20-105049-UP-CIVIL PLANS-12.29.2020-V19 AP CUNSULTINU ENGINEERS PLL[; ZU20
• 1g8. 9
• + 1,9 8
EXG CATCH BASI.
STANDARD GRATE
RIM 199. 7
8" CONC NW i97.35 IE
8" CONC SE i97.40,' IE
J 99.3•17
o
EXG CATCHI BASIN
STANDARDIGRATE
RIM 99.07
2" CMP IN197.69 IE 2,
1 ,CONC NE 196.35 IE
' 5CMP SE 19632. IE
�12 .CONC S dd�� 7 IE
8" CONC 196 42 IE
5
1gg• ,� 1
r
0
O
■ •200:
)IVE
�- • 20• •
200.
~� 199•8
a �
79
_
EXG CATCH BASIN --
- STANDARD GRATE
RIM 205.75
1 12'• CONC NE 202.88 IE
12 " CONC SW 202.87 IE
m � r
2-01-- DEL ITATED 6UAAD RAILN52 `29 ' 56 " E 144.88 '
UA 2
201 r UGP' C7
! J F UGC 2 2 UGP �. UGP UGP -� _,.` ?04 4 205 71 205 8 206,67
" I � �j F � $--"- F �0�� 1 �} F F ■.
2 `� + �■-
QQ •-6 6/ 2aq. 8 2061 12
1 Oy
• 201, o FILTER FABRIC FENCE' 206 'yo
�1
■ 201'8 • 203 PER DTL VC2 9
' 203 0� 20 f CONTRACTOR TO 205.7 •
f U ' • 0 4 ❑ • 4 9 ` C; } - PRESERVE & PROTECT EXG 20 6
'0 201.0 • 202 7 9 POWER
' 6-7 20 206 6
201. 1
s 5. 6
• r 0��� �a
7
' 2a .2
P�
200,9 2 `
I ` 201 5 IR 203 4 l
• 202. 4 ` m
v2•2 • 203 4 9 ■ 204,5
z b
w 201 � 6 ` ' 1
,2041 • ^ I ��
>ti lib Q 1
v ' • 203 CONSTRUCTION ENTRANCE Q
� 203.2 • 4 PER DTL 31C2CD
Q
ILLs 20 .2
' • Q
203
3 , ; • 204. 8 Q
4(/206- go
■ -206. 6
EXG POWER VAULT
LIMITS OF DISTURBANCE
(21,388 SF) 007
2
2.06. 6 9
206,-g
20.7,• 5
208-
OG
ti 207. 79
20 7 • .8-9 .
cn
n�
f) +r
$-.. I 1 04. 5
a J
LL 205. y
b '
f • 2 7
� a 20❑ � ._ � w
j ■ . 9 ■ -204 9
f -
s 202. 7 ■ 203,5 - ,, 20q 8
CATCH BASIN INSERT
1 PER DTL 21C2 OP) 204. • 205 4'
REMOVE EXG CB 201 . 8 , 203.3
COORDINATE REMOVAL OF 1, SAWCUT & REMOVE EXG
■ 199 6 • 202 . DNVAPPROACH-
EXG WM WITH LAKEHAVEN 1 '
1 G CATCH BASIN SAWCUT $ REMOVE EXG WATER & SEWER DISTRICT
SOLID LID DIW APPROACFIr 2()• 4 'LIGH ST
n l
l 207,82
20 7 •
1 208 03
_�06,• B7 -• I
I I
SAWCUT & REMOVE II
EXG ASPHALT
@ 1 FT INSIDE
EXG ASPHALT ; 208. 0
1 �
7C1 -
17
206. 7-9 207.,341
. l
� �07.
