOSED CONCRETE
WEIR SEE DETAILS
1 0 5 10 15 20 25
PROPOSED WEIR O NOTE-- SLIDE GATE
CLOSED P05TiON SH0WN1N
rA
SECTION A -A
SCALE: l'=4,
1'-2"
°
e4
3'-0"
DOWNWARD OPENING LOCKING WEIR GATE
SLIDE GATE DETAIL
NOT TO SCALE
OASTAL
NGhN� ERING
OMP ilV I , INC.
260 Cranberry Hwy. Orleans, MA 02653
508255.6511 Fax: 508.255.6700
� � m
X . i i x3.9 LEGEND SEAL SHS
I � I
EXISTING ti
W-3 WETLAND FLAG No. 4145a
\ \ W-14 . I
EDGE OF WETLAND
PROPOSED WEIR PLAN DETAIL --10-- CONTOUR,
SCALE 1'=4' PROPOSED
-10- CONTOUR
3/4" 10"
4,000 PSI
/ CONCRETE
CHAMFER ///
T.O.W. ELEV.= 4.7 . .
a
.ed
v
e #4 012"
` O.C. E.W.
• 4
.n
a
e N
i
20 KEY ° o
9.
T.O.F. ELEV. = 1.7' °
6'
CRUSHED
STONE BASE
WEIR STRUCTURAL D,
SECTION B -B
NOT TO SCALE
#4 012'
O.C. EW
#4 DWL 012"
GENERAL NOTES:
W w
All worts is to be done as specified in the Order of Conditions 6. Reinforcing steel shall be deformed baro conforming to astm
Issued by the Yarmouth Conservation Commission and the A615, Grade 60, except where noted. No. 3 bars may conform to a r�
Massachusetts Department of Environmental Protection. The ASTM A615, grade 40. All reinforcing bars welded to a steel section `. J
engineer shall be notified if there are any change in existing should be of welding Grade 40. All reinforcements shall be epoxy 0
conditions or project modifications. All surrounding area disturbed coated In conformance with ASTM A755. I -J
by construction will be restored to their pre -construction stats
7. Detailing of concrete reinforcement and accessories shall be in 0 U nO�
STRUCTURAL NOTES: accordance with act publication 315, latest edition. a 0
B. Welded Mrs Fabric (WWF) shall conform to ASTM Ai85 with a
1. All structural work shall be coordinated with the civil design minimum tensile strength of 70,000 psi. o l�
plans and spedficatlons and shall conform to the project �J
specifications, Including the following governing standards: 9. Provide minimum temperature reinforcement as required by ACI
318-02, in all slabs and walls where no reinforcement Is indicated O
a) The Massachusetts Standard Specification for Highway and on drawings.
Bridges
B) ACI 'Building Code Requirements for Reinforced 10. Reinforcing steel shall be placed to provide the following
Concrete.' (ACI 318-02) minimum concrete cover (see section 7.7 aci 318-02 for w ^
conditions as noted):
Foundations Footings - 3 0 � � w
C/)- Y E.y
1. Assume maximum safe soil bearing pressure Retaining walla ext, " int 4,000 pef. �+ O
2. All footings are to be placed on natural undisturbed material or 11. All continuous reinforcement shall have doss 'b' splices (ACI 0
compacted granular MI. Subsoil bearing strata shall be free from all 318-02, section 12.15) unless noted otherwise. p
vegetation, loam and organic material. a
12 Horizontal wall reinforcing shall be continuous and shall have
3. All footings shall be placed on a 6' layer of crushed atone 9D -degree bends on extensions at comers and Intersections as W
compacted to 95% standard proctor density. Stone base materials shown on typical bar placing details.
shall conform to MDPW spec. M2.01.1. 13. All lap splices in WWF should be on mesh plus two inches O W
a N �
Concrete 14. Reinforcing bars may not be welded without approval of the
1. Concrete mixture, form -work, delivery and placement shall structural engineer. When approved, welding of reinforcing bare shell SCALE
conform to all requirements of cal 301 (latest edition), unless be in accordance with the A.W.S. AS NOTED
otherwise noted. DxAwu+IOF1LE
15. Reinforcement bars shoil be epoxy coated in accordance with C16561.dwg
2. Concrete materials shall be: type 1 or 2 portland cement, sand ASTM -775 DATE 8/3/2005
and gravel aggregates. Concrete shall be air-entratted per ad DRAWN BY
recommendations Concrete comprmive strength, (rc) in 28 days, TLM
when tested in accordance with aci 318-02, shall be as follows: CHECKEDEY
All concrete work - 4,000 psi GATE
3. Contractor shall submit concrete mix design with list of SLIDE GA IG NOTES., N
admixtures prior to the mixing and placement of concretes Installation of all parts shall be done by a construction contractor
4. All mixing,transporting,platin and curingof concrete shall be in a workmanlike manner and in accordance with the detailed
done in accordancewiththe recommendations of the amerlcon technical installation procedures supplied o the gate manufacturer.
