20040954 Ver 3_Site Plan_20080218

m0-I--
C° TEMPORARY BENCHMARK: TOP OF E I P ALONG BOUNDARY LOCATED �-
630' + /-- FROM R. 0• W• OF EX. SHERRON ROAD AND 123 +/- FROM
• INTERSECTION OF PROPOSED POPLAR STREET AND GILMAN STREET.
V N - 806200.2105 -
°?
c E - 2058048.4864 -�� ' � _ �� •� �'
i
C EL. 369.821 i =
JI
CI 16
\ -•• �. -mil. .+ -•
-' -,♦ t, �- / >< NCDOT CLASS B RIP RAP 1
•� _ ,~ `' - -�, ' \;
18" DEEP * WI GEOTEXTILE ; \
BASE.\ i
E 1 r
ST
r
i
BMPI ASEMENT
J
�-•
0
"
24 DIA. CMP
OF THE FES.
M
1. EMBANKMENT FILL SHALL BE PLACED IN 8 INCH LOOSE LIFTS
0
G.7
NO TREES OF ANY TYPE
MAY BE LOCATED ON THE DETENTION BASIN DAM.
�
U
a
Z
Z
TEMPORARY
` EROSION CONTROL
CMP RISER ( SEE
DETAIL THIS SHEET)
CONCRETE HEADWALL
WITH 7" ORIFICE PLATE.
( SEE DETAIL THIS SHEET)
ES 167
4
TREE PROTECTION
'o C I 163 •�'':.•• \ 1��` I �` FENCING
.c --- ••-t / \ I
3 •' ..._ - \ 0 LF - 18" RCP 3.00%
INV. IN = 313.00
INV. OUT = 311.50
CL
L jt
0
NI
l .` (1) 5.5' X 5e5"
° `\ � / �?�� � •\ �' \ `•`\ �', 1 ANT I -SEEP COLLAR
° 0 \
NIII 2 0 \ NCDOT CLASS B RIP RAP
m / '�► ohm\, '� �, - C
r , \ , 't�3. , DEEP W/ GEOTEXTILE
�.. ♦,
E X TOP `'\ ���\
FABRIC BASE.
L \ •�. -.% 310,83
` � ' �'� � ` -� / TOE
C ` � �� •��• �` / 309.69
GO
EX T
'. E X\TOP `. `!
\ 309 97 \
c \ 1046
Z?
•' ` \
O`` `,• `` ,,'� ,,` ` `• , :• ,` `, ,~ , � r ` ♦ `\ ` ` ♦ `
CONCRETE LEVEL SPREADER STORMWATER
6MP EASEMENT
0(1.0 I N /HR) = 0.9 CFS
LENGTH 40'
y= LEVEL . S PRE A DE R . • • . `� \_ i
-
m TOP OF LEVEL SPREADER = 311.70 1
o
DETENTION BASIN NOTES:
-1131 �
c . 1 THE RCP OUTLET PIPE SHALL BE CLASS III RCP MEETING THE REQUIREMENTS OF ASTM C760 I
o �
° THE PIPE JOINTS SHALL BE CONFINED O-RING RUBBER GASKET JOINTS MEETING THE RON 8 1 83� ♦ �'�,, �`
REQUIREMENTS OF ASTM C -443 AND C -361.
fA
2. ALL POURED CONCRETE SHALL BE MINIMUM 39000 PSI (28 DAY) UNLESS OTHERWISE NOTED.
GEOTEXTILE FABRIC BASE FOR THE OUTLET PIPE DISSIPATOR PAD SHALL BE PLACED`
0 3. THE ��.
L
m UNDER THE OUTLET END OF THE FES AND EXTEND TO THE EDGE OF THE RIP RAP PAD. THERE \ \
L SHALL NOT BE A GAP BETWEEN THE END OF THE FES AND GEOTEXTILE FABRIC BASE. THE
m COMPACTION NOTES:
jo FABRIC SHALL BE PLACED UNDER THE END OF THE FES TO- PREVENT SCOURING AT THE END
+_
"
24 DIA. CMP
OF THE FES.
SINGLE PIPE
1. EMBANKMENT FILL SHALL BE PLACED IN 8 INCH LOOSE LIFTS
0
4.
NO TREES OF ANY TYPE
MAY BE LOCATED ON THE DETENTION BASIN DAM.
AND COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR
C
5.
ADD A 2 " -3" LAYER 9F
TOPSOIL TO THE ENTIRE EMBANKMENT PRIOR TO SEEDING AND
MAXIMUM DRY DENSITY.
o
o��oO
MULCHING TO STABI
IZE EMBANKMENT. REFER TO SEEDING REQUIRMENTS ON SHEET 3 -7.
2. FILL AND BACKFILL PLACED AGAINST ALL STRUCTURES. CULVERTS,
60
6.
EMERGENCY SPILLWAY
CONSTRUCTED IN A FILL SECTION SHALL BE REINFORCED WITH
CONDUITS. DRAINS. ETC. SHALL BE PLACED IN 4 TO 6 INCH LIFTS
C
o
' X'
CABLE REINFORCED
ONCRETE CELLULAR MAT OR BY USING THE ARMORLOC SYSTEM AS
AND COMPACTED USING HAND -HELD OF MANUALLY `OPERATED EQUIPMENT
a
' X'
MANUFACTURED BY
MORTEC.
AND COMPACTED TO 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY.
' X'
6.