206 5g 207 .a
48
• I ��
F ,RIM 199. 62 ' ° .: 1 . 205 76 �F
.42 . 6, _� 12 "�EMPFSW _0 -8� IE I - 1 09 203 • g� �` `` ' -.
rt ��7 _' �.� F F �itifA� R ❑= 20 *03 19' F- P�4 � F � f
Wes_ -.y �• ; _ - ]71
t DRIVEWAY
�
2C70 64 'qo20 1�7-� �AY
�•2CJ
1 34 202• q • 203 : 7B
fb ��
41
A S I N 20
RATE
0
7B I�S7 1 201 0'5•
0 IE
EXG STORM ❑RA rTA M
RIM 200.89
TYPE II
LADDER SOUTHEAST
30" CMP NE 193.12 IE
30" CMP SW 192.93 IE
? ? NW ? IE
UTILITY CONFLICT NOTE
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION,
AND DEPTH OF ALL EXISTING UTILITIES, WHETHER SHOWN ON THESE PLANS OR NOT,
BY POTHOLING THE UTILITIES AND SURVEYING THE THE HORIZONTAL AND VERTICAL
LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE @
1-800-424-5555 AND THEN POTHOLING ALL EXISTING UTILITIES AT LOCATIONS OF NEW
UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST.
LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE NOT GUARANTEED AND
ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL
CONSULT AP CONSULTING ENGINEERS PLLC TO RESOLVE ALL PROBLEMS PRIOR TO
PROCEEDING WITH CONSTRUCTION.
WTI 6.59
9
q
I a
DRIVEWAY
EX-G CATCH BASIN
- SOLID LID , f
RIM 202.59 EXG CATCH BASIN
-12" CONC NE 199.20 IE SOLID LID. '•9c
12" CONC S 199.22 IE RIM 203,44
12" CMP SE 200.57 IE / I
2p1 g9 204..99
203, 53 X,"
�G
' ❑� I EXG A-T BASIN R,
Q� TANDAR❑ GRATE 1r
202. C�r: 205, �,�, � � 0� J RIM 206.46
0� D� 20q 06 J O� 12 " CMP NE 20 2.89 I I
- _ 0- 1 Q� Q� G _ 12" CONC SW 202.8i
SOUTHNE - -11, 1cl
� EXG STORM DRAINAGE MANHOLE
B5*35.3Q" RIM 205.52
R=573.09' LADDER SOUTHEAST
30" CMP NE 197.77 IE
30" CMP SW 198.1E IE
? ? NW ? IE
TESC PLAN
W SCALE: 1 =10
S 0 5 10 20 30
UNIT OF MEASUREMENT IN US FEET
SILT FENCE MAINTENANCE STANDARDS
1, ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY
2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A
SEDIMENT TRAP OR POND,
3, IT 1S IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF FENCE CLOGGING AND ACTING AS A BARRIER TO
FLOW AND THEN CAUSING CFIANNELIZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS, REPLACE THE FENCE OR
REMOVE THE TRAPPED SEDIMENT.
4. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT IS 6 INCHES HIGH.
5. IF THE FILTER FABRIC (GEOTEXTILE) HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED.
■ 1! i!! u!! l r! r r!r! sling
of
■!!!!!!!!!lilt//a!!!#!Rf
llll!■■!!llrlrlaiilr!/R: � !••1
rINTSINFILTER
■luuullrar//iluR.of
rlall!#..R.rrlrirR:uu �
FABRICSHALLSE
SPLI QED AT POSTS
USE
■vlrRluluoluuiu
■Rrrlrell!■i!!!!!!!!lf
allsrael!!!!!!!!!!!af
■1RRr#11!!!!!1!lirilf
■rwa■u■■■aaalu
STAPLES,RINGS, OR
ial lalaluuaailrlrf
■rauuuurllwlu
■uuluolulrrrf
EQUIVALENT• .. ■.1..l.....R....
■l!!!!a!■/l!!##!lf
■r!!!ri!!!#/!#if
ATTACH FABRIO TO
POSTS.
nru■ir!!ualf
-11......
aarrr/i!!a!/a!f.