concrete institute. In shall be the contractors responsibility to handle, store, and
Install the gate operating mechanisms and accessories in strict •S �1�
5. All grout shall be non -shrink with a minimum compressive accordance with the manufacturers drawings and recommendations
strength of 5,000 psi. g- �4 PLAN
q
'`t�'i`iiUVLD iLAN WW 1 OF L SHEETS
-2/ajE PROJECT NO. C16561,00
1111�wl
aNuee
X . i i x3.9 LEGEND SEAL SHS
I � I
EXISTING ti
W-3 WETLAND FLAG No. 4145a
\ \ W-14 . I
EDGE OF WETLAND
PROPOSED WEIR PLAN DETAIL --10-- CONTOUR,
SCALE 1'=4' PROPOSED
-10- CONTOUR
3/4" 10"
4,000 PSI
/ CONCRETE
CHAMFER ///
T.O.W. ELEV.= 4.7 . .
a
.ed
v
e #4 012"
` O.C. E.W.
• 4
.n
a
e N
i
20 KEY ° o
9.
T.O.F. ELEV. = 1.7' °
6'
CRUSHED
STONE BASE
WEIR STRUCTURAL D,
SECTION B -B
NOT TO SCALE
#4 012'
O.C. EW
#4 DWL 012"
GENERAL NOTES:
W w
All worts is to be done as specified in the Order of Conditions 6. Reinforcing steel shall be deformed baro conforming to astm
Issued by the Yarmouth Conservation Commission and the A615, Grade 60, except where noted. No. 3 bars may conform to a r�
Massachusetts Department of Environmental Protection. The ASTM A615, grade 40. All reinforcing bars welded to a steel section `. J
engineer shall be notified if there are any change in existing should be of welding Grade 40. All reinforcements shall be epoxy 0
conditions or project modifications. All surrounding area disturbed coated In conformance with ASTM A755. I -J
by construction will be restored to their pre -construction stats
7. Detailing of concrete reinforcement and accessories shall be in 0 U nO�
STRUCTURAL NOTES: accordance with act publication 315, latest edition. a 0
B. Welded Mrs Fabric (WWF) shall conform to ASTM Ai85 with a
1. All structural work shall be coordinated with the civil design minimum tensile strength of 70,000 psi. o l�
plans and spedficatlons and shall conform to the project �J
specifications, Including the following governing standards: 9. Provide minimum temperature reinforcement as required by ACI
318-02, in all slabs and walls where no reinforcement Is indicated O
a) The Massachusetts Standard Specification for Highway and on drawings.
Bridges
B) ACI 'Building Code Requirements for Reinforced 10. Reinforcing steel shall be placed to provide the following
Concrete.' (ACI 318-02) minimum concrete cover (see section 7.7 aci 318-02 for w ^
conditions as noted):
Foundations Footings - 3 0 � � w
C/)- Y E.y
1. Assume maximum safe soil bearing pressure Retaining walla ext, " int 4,000 pef. �+ O
2. All footings are to be placed on natural undisturbed material or 11. All continuous reinforcement shall have doss 'b' splices (ACI 0
compacted granular MI. Subsoil bearing strata shall be free from all 318-02, section 12.15) unless noted otherwise. p
vegetation, loam and organic material. a
12 Horizontal wall reinforcing shall be continuous and shall have
3. All footings shall be placed on a 6' layer of crushed atone 9D -degree bends on extensions at comers and Intersections as W
compacted to 95% standard proctor density. Stone base materials shown on typical bar placing details.
shall conform to MDPW spec. M2.01.1. 13. All lap splices in WWF should be on mesh plus two inches O W
a N �
Concrete 14. Reinforcing bars may not be welded without approval of the
1. Concrete mixture, form -work, delivery and placement shall structural engineer. When approved, welding of reinforcing bare shell SCALE
conform to all requirements of cal 301 (latest edition), unless be in accordance with the A.W.S. AS NOTED
otherwise noted. DxAwu+IOF1LE
15. Reinforcement bars shoil be epoxy coated in accordance with C16561.dwg
2. Concrete materials shall be: type 1 or 2 portland cement, sand ASTM -775 DATE 8/3/2005
and gravel aggregates. Concrete shall be air-entratted per ad DRAWN BY
recommendations Concrete comprmive strength, (rc) in 28 days, TLM
when tested in accordance with aci 318-02, shall be as follows: CHECKEDEY
All concrete work - 4,000 psi GATE
3. Contractor shall submit concrete mix design with list of SLIDE GA IG NOTES., N
admixtures prior to the mixing and placement of concretes Installation of all parts shall be done by a construction contractor
4. All mixing,transporting,platin and curingof concrete shall be in a workmanlike manner and in accordance with the detailed
done in accordancewiththe recommendations of the amerlcon technical installation procedures supplied o the gate manufacturer.
concrete institute. In shall be the contractors responsibility to handle, store, and
Install the gate operating mechanisms and accessories in strict •S �1�
5. All grout shall be non -shrink with a minimum compressive accordance with the manufacturers drawings and recommendations
strength of 5,000 psi. g- �4 PLAN
q
'`t�'i`iiUVLD iLAN WW 1 OF L SHEETS
-2/ajE PROJECT NO. C16561,00