THE CONCRETE ANTI-
EEP COLLARS SHALL BE RECTANGULAR CONCRETE COLLARS
3. THE BASIN INVERT AND EMBANKMENT SHALL BE SEEDED IN ACCORDANCE WITH
.0
2
CONSTRUCTED TO THE
DIMENSIONS INDICATED ON THE DRAWINGS. THE COLLARS SHALL BE
THE EROSION CONTROL PLAN WITHIN 15 DAYS OF COMPLETION OF GRADING
•
O O
SHALL BE REMOVED AFTER SITE HAS BEEN
A MINIMUM OF 6" TF
ICK WITH A 28 DAY STRENGTH OF 39000 PSI (MIN.). THE COLLARS SHALL
WORK ON THE BASIN.
C
0
2
BE CONNECTED TO
RCP OUTLET PIPE WITH A WATER TIGHT JOINT AND SHALL BE PLACED
4. THE BASIN WILL BE USED FOR EROSION CONTROL DURING THE CONSTRUCTION
ca
ORIFICE PLATE AND SCREEN SHALL BE INSTALLED
A MINIMUM OF 2 FEET
FROM PIPE JOINTS. THE COLLAR SHALL BE LOCATED NEAR THE CENTER
PHASE OF THE PROJECT. THE BASIN SHALL BE CLEANED OUT AND VEGETATION
N
-
OF THE DAM WHERE
NE COLLAR IS REQUIRED AND SHALL BE LOCATED /SPACED AS SHOWN
COVER SHALL BE ESTABLISHED PRIOR TO USE AS A DETENTION BASIN.
.0
-
ON THE DRAWINGS W
ERE MORE THAN ONE COLLAR IS REQUIRED..
1
2
2
2
2
3
C
OTY,
2
2
3
3
4
4
EMBANKMENT
2
•-
3
3
( SEE COMPACTION NOTES)
4
L
TOTAL LBS.
9
9
F14T14
L
�,
0
1 19
55
MAX. 3:1 SLOPE 10'
TOP OF DAM = 320.00
1
19
1 19-123
EXTERIOR FACE
1 77
92
Z
L
Uj
C2
Z
D
tii
L
0
'
�
EMERGENCY SPILLWAY = 318.20
IC
ARMOR DO'W
STREAM SIDE
°
OF EMERGE
CY SPILLWAY
v
°
WITH NCDO
CLASS B RIP RAP
WATER LEVEL 100 -YR STORM - 318.81
WITH GEOT
XT I LE FABRIC BASE
WATER LEVEL 25 - YR STORM 318.69
L
0,
�,
_•_,
WATER LEVEL 10 -YR STORM s 318.61
•.-
WATER LEVEL 1 -YR STORM a 317.67
,,
o
TIE TO EXISTIN
GRADE
-
.�---
-
-
I NTS
MAX. 3:1 SLOPE BASIN INV = 313.00
INTERIOR FACE
._
L
U)
w
L
'
n
30'
L
x
.
MAX. 3:1 SLOPE TOP OF DAM = 320.00
C
PI
;1
111 111
•a
__.__
..... _._
.�...
x
z
NTS
N
EMERGENCY SPILLWAY = 318.20
m
M
O
�0
C�
O
Om
z
D O O O
I-�71 X0
"z�=1>
T-n3>m
z m
z� F_0 7
. r
^�OH
e 2 z
3D
H
O
z
n
j> °
�zzm
C31 0 (� z
� G7
-�
O m
= �
° I
CC
[C) (n
-p r-- IT1 -�
00 m Z D
p z
O
D D
-0 ~ 71 O
m M 0
C7 T1 D
1-0 C O ::E
F_ ::0 z
< 0
co mW
C1) 0 DO
m
SHEET 1 OF 3
838 0 PJ 1
LEVEL SPREADER LIP
EL. = 311.70'
CLASS "B" RIP -RAP
(D50 = 8") w/ GEOTEXTILE FLOW PATH
FABRIC BASE
i
SEEDBED PREPARATION
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE
SOIL CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
4. APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY
AND MIX WITH SOIL (SEE BELOW ■).
5. CONTINUE TILLAGE UNTIL AWELL - PULVERIZED, FIRM, REASONABLY UNIFORM
SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY WITH SEEDING
EQUIPMENT OR CULTIPACK AFTER SEEDING.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS
WITHIN THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER
60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME AND
SEEDING RATES.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND
FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED.
■ APPLY AGRICULTURAL LIMESTONE - 3 TONS /ACRE
SUPERPHOSPHATE - 500 LBS. /ACRE OF 20% ANALYSIS SUPERPHOSPHATE
MULCH - 2 TONS (APPROX.80 BALES) SMALL GRAIN STRAW /ACRE
ANCHOR -TACK WITH LIQUID ASPHALT AT 400 GALLONS /ACRE OR
EMULSIFIED ASPHALT AT 300 GALLONS /ACRE.
SEEDING SCHEDULE
PANICUM VIRGATUM* 10 L85. /ACRE
=VARIETIES BIACKWELL, HEAVY METAL, ALAMO, KANLOW
AND SHELTER ARE ACCEPTABLE WHERE pH IS 5.0
CONSULT CONSERVATION ENGINEER OR SOIL CONSERVATION SERVICE FOR
ADDITIONAL INFORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETATION OF
DENUDED AREAS. THE ABOVE VEGETATION RATES ARE THOSE WHICH DO WELL UNDER
LOCAL CONDITIONS; OTHER SEEDING RATE COMBINATIONS ARE POSSIBLE.