-
11�-11=i1=
' Irl ••
SOLID
WALL;
FILTER MEDIA
FOR DEWATERI
term II
2 CATCH BASIN INSERT
C2 NTS
NOTE: THIS DETAIL IS ONLY
SCHEMATIC. ANY INSERT IS
ALLOWED THAT HAS A MIN 0.5
CF OF STORAGE, THE MEANS
TO DEWATER THE STORED
SEDIMENT, AN OVERFLOW, AND
CAN BE EASILY MAINTAINED
STABILIZED CONSTRUOTION ENTRANCE MAINTENANCE STANDARDS
1. QUARRY SPALLS (OR HOG FUEL) SHALL BE ADDED IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS.
2, IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT, THEN ALTERNATIVE MEASURES TO
KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED. THIS MAY INCLUDE STREET SWEEPING, AN INCREASE IN THE
DIMENSIONS OF THE ENTRANCE, OR THE INSTALLATION OF A WHEEL WASH- IF WASHING 15 USED, IT SHALL BE DONE ON AN
AREA COVERED WITH CRUSHED ROCK, AND WASH WATER SHALL DRAIN TO A SEDIMENT TRAP OR POND.
3. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY BY SWEEPING. THE SEDIMENT
COLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED ON SITE. THE PAVEMENT SHALL NOT BE CLEANED BY WASHNVG
DOWN THE STREET, EXCEPT WHEN SWEEPING IS INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SAFETY. IF IT 65
NECESSARY TO WASH THE STREETS, THE CONSTRUCTION OF A SMALL SUMP SHALL BE CONSIDERED. THE SEDIMENT WOULD
THEN BE WASHED INTO THE SUMP.
4. ANY QUARRY SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY SHALL BE REMOVED IMMEDIATELY.
S. IF VEHICLES ARE ENTERING OR EXITING THE SITE AT POINTS OTHER THAN THE CONSTRUCTION ENTRANCE(S), FENCING (SEE
SECTION DA.1) SHALL BE INSTALLED TO CONTROL TRAFFIC.
AS • KJNG COUNW •r.l STANDARDS,
DRIVEWAYS SHALL BE PAVED TO THE EDGE
OF -r PRIOR TO INSTALLATION OF
01� v0p CONSTRUCTION ENTRANCE TO AVOID
SIAS.�,p•► DAMAGING OF ROADWAY
R 25'MIN, IT IS RECOMMENDED THAT THE
ENTRANCE BE CROWNED / THAT
RUNOFF DRAINS OFF THE PAD
INSTALL DRIVEWAY CULVERT IF THERE
IS
w��jlw�►�.��
��r+ � 41■�r�t .►•t►+.+� �*
. ROADSIDE DITCH PRESENT,
PER KING COUNTY ROAD STANDARDS
4'-B'QUARRY SPALLS
GEOTEMXTILE
12'MIN. THICKNESS ■;4R ��1��. •.
PROVIDE FULL W1 OF
INGRESSIEGRESS AREA
�3CONSTRUCTION ENTRANCE
GRADING QUANTITIES:
CUT: 510 CY
FILL: 495 CY
(THESE QUANTITIES ARE APPROXIMATE AND ONLY FOR USE AS A ROUGH GUIDE FOR THE
PERMITTING AUTHORITY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREPARING THEIR
OWN ESTIMATES FOR THEIR OWN USE WHILE PREPARING A BID AND FOR ANY OTHER PURPOSE.)
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6,IWAS P
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DATE
09/1412020
DRAWN
KL
CHECKED
AEP
JOB NO.
2019013
SHEET NO.
C2
9 AP CONSULTING ENGINEERS PLLC 2020
U
r m
a'
�0- z
f m
i r n
Q j I EXG CATCH BASIN C~ d` a-
STANDARD GRATE �} ❑�- _
RIM 205.75 I ` W
f �L II 12" CONC NE 202.88 IE W m
W
n ��G 12" CONC SW 202.87 IE / I j W o
z
N52°29'56"E 144.88' l 1 z
j - - _j
UGP 1 1 uGP `- 1 / 7 N
j GP UGP =-T-- UGP v
" I ' 2oz.oz � 0
EXG POWER VAULT. + W V
195.42 + 19s42 � GA � r � UGP � UGP I
� . 1.3%
+ dlip
'� 8
I
f J �
LLJ
1 a I I l nq
P UTILITIES
PROPOSED UTIL E r
CB #3 1 UNDER SEPARATE
L S� 11 1f P� 1, FRAME GRATE 203.4E PERMIT 3�1039
SCE ,
IE(SE) = 200.8E Q
5.U96 IE(NE) = 200.8E 1 P P
f Q r IE(E) = 200.86 I i
C�
j 1 r 196.42 J n a
+ jf ` 11 LF 12" ADS N-12 1 3� r �� U)
1 o f 1 @ 0,20% r C!]
CB #4 1 11 C� l _ W w
TYPE 1, FRAME & GRATE -ri ❑
ILL
I ❑ RIM=2=201 ` N W
Jf 19aaz f � ", IE(SW) = 201.13 3��cn
I 04.38
CB l W
1 BIOP IOFIL PER DTL 9/C4 I .� ?� 2D6.98n)
l RiM = 203.63 I aoa.3z {Fc�
EXG CATCH BASI , IE(SW)=200.3
STANDARD GRADE I IE(NW)=200.8
RIM 199. 7 �? ;' a i ' �
8" CONC NW 197.36'IE v f f �---
*I& 8" CONC SE 197.4Q' IE � rl + � ' � � co
EXG CATCH+ BASIN
,+-, . OP 2W B9 (Fc)
STANDARD; GRATE '', %` �f zosas TOP J G7
J ry
RIM Q99.07
a r 2T za'ss {Fc z .2� TdP (} L n
2" CMP N 197j.69 IE d f� •�� l m �t
['{{ 11 CONC NE 196 �. 35 IE c�
Y 12" CMP SE 196I. 32 IE /
�12 CONC SW 196t27 IE ' 1 12V.. 2"A�SN-1 @0.20 .,, !1r00 `P'Kr 206.90
8 " CONC NW 196.22 IE o � P A'
, �s�r� zr7�T' 'zap I' p84
' 2D520 Fc �. j �j9
1 I IE = 2D0.31 i l 'j 3210
I
1$.r 196A � '� 2D5.51 TOP
I J \ 2U5.24 TOP W
a 196.42 g w 205.47 TOP -
2D5.35 TOP IE - 202.59
208.94
TOP
207.09 TOP +r5 2D6.77 TOP
o 206.77IFC}
-� b 1' 11.7% Z'�LF 12" ADS I-12 @ 0.00 19.99h /� f i 2.29E s� i
co
y0L❑ IE = 202.59 y q ` _ W
T°P � � � tir yq s� ❑ �p�N IRCFI
202.022r,
f f i�z az
D
1y�,' o ` �j 1i 20°�0 . " 208.56 (Fc)Of
a Q
1 ` I -� ------ ------ IILIGH STANDARD , L�9T�c 5 f / I• w r r�
W cD i �- -- -- " 2D5.8a (Fcj a@ 7� v � `..!
v �W 204.23{FC} - a� 20558[FCj �9C vi
WATER MET 0= 20 °03 ' 19 " �� t� �` I t f __W 1.
b 2p4 L=185. 90 ' ❑- -- C-- - ❑- dfl r i
Y_- I
- �' DRIVEWAY /
8Z- CB#1 , W- - _,--W- - .�-VV-
kfx EXG CB
RIM=199.07 r o
j IE(NE) =195.35 - CB#2 V.