STREAM BUFFER REVEGETATION SCHEDULE
(for use where STREAM BUFFERS have been cleared or disturbed)
LEVEL SPREADER CONSTRUCTION SPECIFICATIONS:
1. THE LEVEL SPREADER SHALL BE LOCATED OUTSIDE OF THE NEUSE RIPAftlAN BUFFER.
2. THE LIP OF THE LEVEL SPREADER SHALL BE CONSTRUCTED OF CONCRETE AS-SHOWN ON
THE LEVEL SPREADER DETAIL (THIS SHEET) AND SHALL BE 3 " -6" HIGHER THAN THE
EXISTING GROUND ON THE DOWNSLOPE SIDE OF THE SPREADER.
3. THE LEVEL SPREADER LIP SHALL BE INSTALLED AT A 0 -0.05% GRADE (LEVEL) ACROSS
THE ENTIRE LENGTH OF THE LEVEL SPREADER.
4. THE LEVEL SPREADER SHALL BE CONSTRUCTED PARALLEL TO CONTOUR LINES ON THE
DOWNSTREAM SIDE OF THE LEVEL SPREADER TO PROVIDE DIFFUSE FLOW THROUGH THE
FILTER STRIP /RIPARIAN BUFFER.
5. GEOTEXTILE FABRIC WITH 3 " -4" OF X57 STONE SHALL BE INSTALLED IN THE FIRST 3
FEET FROM THE LEVEL SPREADER LIP ON THE DOWNSLOPE SIDE OF THE LEVEL SPREADER.
6. THE AREA ON THE DOWNSLOPE SIDE OF THE LEVEL SPREADER SHALL PROVIDE A FILTER
STRIP FOR STORMWATER DISCHARGE BEFORE ENTERING THE STREAM CHANNEL. ZONE 1
(INNER 30 FEET OF THE NEUSE RIPARIAN BUFFER) SHALL REMAIN FORESTED. ZONE 2
(OUTER 20 FEET OF THE NEUSE RIPARIAN BUFFER) SHALL BE SEEDED AND MAINTAINED
AS GRASS. GRASS SHALL BE PLANTED AND ESTABLISHED IN THE OUTER 20 FEET OF
THE BUFFER PRIOR TO INSTALLATION OF THE LEVEL SPREADER.
7. THE LEVEL SPREADER SHALL NOT BE CONSTRUCTED UNTIL THE ENTIRE AREA DRAINING
TO THE LEVEL SPREADER HAS BEEN STABILIZED DURING CONSTRUCTION OF THE LEVEL
SPREADER. THE BASIN DISCHARGE SHALL BYPASS THE LEVEL SPREADER UNTIL CONSTRUCTION
OF THE SPREADER HAS BEEN COMPLETED
8. THE INSTALLED STORM DRAINAGE SYSTEM (INCLUDING DETENTION BASIN NO. 4 AND LEVEL
SPREADER) SHALL MEET THE DESIGN SPECIFICATIONS UPON INITIAL_ _OPERATION ONCE
THE PROJECT IS COMPLETE AND THE ENTIRE STORM DRAINAGE AREA IS STABILIZED.
G M G
PLACE R 1 R .�
BELL END OF PIP
TO FACE OF WALL
98
1S
CONC.
PIPE
M '
B WH
( IF CONST. JOINT IS USED)
END ELEVATION
GENERAL NOTES=
1. ALL CORNERS SHALL BE CHAMFERED 1" OR HAVE A RADIUS OF 1'.
2. THE CONTRACTOR WILL BE REQUIRED TO PLACE 2 96 'Y' BARS
IN THE TOP OF ALL ENDWALL FOR PIPE CULVERTS 42' AND OVER
WITH A MINIMUM OF 3' COVER AND A LENGTH OF 6' LESS THAN
ENDWALL LENGTH.
3. FORMS ARE TO BE USED FOR THE CONSTRUCTION OF THE BOTTOM
SLAB.
4. WALL THICKNESS (T) SHOWN IS NOT TO BE INTERPRETED TO
MEAN THE THICKNESS ACCEPTABLE. BUT IS USED IN COMPUTING
ENDWALL QUANTITIES.
5. WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT
AT THE BOTTOM OF THE PIPE. BAR 'X' DOWELS SHALL BE PLACED
IN THE BASE AS SHOWN ON PLANS. SPACING OF BARS IS TO BE
APPROXIMATELY 12' CENTERS UNLESS OTHERWISE DIRECTED BY
THE ENGINEER.
6. WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT
AT THE BOTTOM OF THE PIPE AND POUR THE BASE SEPARATELY
THE POUR SHALL BE LEFT ROUGH.
70 CLASS 'B' CONCRETE SHALL BE USED.
3" LAYER OF
#57 STONE - RIPARIAN
BUFFER
\- 311.20' - 311.45'
3 T. WIDE
STRIP OF
CHANNEL FILTER FABRIC
INV. = 310.50`
APPROPRIATELY SIZED
CONCRETE FOOTER
LEVEL SPREADER DETAIL
N. T. S.
317.80 '
�
"
24 DIA. CMP
317.50'RISER
SINGLE PIPE
DOUBLE PIPE
15'
O
24'
0
0000��
32" 0 DIA C HE RI HOLE
AND dp
ST ONE AFILTER
0000
4" O.C. VERTICALLY 0
18'
24'
O O O O (yc) O ?0
0Q)
o��oO
0000.10 3
0
CX�J�
)Q 0
60
000
BASIN BOTTOM O 006
ELEVATION = 313.00'
�O
�Q 9!?