1 �E 2 CB - WO, SOLID LID
_ RIM = 202.69 PROPOSED 364 CF CB #8 r r
_- IE(SW)=196.42 SIORETENTION CELL PER E-X G-CATCH BASIN TYPE 1, FRAME & GRATE / - PROPOSED UTILITIES i - - - - U, x
p IE(W) =196.42 DTL VC5. BOTTOM EL = SOLID LID RIM = 204.68 f UNDER SEPARATE ¢ f 5g � 2
Lpw I�Z�n- 202.59,TOP EL-2D4. RIM 202.59 IE(NW)€2i63CATCH BASIN N PERMIT j�A6' OA,. f a ` w
12" CONC NE 199.20 IE IE{NE)=202.fi3 SCLID LI❑
12" CONC 5 199.22 IE RIM 203.44
12" CMP SE 200.57 III f �❑
EXG C H BASIN �( STORM DRAINAGE MANHOLE
STANDA GRATE �a� RIM 205.52
RIM .87 ,;�� J � n LADDER EAST
12" CMP NW 195.5 E ,� �Of EXG CATCH BASIN 30" CMP NE 202.92 IE
12" CMP SE 195.50 ,`L� i f �G EXG CATCH BASIN STANDARD GRATE 30" CMP SW ? IE
�a STANDARD GRATE RIM CMP 5W 202.94 IE 206.27 12 CMP SE 205.17 IE
EXG STORM DRAINAGE MANHOLE � � Q� � � C� � Q � � O RIM 206.46
RIM 240.89 O� _ _ �ILI
O� 12" CMP NE 2202.8 IE
_ ❑� � 12" CONC 5w 202.81 IE � E• �
LADDERTYPE SOUTHEASTSOUTHWEST 320TH STREET `�� � 6. °� ' � � � � e- wA
L 85 EXG STORM DRAINAGE MANHOLE F
30" CMP NE 193.12 IE o- B5.35'30" RIM 205.52
30" CMP SW 192.93 IE �O l R�573.pg' LADDER SOUTHEAST
? ? NW ? IE 30" CMP NE 197.77 IE
30" CMP SW 198.16 IE
? ? NW ? IE 43211 It i
r IB ti
�S7ONAL
UTILITY CONFLICT NOTE DATE 09/14/2020
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, GRADING & UTILITIES PLAN DRAWN
AND DEPTH OF ALL EXISTING UTILITIES, WHETHER SHOWN ON THESE PLANS OR NOT, SCALE: 1 =10 �L
BY POTHOLING THE UTILITIES AND SURVEYING THE THE HORIZONTAL AND VERTICAL CHECKED AEP
LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE
1,8DD424-5555 AND THEN POTHOLING ALL EXISTING UTILITIES AT LOCATIONS OF NEW
JOB N0, 2019013
UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST.
LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE NOT GUARANTEED AND -1� 0 5 10 20 30
ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL UNIT OF MEASUREMENT IN US FEET SHEET NO.
CONSULT AP CONSULTING ENGINEERS PLLC TO RESOLVE ALL PROBLEMS PRIOR TO
PROCEEDING WITH CONSTRUCTION. C3
9 AP CONSULTING ENGINEERS PLLC 2020
NOTES.
1. USE MINIMUM OF A 54" DIAMETER TYPE 2 CATCH BASIN.
2.OUTLEf CAPACITY;100 - YEAR DEVELOPED PEAK FLOW.
3. METAL PARTS: CORROSION RESISTANT. STAINLESS STEEL
OR ALUMINIZED STEEL.
4.FRAME AND LARDER OR STEPS OFFSET SO:
A.CLEANOUT GATE IS VISIBLE FROM TOP.
B.CLIMB-DOWN SPACE IS CLEAR OF RISER AND CLEANOUT
GATE
FRAME & SOLID COVER MARKED
C FRAME 15 CLEAR OF CURS.
"DRAIN' WITH LOCKING BOLTS.
5. IF METAL OUTLET PIPE CONNECTS TO CEMENT CONCRETE
SEE NOTE 3
PIPE: OUTLET PIPE HAVE SMOOTH O.D. EQUAL TO CONCRETE
PiPE I.D. LESS".
6. PROVIDE AT LEAST ONE 3' X .090 GAGE SUPPORT BRACKET
ANCHORED TO CONCRETE WALL.
(MAXIMUM 3'-V VERTICAL SPACING)
7.LOCATE ELBOW RESTRICTOR(S) AS NECESSARY TO PROVIDE
MINIMUM CLEARANCE AS SHOWN.
50-YR MAX WSE 201.02'
8.LOCATE ADDITIONAL LADDER RUNGS IN STRUCTURES USED AN
ELBOW RESTRICTOR
ACCESS TO TANKS AND VAULT TO ALLOW ACCESS WHEN
SEE DETAIL
CATCH BASIN IS FILLED WITH WATER.
11e -0 @ 200.32'
9.TEE SHALL BE CONSTRUCTED OF PVC MEETING WSDOTIAPWA
STANDARDS.
ROD FOR CLEANOUTIDRAIN
(ROD BENT AS REQUIRED FOR VERTICAL
ALIGNMENT WITH COVER)
SEE KCRDCS DWG. 7-026
REMOVABLE WATERTIGHT
COUPLING OR FLANGE
200
192
-0+20
2' MIN,
�I I� IN.
PLATE WELDED TO ELBOW
WITH ORIFICE AS SPECIFIED
NTS
192
-0+20
INLET PIPE
IE=196.42'
MIN RIM ELEVATION = 203.19
16,
ADDITIONAL LADDER
RUN (IN SETS) TO
ALLOW ACCESS TO TANKS
OR VAULTS WHEN CATCH
BASIN IS FILLED WITH
WATER
a
6' FAIN TOP OF WEIR = 201,02'
`PIPE SUPPORTS
SEE NOTE 6
OUTLET PIPE
1.5 X D SEE NOTES 1 & 5
MIN
2' IN CIE=196.42'
1'
INVERT AND
ELEVATION
RESTRICTOR PER PLANS
PLATE WITH
21 MIN "0 ORIFICE
------ 541P
SECTION A -A
CONTROL STRUCTURE DETAIL (CB
SCALE: 1 ° = 2'
STEPS OR LADDER
STATION
5E PL
= 0+03.21
EXG SURFACE
STATION
=1+20.95
NW PL
20.90%
0.7096
05
Ilk
IN
- ~
3
PROPOSED
SURFACE
RETAINING WALL
(BY OTHERS)
BOTTOM 196.47 i
82.9
I
0+00 1+00
SE -NW DETENTION POND CROSS-SECTION
SCALE. 1" = 20'
i
I
I
I
STATIQ
SW PL
1= 0+03.52
22.17%
2ffl%
EXG SURFACE
I
i
�I
1 PROPOSED
3� SURFACE
-z
BOTTOM 196,42'
I
i
i
I
I RETAINI WALL
I (BY OTH RS)
i
0+00
SW -NE DETENTION POND CROSS-SECTION #1
SCALE: IN = 20'
200
192
-0+20
200
192
1+40
STATION = 0+49.46
PROPOSED ROAD
STATIQ
SW Pt
= 0+03.09
1,73%
EXG SURFACE
28.769b
33.84%
-
I
-"
I
3�/
PROPOSED
SURFACE
7.9' 1BOTTOM
@ 196.42'
I RETAINI
- - - -
G WALL
(BY OTHERS)
L
0+00
PLAN VIEW
1"=2'
ISOMETRIC
NTS
SW -NE DETENTION POND CROSS-SECTION #2
SCALE: 1" = 20'
VERIFY
WIN. i -0"
STAINLESS STEEL
FASTENERS.
WHITE LETTERS & SYMBOL
ON BLUE BACKGROUND
LU
>.
Fz
� PARKING ONLY
METAL SIGN, BOLT TO STL. PIPE
POST.
VAN ACCESSIBLE
ADDITIONAL SIGN AT VAN
u
ACCESSABLE PARKING SPACES ONLY
0
1 114' GALV. SCHD. 40 STL. PIPE WICAP.
P
1' CONC.
WASH GRADE
21 . .
IN f .. ` • •� ' •zi at NOTES:
Iv • • f
- 1. SIGN TO BE PER LOCAL
_I JURISDICTION REQUIREMENTS.
} VERIFY SIZE, SHAPE & VERBIAGE RESTRICTOR
SEE DETAIL � 2. PROVIDE SIGN AT EACH
HANDICAPPED PARKING
{ I STALL.
2 ADA PARKING STALL SIGN
C4 NTS
4" CONC WALKWAY
EXPANSION JOINT (20' o.c.)
DUMMY JOINT (10' o,c.)
r-- 314" CHAMFER
AC. PAVING SLOPE VARIES
WHERE OCCURS III ' i
`\�.�.\/��\,ti♦ -_--I ICI I --I
(2) #4 CONT.
as
f
g^ I 12"MIN. CLASS "A" FILL
J COMPACT TO 95%
• CONCRETE SHALL HAVE 28-DAY COMPRESSIVE STRENGTH OF 3000 PSI
AND 5% AIR ENTRAINMENT
• REINFORCING SHALL BE PER ASTM A-615, GRADE 60
3 SIDEWALK
C4 NTS
036.00" ACCESS COVER & RISER
INLET/OtiTLET ACCESS COVER tit RISER. Q r="�
SIZE, QUANTITY & LOCATION MAY VARY.