0(,�o
O�
0 0 0 U CONC_ „
' X'
RCP
0000 O o�0 18" CMP HEAOWALL18
" X'
Y x
axe
' X'
O O
o D
' X'
' X'
300 psi,
' X'
CONCRETE
G
NOTE
2
EXTEND 18" CMP FROM TEMPORARY CMP RISER TO � /��
� •� /,
18" RCP. TEMPORARY CMP RISER AND 18" CMP ° �'--
• --4 --
O O
SHALL BE REMOVED AFTER SITE HAS BEEN
6 D
STABILIZED AND APPROVAL OBTAINED FROM
2
DURHAM COUNTY EROSION CONTROL OFFICE.
2
THE CONCRETE HEADWALL AND 18" RCP SHALL
3 -6
REMAIN FOR STORMWATER CONTROL. THE
4
ORIFICE PLATE AND SCREEN SHALL BE INSTALLED
TEMPORARY EROSION
AFTER THE CMP RISER AND 18" CMP BARREL HAVE
CONTROL CMP RISER
BEEN REMOVED. REFER TO ORIFICE PLATE AND
-
SCREEN DETAIL THIS SHEET.
No T. S.
%" STAINLESS
STEEL BOLT (TYP)
•
r1 �
't
SLOPE AS INDICATED ON PLANS
•4 -BARS
THICK ORIFICE PLATE (24" X 24 ")
BOLT TO HEADWALL WITH
DIA. STAINLESS STEEL
y' BOLTS, NUTS W /WASHERS. (4 TOTAL)
- 6" DIA.
ORIFICE
(INV. = 313.01
3' X3' X4"
CONCRETE
PAD AT BASE OF
HEADWALL (CENTERED
ON ORIFICE PLATE).-,..,
DOWELS IN ENDWALL WITH REINFORCED CONCRETE PIPE
LOC.
PIPE
DIA.
SINGLE PIPE
DOUBLE PIPE
15'
18'
24'
30"
36'
42'
48'
15'
18'
24'
30"
36'
42'
48'
1' -8
BARS'
X `
" X"
axe
axe
" X'
' X'
YIN
" X'
Y x
axe
' X'
axe
' X'
' X'
' X'
Y x
' X'
Y x
G
QTY.
2
1 2
3
3
4
4
2
5
2
2
2
3
3
4
4
2
5
2
M
OTY .
-
-
-
-
-
-
-
1
1
2
2
2
2
3
G
OTY,
2
2
3
3
4
4
5
2
2
3
3
4
4
5
TOTAL LBS.
9
9
F14T14
1 19
55
65
1 12
1
19
1 19-123
1 77
92
DIMENSIONS.AND CONCRETE QUANTITIES
USING CONCRETE PIPE
COMMON DIMENSIONS
SINGLE PIP
DOUBLE PIPE
D
H
B
G
T
S
L
YD=
M
L
YD=
15'
31-30
1' -8
2'-9"
2x'
9x'
5'-61
0.7
2' -2'
7' -8'
1.0
18"
3' - 7'
1 ' - 10
3' - 2'
2 x '
10'
6"-40
1.0
2' -7-m
8' -11
1.3
24"
4' -2'
2' - i
4'-0"
3"
10'
8' -0'
1.5
3' -5"
11' -5
2.0
30"
5'-0"
21-60
41-76
4x a
11x'
9,1-28
2.3
4' -3'
13' -5
3.1
36'
5'-8"
2' -8"
5' -6v
4 x '
12 x "
11,f-0'
3.4
5' -01
16' -0
4.5
42'
6' - 2'
3' -1
6' -42
5 x "
11X@
12'-8'
4.5
5' -10
18' -6'
6.0
48'
6' -99
1 31-5217`
-2m
5x•
11 ='
i4' -4
6.01
6'-8021'
-0
8.0
xSEE SHEET 3
ORIFICE PLATE DETAIL
NTS
CONCRETE
SLOPE AS
INDICATED
ON PLANS
7" DIA. ORIFICE
(INV. - 313.09
18" RCP
OUTLET PIPE
NEEHAH R-7512-81 CAST IRON PIPE
SCREEN FOR 12" PIPE. ANCHOR TO
CONCRETE PAD USING STAINLESS
STEEL BOLTS, NUTS W /WASHERS. ( 4 TOTAL)
npf
o Fie 1
8200
QsTruAV�y 8
Ohl
A �o •.
.o.
SEAL
15395 •'
•
•• F IRI •'
z jr)06
SCALE IN FEET
o•4 -oqSL} v3
0 10 20 40 60 80
CITY DURHAM
PUBLIC WORKS DEPARTMENT
-- APPROVED ---
ENGINEERING
STORM WATER
TRANSPORTATION
DATE
DATE
DATE
DATE
DATE
[i I
0
V �
N
J
Q� �� N
WWV�
=� g
LU 2� g!
Luz � z.o a
0Z 3
Z Z96o��
�Qr
zom,,� O Z
O? a�
X cc I r
co
2 Biwa
mi
OW.G7Z0�0
Z 0
co) us
ru
Mal
40 vIIIIIIi, rm W6
mV..
> »m
Z
O
C4
LU
Z
>
11IM111
cc
3
cc
Q
W
00
V
V
�C
y
�
Z
so
cc
O
�
F
N
J
v
oo
Z
j2
cc
O
�
m
W
Q
W
CL
00
O
�
�
Z
N
>
Uj
N
�
D
�
cc
o
m
��a
m
�m
m
N
a
J
z.
�
go
z
�
�
Z
N
0
Uj
II
Z
Uj
C2
Z
D
tii
C%
'
�
Z
O
C4
Z
>
11IM111
cc
3
cc
Q
W
co
0
�C
=
Z
W
cc
J
ca
Z
0
O
�
m
Q
W
CL
�
y
O
�
�
Z
>
Uj
0
D
�
cc
o
LL
W
m
N
a
J
r Lt%
�
= /M+
y V
O
q*
�
r
Im
0
Z

C TEMPORARY BENCHMARK: TOP OF E I P ALONG BOUNDARY LOCATED
630 +/- FROM R.O• W• OF EX. SHERRON ROAD AND 123 +/- FROM
i, INTERSECTION OF PROPOSED POPLAR STREET AND GILMAN STREET. - �`
a N - 806200.2105 1
E - 2058048.4864 1 /
C EL. 369,821
°d 1 i TREE PROTECTION /
X :f •� I FENC/NG
dop
loop
aj /
4- /
o
I I /
c \ i
u i
U)
`
� � ' I Ln t
i Y'1' '1•:i: '
OI• firME
MX�
/
MIN
STORMWATE
"0 �'< <� BMP EASE NT
Of 09.6
CL
Id
• / /
o � ♦ , �/ 1 // 1
4- f ,
OL
L
� f
C
c I wo /
ar ! / /
,0
L
e %
R IABL �'\
0 1000'
P /
o � .� �� BMPREAStMENT �
3 / mop
i 7 C-1-9 C �, r�� / /
�r -� / / 10. ♦ 50,
L �
j C1
° �� - �� j DURNAIII
E .
-''' / / 3064 10 BLDG. /
0 - r. /� � / - SETBACK I
c ; �/ r PREFORMED SCOUR HOLE /
/ ( SEE DETAIL THIS SHEET )l /
0(1.0 I N /HR) = 1.1 CFS
t
/ if , N110000'
��� r `rte f I r
mam son 4000P
m
3 �\ ..• f
0 N10001
L do
ftmin
z .,. /
O
00, - - ...
i
1
10I
400
W / W
F.�A
NIIIIII/
as
/ 1
Arl,64,
IV
50' NEUSE
R1 R BUFF R
11
rl
tl
r ►`
1�
� EMBANKMENT
� TEMPORARY EROSION
CONTROL CMP RISER (SEE COMPACTION NOTES)
�
( SEE DETAIL MAX. 3:1 SLOPE 10'
THIS SHEET) M EXTERIOR FACE TOP OF DAM = 315.00
00
0 o
NIX r TREE PROTECTION v Z :EMERGENCY SPILLWAY 313.50
� FENCING
z
ARMOR UPSTREAM SIDE. DOWNSTREAM SIDE
i AND TOP OF DAM WITH CABLE REINFORCED CONCRETE WATER LEVEL 100 -YR STORM a 314.04
CELLULAR MAT OR THE ARMORTEC ARMORLOC SYSTEM. _. .,._. WATER LEVEL 25 -YR STORM 313.93
WATER LEVEL 10 -YR STORM >= 313,84
ARMOR UPSTREAM SIDE, DOWNSTREAM SIDE w WATER LEVEL 1 -YR STORM 313.37
AND TOP OF DAM WITH CABLE REINFORCED CONCRETE TIE TO EXISTING GRADE _
__Q/ CELLULAR MAT OR THE ARMORTEC ARMORLOC SYSTEM. ---- --- --- �. _..
CONCRETE HEADWALL NTS
7" DIA. ORIFICE PLATE. MAX. 3:1 SLOPE BASIN INV = 309.50
(SEE DETAIL THIS SHEET) INTERIOR FACE ■
W
-(1 )4,5" X 4.5' MAX. 3:1 SLOPE TOP OF DAM = 315.00
ANTI-SEEP COLLAR
-- 30 _._._ ._ _.. o
i _ 0
45 LF 18 �
.e RCP � 1.11 % •--- --- -- --- .---�- -- ii CC
I Nv. I N = 309.50 --- - ---- --- - - -.-- -- - LU s- a o
INV. OUT = 309.00 -- ---- ---- --
W o �. g!
z � a
NCDOT CLASS B RIP RAP COMPACTION NOTES: NTS (,Z 3:
18 DEEP W/ GEOTEXTILE EMERGENCY SPILLWAY = 313.50 �
FABRIC BASE. 1. EMBANKMENT FILL SHALL BE PLACED IN 8 INCH LOOSE LIFTS u� �°-
W =4.0 FT 313.50 24 A. DI CMP cc
AND COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR z cIs
L = 7.5 FT RISER o g 411
� In MAXIMUM DRY DENSITY. 313.00
UJ
2. FILL AND BACKFILL PLACED AGAINST ALL STRUCTURES. CULVERTS. a CD
CHANNEL DESIGN. let o�
CONDUITS, DRAINS, ETC. SHALL BE PLACED IN 4 TO 6 INCH LIFTS
01 DISCHARGE = 2.2 CFS AND COMPACTED USING HAND--HELD OF MANUALLY OPERATED EQUIPMENT
F z ca
fl10 DISCHARGE 2.4 CFS AND COMPACTED TO 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY. O 0000--) :d �
-� ♦ CHANNEL SLOPE = 20 3. THE BASIN INVERT AND EMBANKMENT SHALL BE SEEDED IN AC U AC o dr
I � CHANNEL WIDTH = 4.0 FT. ACCORDANCE WITH po o � 0 �
_ THE EROSION CONTROL PLAN WITHIN 15 DAYS OF COMPLETION OF GRADING O O O 0 Q
CHANNEL DEPTH = 1 ■ 0 FT. CC i �, p # 5 WASHED � --� o `''
SIDE SLOPES = 3:1 WORK ON THE BASIN. ���� DIA DEWA I T I NG HOLE o J
= 4 . THE 3 O.C. HORIZONTALLY AND 100000 STONE FILTER ■■i Mel
VELOCITY 3.78 FPS E BASIN WILL BE USED FOR EROSION CONTROL DURING THE CONSTRUCTION 00 -- o
PHASE OF THE PROJECT. THE BASIN SHALL BE CLEANED OUT AND VEGETATION 4 O.C. VERTICALLY p p 0
� FLOW DEPTH = 0.58 FT.