41P.
I CONCRETE TOP SLAB l
HIOFLLTRATIDN
CHAMBER
I • I w �ww
1 - _ I a - 0
CONCRETE BASE SECTION
. I
I ■
I w /
I w
�Q/fir I ��w I I y •� 1 • L i
► V I f I I .�•
OUTLET PIPE, •, ' I I .
016.W MAXIMUM Y . -
F
UNDERDRAIN OUTLET 04.00' PVC SLOTTED
ORIFICE • I I UNDERDRAIN PIPE
OUTLET CHAMBER _ INLET PIPE,
618.00' MAXIMUM
BYPASS WEIR . -
■ I INLET WINDOW
INLET CHAMBER IN DIVIDER WALL
DRAIN DOWN DEVICE • DIVIDER WALL
ISOMETRIC VIEW
FILTER MEDiA & DRAIN ROCK NOT SHOWN FOR CLARITY.
SCALE. t u
NOTES:
1. LEFT CONFIGURATION SHOWN, MIRROR RIGHT CONnGURATION OF INLET AND OUTLET CHAMBER AVAILABLE.
2. CONTACT OLDCASTLE INFRASTRUCTURE FOR ENGINEERING ASSISTANCE AND DETAIL DRAWINGS.
3. CONCRETE COMPONENTS SHALL BE VANUFACTURED IN ACCORDANCE WITH ASTM C890 & C913.
US Patents Pending
-- B►oPod Tm Bioftiter Inirastructure�'
UndergroundLp1ENT 1` Hf RRi pg 1Y [¢ QI➢ A5ILE INFIt55 R 1VAE NIC IF$SUBUTTEP NR R(FERENCE IV:IPC5ESUNLV IUD SHALLWI RE
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BiaflltradonCJS
OUTLET, 01A.w MMMUM
ALTERNATE SIDE PIPE LOCATION -
UNOERDRAJN OUTLET
OriIFICE
BYPASS WEIR
ALTERNATE SIDE PIPE LOCATION
A INLET WINDOW
DRAIN DOWN DEVICE
INLET, 618.W YA70MUM
1. EXCAVATE TO THE ELEVATION OF THE BOTTOM OF THE BASE COURSE ROCK.
2. COMPACT UPPER 124 OF EXISTING SUBGRADE SOIL TO 95% MAXIMUM DRY DENSITY PER
ASTM D1557
3. PROOF -ROLL THE EXISTING SOIL TO VERIFY A MINIMUM CBR OF 10.
4. ANY SOFT SPOTS ENCOUNTERED SHALL BE OVER -EXCAVATED AT LEAST 12 INCHES.
FILL THE EXCAVATION WITH BASE COURSE GRAVEL (LESS THAN 5% FINES). COMPACT
THE FILL TO 95% MINIMUM.
5. PROOF -ROLL THE FiLLED SOFT SPOTS TO VERIFY A MINIMUM CBR OF 10,
GRADE 1" DOWN
EXTRUDED CONC. CUR FROM TOP OF
1r? 5117 112" CURB.
3" CLASS 1/2'
HMA PAVING I j11f1 II, iII;IIfl-11�: Ill:
SLOPE
rnaoO
PROVIDE T-O" LEVEL
! i a I 1 1 1 i I E I � --I f -I I- AREA WHERE GRADE
SLOPES DOWNWARD OUTSIDE
SUBGRADE SOIL, 60 BASE COURSE OF PAVING
SEE NOTES. COMPACTED TO
95% PROCTOR (ASTM 1557)
4 CURB & 3" PAVING SECTION
C4 NTS
6"
5'
a
>' - 1, a" 6'-O'
I V
BUMPER CURB
2 -0"
6'-V LONG
r
-0" 10"
WHEEL STOP
C4 NTS
81 DIMENSION
DIMENSKYN
6.00' TYPICAL
WALL THICKNESS
k i i ==
::.:._•..:;
. ;• a • .. w h
yf i • ::.. *p "� " ' i• -,
04,00' PVC SLOTTED
���'''
i
UNDERDRAIN PIPE
At
DIMEMON
A
DIMENSION
• ,T: •'t,:.