0000
O p id - W u-
CALCULATED SHEAR = 0.67 LB /SF COVER SHALL BE ESTABLISHED PRIOR TO USE AS A DETENTION BASIN. oQp o (')o � d„ PERM I SS I BLE SHEAR = 1.00 LB /SF O C� �,. 00%
_ o o000 o0
CHANNEL LINING - GRASS (TALL FESCUE) 0 0 0 cm
Oo o � a,
pp IL
O O 000 4(00 mi
BASIN BOTTOM 0 10011 W
O 0 0
ELEVATION = 309.50 0 p p 0 0 0 o
O Q o�00 0 o CONC .
000 O 0U0 18" CMP 18 RCP
0 p p p p o o HEADWALL
mi
0 0 0 0
0 O o0 op
v I v I N
3`d00 psi I ° ° I ° R, W
NOTE CONC�ETEr I D I p 2 2
• I Q Q
DETENTION BASIN NOTES: ° -' ° �
EXTEND 18" CMP FROM TEMPORARY CMP RISER TO Q1 • . I ' �• 8
1. THE RCP OUTLET PIPE SHALL BE CLASS III RCP MEETING THE REQUIREMENTS OF ASTM C76. 18"" RCP. TEMPORARY CMP RISER AND 18"' CMP ° - --'- -r- -- THE PIPE JOINTS SHALL BE CONFINED 0 -RING RUBBER GASKET JOINTS MEETING THE SHALL BE REMOVED AFTER SITE HAS BEEN ° ° ° ° N
� a a
REQUIREMENTS OF ASTM C -443 AND C -361. STABILIZED AND APPROVAL OBTAINED FROM u,t Z p USED
! 2. ALL POURED CONCRETE SHALL BE MINIMUM 3.000 PSI (28 DAY) UNLESS OTHERWISE NOTED. DURHAM COUNTY EROSION CONTROL OFFICE. :) o
3 THE GEOTEXTILE FABRIC BASE FOR THE OUTLET PIPE DISSIP TOR P THE CONCRETE HEAD 3' -6"
J. N 1 UR rNU an/1l-1- OC rLNk.GU "NLL HIVU I O Rl.r JIIHLL
UNDER THE OUTLET END OF THE FES AND EXTEND TO THE EDGE OF THE RIP RAP PAD. THERE REMAIN FOR STORMWATER CONTROL. THE V O V �
� SHALL. NOT BE A GAP BETWEEN THE END OF THE FES AND GEOTEXTILE FABRIC BASE. THE ORIFICE PLATE AND SCREEN SHALL BE INSTALLED TEMPORARY EROSION 3
FABRIC SHALL BE PLACED UNDER THE END OF THE FES TO PREVENT SCOURING AT THE END AFTER THE CMP RISER AND 18 CMP BARREL HAVE v 0
I � �
moo � � OF THE FES. BEEN REMOVED. REFER TO ORIFICE PLATE AND CONTROL CMP RISER p
♦ ♦ 4. NO TREES OF ANY TYPE MAY BE LOCATED ON THE DETENTION BASIN DAM. SCREEN DETAIL THIS SHEET. N. T. S. 00 �
5. ADD A2"-3" LAYER OF TOPSOIL TO THE ENTIRE EMBANKMENT PRIOR TO SEEDING AND 7 q
MULCHING TO STABILIZE EMBANKMENT. REFER TO SEEDING REQUIREMENTS ON SHEET C3 -7. j � p
b. EMERGENCY SPILLWAYS CONSTRUCTED IN A FILL SECTION SHALL BE REINFORCED WITH N N
�. CABLE REINFORCED CONCRETE CELLULAR MAT OR BY USING THE ARMORLOC SYSTEM AS 'A" THICK ORIFICE PLATE (24" X 24 ")
BOLT TO HEADWALL WITH SLOPE AS N r
MANUFACTURED BY ARMORTEC. 3�g" DIA. STAINLESS STEEL CONCRETE INDICATED
' � �� c ruc nn.�or-rr •►irT -crr� nn ♦or cues i or OClTA \I/111 .o nn.nnrrr nn .nc- �- I �r..r,�_...� � /ice
p
C
L
o / /
C,f / 4'/ 0000,
X / Figure 8-4
� , '" � ,,,,,, /� 00 6100 / F 00 YEAR �_ --- ZOO6 z, LOODWA T ical preformed scour hole layout and components (NCDOT )
/ - �''� BOUNDARY--­., y�
C
y ,./
4 � S
........_..__._. _.._.._.._...______._.__._.
f-
�, EX. 30' CITY OF UiMAM /
r '
SAN. SEWER MENT
+-
L / , �i i �� PIPE _ . • ; ,.,,�. _....... .,.,. ._ _
T / / (d =15° OR 16") - _. ; ' _ (STANDARD.
m / / t ; ROLL WIDTH)
0
d i % _
+- bi1y
O. 1 I'7L 1. U1V l.RC I C HIV I 1 -JCGr UULLARJ Jf7NLL DG RCS. 1 HIVVVLHR I.UIYI.RC 1 C I.VLLHI'[J
CONSTRUCTED TO THE D[MENSIONS INDICATED ON THE DRAWINGS. THE COLLARS SHALL BE
A MINIMUM OF 6" THICK WITH A 28 DAY STRENGTH OF 3.000 PSI (MIN. 1. THE COLLARS SHALL
BE CONNECTED TO THE RCP OUTLET PIPE WITH A WATER TIGHT JOINT AND SHALL BE PLACED
� 1 A MINIMUM OF 2 FEET FROM PIPE JOINTS. THE COLLAR SHALL BE LOCATED NEAR THE CENTER
/ 1 OF THE DAM WHERE ONE COLLAR IS REQUIRED AND SHALL BE LOCATED /SPACED AS SHOWN
ON THE DRAWINGS WHERE MORE THAN ONE COLLAR IS REQUIRED..
0
em
t" 0
<ai
1__4
:D U)
r- � __q
Z . -4 =D
0 O � n -I
=MZ3>
2 O O O
c� °x
C) '-'
M _­4 z
D D
<
Cn ~
O
Z
(bMvNbSoJ -� , • E ,P -- PER14AI�NT SOIL
v 900e SQUARE PREFORMED -- -� ...... _ ` REINrORCEi�IEN MATTING
PSR1 . PSM SHALL BE
r �' SCOM HOLE (PFSM t
8-�-� IN BAS( N NOT SEEDED W11 "I VEGETATION c�
PREFORMED SCOUR HOLE CONSTRUCTION SPECIFICATIONS: ���''
SHOWN FOR CLARITY} AT INSTALLATION. D O
o f �-' z z m
U 0 1. THE PREFORMED SCOUR HOLE SHALL BE LOCATED OUTSIDE OF THE »�.. ,_.,..._.�. 01 O (--) Z
a NEUSE RIPARIAN BUFFER.
2. THE PERMANENT SOIL REINFORCEMENT MATTING (PSRM) SHALL BE
TUCKED A MINIMUM OF 1 FOOT UNDERNEATH THE FILTER FABRIC Z • O --1 Cn
o AND NATURAL GROUND AROUND THE PERIMETER OF THE SCOUR HOLE.
U C C m =
N 3. THE SIDE SLOPES FOR ALL FOUR SIDES OF THE SCOUR HOLE SHALL CD 00
4- - OE 2:1 SLOPES.
Figure 8-5 000 1>
N 4. LL RIP RAP USED FOR THE CONSTRUCTION OF THE SCOUR HOLE _ m D D
HALL B E NCDOT D 0 T CLASS B RIP RAP { d 5 0 =8 ") . THE MINIMUM DEPTH Preformed scour hole cross section (NCDOT 2006) O O
m
LL -T3 ::E: D
L OF THE RIP RAP SHALL BE 12 ".
SHALL BE CONSTRUCTED IN UNDISTURBED SOIL. H D 0
5. tHE SCOUR HOLE -D � �- O
T
y 6. THE PREFORMED SCOUR HOLE SHALL NOT BE CONSTRUCTED UNTIL /.. _._ PIPE . M �'
0 THE ENTIRE AREA DRAINING TO THE PREFORMED SCOUR HOLE HAS f F PSRi�A m 0
,d 'I �R 8") lNSTAL.L LE�tEI AND I �o
X E E N STABILIZED. . off s PLUSH V�FiTH I�IAT�JRJ�L (--� Tj D
0 7. THE PREFORMED SCOUR HOLE EXIT AREAS SHALL BE STAB I L I ZED �`•. ,.0 O �
• `-=•�� DEPTH OF SCOUR HOLE k GROUND � C F-,
WITH VEGETATION IMMEDIATELY AF TER CONSTRUCTION OF THE •�..�• �== � ; T • o F-- � z
C OUR HOLE . • • -�.:.� ,�„ ('i N. 7 MA
I
NATURAL < � �
>1 8. AFTER CONSTRUCTION OF THE SCOUR HOLE. ALL AREAS AROUND ; �,.;. fTl
w..._._........_..._. - . ,._._� ......_ ._. Cn
c THE SCOUR HOLE SHALL BE CLEARED OF CONSTRUCTION DEBRIS GRaUND 7C �--+
Y AND THE EXIT AREAS SHALL BE CHECKED FOR POTENTIAL OBSTRUCTIONS :•-� : r-: ~• j -� =�:' •� -i :)D
0
-
a THAT COULD PROMOTE CHANNEL I ZED FLOW. LINER. CLASS B RIPRAp �-
0 9. tHE INSTALLED STORM DRAINAGE SYSTEM (INCLUDING DETENT ION WITH TYPE 2 FILTER FABRIC -�'= � � SIN, T TUCK m
OASIN NO. 5 AND PREFORMED SCOUR HOLE) SHALL MEET THE DESIGN ;
? $PEC I F I CATIONS UPON INITIAL OPERATION ONCE THE PROJECT DEPTH �� RIPRAP 01
n ]IS COMPLETE AND THE ENTIRE STORM DRAINAGE AREA IS. STABILIZED. BASE
co
M WIDTH HEET 1 OF 3
0 8 3 81, 01
PLAN
G M G
PAC- R V R
BELL END OF PIP
TO FACE OF WALL
I.............. -1 S
CONC.
PIPE
H
M
B
(IF CONST. JOINT IS USED)
END ELEVATION
GENERAL NOTES:
1. ALL CORNERS SHALL BE CHAMFERED 1' OR HAVE A RADIUS OF 1'.
2. THE CONTRACTOR WILL BE REQUIRED TO PLACE 2 *6 'Y' BARS
IN THE TOP OF ALL ENDWALL FOR PIPE CULVERTS 42' AND OVER
WITH A MINIMUM OF 3' COVER AND A LENGTH OF 6" LESS THAN
ENDWALL LENGTH.
3. FORMS ARE TO BE USED FOR THE CONSTRUCTION OF THE BOTTOM
SLAB.