IIJ
.: '�' -,_ � ''ri �. LF - is
•:7ra•
%�+• a Y�i'-
---- J
1
PLAN VIEW
TOP SLAB NOT SHOWN IN THIS VWW FOR CLARITY.
ACCESS COVERS SHOWN IN PHANTOM.
INLET/OunM ACCESS COVER do RFSER. 035,00, ACCESS Covw at RISER
S¢E. OLilKM 8L L.00KNON MAY VARY.
DMDER WALL
INLET. NEARSIDE
BYPM WEIR i
1 S.DO
INLET WINDOW 2.00MULCH [� 7
2.2' (26.001 UNDERDRAIN OUTLET A•f..�.Y. ."r
1&DDSM&
DROP ORIFICE, FARSIDE ME
L
RECOMMENDED, OUTLET, FARSIDE r v r? i• d �.•}r�LT y.1vL'�ikr ? -
6" MINIMUM, (AT FLOOR) 'Y 8.00" DRAIN ROCK
DRAIN DOWN t)E►ACE SECTION A -A F4.00- PVC SLOTTED UNDERDRAIN PIPE
MODEL
VAULT SIZE'
(ID)
FOOTPRINTS
(0D1
TREATMENT FLOW
CAPACITY (GPMICFS)
A DIM
B DIM
C DIM
Al DIM
81 DAM
1.6 ( F
(WA GULD�
CS GPMfSF
(N.lCAT)
SPU 401B
4'
8'
1:5'
V
T
25110,057
2BA 10.064
SPU481B
4'
8'
1.51
5
V
38.410.086
43.210.096
BPU41218
IT
1z
1.V
9
13'
64.010.143
72.010.160
BPLI-66IB
8'
fi 1.9
T
T
3&4/0-086
4121OL096
BPLI-681B
V
8'
1.5'
T
!I'
57.610-120
64-010-144
OPLl-61218
6
17
2
T
13'
91.210-203
102.610-229
BPLt•81210
w
12
2'
9
13'
121.610.271
136110.305
BPL181618
8'
16
2
9'
17'
172.810.305
104.410.433
SITE SPECIFIC €iATA
Structure ID
Model Site
1PU4UB
❑rientatioe (Left or R i ht)
IGHT
Treatment Flow Rate (cfs)
.046
Peak Flow Rate (cfs)(100•YR)
243
Rim Elevation
3.63
Pipe data
Pipe vLamm
Pipe Size
Pipe Type
EI neva ion rt
Inlet
FRONT
17
ADS N-12
z3
Outlet
SIDE
12'
ADS N-12
•�
Notes:
'AlI Dimensions arenamina1. ID=Inside Dimension, 00--Wside Dimension.
Trearlmerlt flow capacity at i -6 gpmfsf media surface area based an an M Ecology GULD
Approval far Basic, Enhanced & Phosphorus.
' Treatment flow capacity at 1.8 gpmisf media surface area be sad an an NJCAT Verificadon & US Patents Pending
NJ DEP Certification.
BioPod TM Biofiiter 0pldeastl� Infrastructure
,I ACEICCMiMMY
Undergroundthe➢CCVw(NI IS ME PROMT r(4,AD CASTLE IN FRfSikuCiuHE. INi di65uDN1TIED FrRpEf EAENCE PJRPitiE549L*AND SW LLNVT of
U.'a in AM WAYNWRIOi7S TO FNE INTERESTSC11"D tAWAry C'jPWx;HT07(rb LUCASTLf INFRASINCIUR E. INC ILL R 13111 S RESEALED
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43211 "!
fi Grp 4
fi49S
ONXL
DATE
0911412020
DRAWN
KL
CHECKED
AEP
JOB NO.
2019013
AP CONSULTING ENGINEERS PLLC 2020
SHEET NO.
C4