4. WALL THICKNESS (T) SHOWN IS NOT TO BE INTERPRETED TO
MEAN THE THICKNESS ACCEPTABLE, BUT IS USED IN COMPUTING
ENDWALL QUANTITIES.
5. WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT
AT THE BOTTOM OF THE PIPE. BAR 'X' DOWELS SHALL BE PLACED
IN THE BASE AS SHOWN ON PLANS. SPACING OF BARS IS TO BE
APPROXIMATELY 12" CENTERS UNLESS OTHERWISE DIRECTED BY
THE ENGINEER.
6. WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT
AT THE BOTTOM OF THE PIPE AND POUR THE BASE SEPARATELY
THE POUR SHALL BE LEFT ROUGH■
7. CLASS 'B' CONCRETE SHALL BE USED.
%" STAINLESS
STEEL BOLT (TYP)
BOLTS, NUTS W /WASHERS. (4 TOTAL)
7" DIA.
ORIFICE
(INV a 1
309.5
SLOPE AS INDICATED ON PLANS
N
m
• 4 - BARS
12'
DOWEL
BAR -11x
3' X3' X4"
CONCRETE
PAD AT BASE OF
HEADWALL (CENTERED
ON ORIFICE PLATE) .
ORIFICE PLATE DETAIL
NTS
DOWELS IN ENDWALL WITH REINFORCED CONCRETE PIPE
LOC-
PIPE
DIA.
SINGLE PIPE
DOUBLE PIPE
15'
18'
24■
30'
36'
42'
48'
15'
18'
24'
30'
36'
42'
48'
1 ' - 8
BARS■X"
2 " '
■Xw
sX■
vX■
aX■
2xv
YX
aX■
Yx
■x■
■Xa
•X■
■XE
■Xa
■X■
Yz
X■
Y:
G
OTY .
2
2
3
3
4
4
2
5
2
2
2
3
3
4
4
2
5
2
M
OTY -
-
-
-
-
-
-
-
1
1
2
2
2
2
3
6' - 4
QTY.
2
2
3
3
4
4
5
2
2
3
3
4
4
5
TOTAL LBS.
9
9
14
14
19
55
65
12
12
19
19
23
77
92
DIMENSIONS AND CONCRETE QUANTITIES
USING CONCRETE PIPE
COMMON DIMENSIONS
SINGLE PIP
DOUBLE PIPE
0
H
B
G
T
S
L
YD=
M
L
YD=
15'
3' - 3'
1 ' - 8
2' - 9'
2 " '
9 = "
5' - 6
0.7
2' - 2'
7' - 8'
1.0
18'
3' - 7'
1 ' -10
3' - 2'
2 = '
10'
G' - 4
1.0
2' - 7'
8' -11
1.3
24'
4' - 2'
2' -1
4' - 0'
3'
10'
8' - 0 •
1.5
3' - 5'
11 ' - 5
2.0
30'
5' - 0'
2' - 6.
4' - 7'
4 ='
11= "
9' - 2'
2.3
4' - 3'
13' - 5
3. 1
36'
5' - 8.
2' - 8
5' - 6
4 = "
12 = '
11 ' - 0
3.4
5' - 0'
16' - 0
4.5
42'
6' - 2'
3' -1
6' - 4
5 = '
11= '
12' - 8
4.5
5' -10
18' - 6
6.0
48'
6' -9'
3' -5■
7' -2'
5='
11='
14' -4
6.0
6' -8'21'
-0
8.0
"SEE SHEET 3
7CHUWHLL ON PLANS
m
7" DIA. ORIFICE � � Z
(INV. - 309.50')
.01 O Q Q m
m Y
Z
18" RCP L0 V
OUTLET PIPE z a
00
w= z co
W u
NEEHAH R-7512 -61 CAST IRON PIPE FM �
SCREEN FOR 12" PIPE. ANCHOR TO 9 W
CONCRETE PAD USING STAINLESS S Z Q'�
STEEL BOLTS, NUTS W /WASHERS. (4 TOTAL m Q
O y
I
6ww0;Pww&Mfijj Z11 CO)GS
SCALE IN FEET
0 15 30 60 90 120
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
-- APPROVED --
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
Z
O
y �
> ica cc
LU
m o �
0
y W
W
cc
J y
Z
0 O
O
� m V
V
so D
D
Q W C
Cr.
0 d
z
° O
O
0
CD L
LLM
m W
W
y
W
Imu It J
I
6ww0;Pww&Mfijj Z11 CO)GS
SCALE IN FEET
0 15 30 60 90 120
CITY OF DURHAM
PUBLIC WORKS DEPARTMENT
-- APPROVED --
ENGINEERING DATE
STORM WATER DATE
TRANSPORTATION DATE
DATE
DATE
- y V LLi
O
Z
Z
O
y �
> ica cc
LU
m o �
0
y W
W
cc
J y
Z
0 O
O
� m V
V
so D
D
Q W C
Cr.
0 d
z
° O
O
0
CD L
LLM
m W
W
y
W
Imu It J

�sowsGwu*
wosuuvm Q� S
83�
�Y�°'" dNMa,yi `'�4tV�.' f•+� riW +YR►`.a
SHEET DA-4

9-Va 133HS - _ ,�- -
109 it :31VOS
9 'ON NISVB NOIlN3134
110=1 310H 21f10oS a3W210.4321d
NOISIAIa8f1S s a00M1HJRl9
s
OEM
I D
1R@[gflw[g I
FEB 1 8 2008
DMR -WATER -QUALITY
V".AkdS AND STORMWA*R BRANCH