HomeMy WebLinkAboutzR-3966SetVAULT ACCESS U SE 1 /4, SE 1 /4 SECTION 29, TOWNSHIP 24 N, RANGE 5 E, W.M. APPROVED FOR CONSTRUCTION
(jo 1. ACCESS RISERS ARE 48" DIAM. M.H. w/ ECCENTRIC CONE TOP W O / / / / / / / / CITY OF NEWCASTLE KING COUNTY WASHINGTON
SECTIONS AS NECESSARY (2'EC = 2' HIGH SECTION; TEC = 3' HIGH I w // // // // // BY: DATE:
M SECTION) OVER MIN. 2' DIAM. HOLE IN VAULT PANELS OR GRADE z ; / / / / / / / - _. • • • • • • • :: • • • • • • • :: • • • • • • • • • • • • • • • • • . CITY OF NEWCASTLE
RINGS (GR). PROVIDE LADDER OR STEPS TO BOTTOM OF VAULT PER / J.-. .
DETAIL SHT. SD-2. O / / / I / / / / / / / 1 . . . . . . . . . . . . . . . PROPOSED THESE DRAWINGS ARE APPROVED FOR CONSTRUCTION FOR A PERIOD OF 12
2. PROVIDE ROUND LOCKING MANHOLE COVERS FOR ALL ACCESS RISERS. , Q / / / _ / VAULT ACCESS,.TYP. EXISTIIUG MONTHS FROM THE DATE SHOWN HEREON. THE CITY RESERVES THE RIGHT
_ GRADE, YP.
/ - - 7. - _ - - - - - - - = s 240 SEE NOTE GROUND, TYP. 240 TO MAKE REVISIONS, ADDITIONS, DELETIONS, OR MODIFICATIONS SHOULD
1 3. 5'x10' REMOVABLE LOCKING PANEL SHALL MEET THE 2009 KCSWDM / = - I I i I / 7 / - FENCE AT TOP OF CONSTRUCTION BE DELAYED BEYOND THIS TIME LIMITATION. THE CITY, BY
Q REQUIREMENTS. / I I I / I. . . . . . . . . . . . . . . .SLOP TYP. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . APPROVING THESE DRAWINGS, ASSUMES NO LIABILITY IN REGARDS TO
w / / r i N I . . . . . . . . . . . . . . . . . . '. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . THEIR ACCURACY OR OMISSIONS.
VAULT VENTILATION '�^� N I I a 1 F boo :::: .
... /'I �, ..... NOTES:
PR POSE:D:3Fi:Jy RN .
1 . V-1" DIAM. VENT OPENINGS ARE DETAILED ON THE STRUCTURAL I / °° ,•.,,/ � I I I I i 235 SL PE, TYP. @ 235 N
A X PLANS. I `� / I I I I 2' MIN. 1 . WORK SHOWN ON THIS PLAN IS LOCATED IN THE CITY OF M
21'.. o / ......... / /: :. Q
2. VENTS IN PARK/LANDSCAPE AREAS SHALL BE 1 2" DIAM. IPS SCH 40 I I /. I / / I\, N . . . . . . . ..COVE.R.: �2
...... / / / a TOP OF VAULT F NEWCASTLE. IT IS PART OF NEWCASTLE PERMIT ERP1 7-009.
PVC PIPE (OR EQUAL) WITH LIGHT DUTY DROP -IN GRATES. . . . . / I / I , 2 / / I N I �' 0/ I O
Z I I I N 1 ELEV. 232.Z • a i i• . . . . . . . . . . THIS PLAN IS INCLUDED FOR REFERENCE ONLY. PLANS
3. VENTS IN PAVED AREAS SUBJECT TO VEHICULAR TRAFFIC SHALL BE 12" I `b I I d �' \ SO @ / APPROVED BY THE CITY OF NEWCASTLE SHOULD BE USED FOR 1
DIAM. CLASS 50 DUCTILE IRON PIPE w/ 1 2" DIAM. CAST IRON RING
_ _
/ I\
/./ ...... I I I \ � 230 100 Y.. . . 230 IMPROVEMENTS IN THE CITY OF NEWCASTLE.
AND COVER (OLYMPIC FOUNDRY, INC. PART NO. MHS, OR EQUAL) w/ I �o I VA1LTy4CC�ESS I / /� U
00
2 SQUARE x 1 DEPTH CONC. CL. 5(S) COLLAR. I v I
(� %....... f_ COVER / / N LE = 2. ALL STORM DRAIN PIPES MARKED AS "SD" ARE TO BE BUILT
.. I -� / FG 235.0 I \ \ I . . . . . . . . . . . . . / SD #4 . . . . . .
LU
.::`.; :::::: `- USING ALLOWABLE MATERIALS AS OUTLINED IN WSDOT/APWA
VAULT CAPACITY: I\ \ ::: T.. PROPOSED OCK & 230.95 . . . / TYPE I-5 MH
`�', \ \ N ..I.. STANDARD SPECIFICATIONS 7-02, 7-03 AND 7-04. ALLOWABLE
TV 232.8 \ \ \ \ \ N....1 LOAD ALL, 4 / RIM =.23 ..8.3. MATERIAL TO BE DETERMINED AT THE TIME OF CONSTRUCTION
Z I I W/ EC \ \ \ \ . .MAX. . . . . TYP. . . . . . / . . I.E. 1 2" OUT (W) = 232.40 UNLESS SPECIFIED OTHERWISE.
0 1. THE REQUIRED VAULT CAPACITY FOR THE 100 YR. EVENT IS 42,718
I I I 225 I.E. 12" I (E) = 232.40 225
CU.FT (0.981 AC.FT.). THE DESIGN VAULT CAPACITY AT THE 100 YR. N I I D . / I I VAULT ACC��S \ \ a o.. 1 5.20' CONDITIONS:
1 PROPOSED.8".SS
W.S. ELEVATION 43,354 CU.FT. (0.995 ACRE -FT). 00 '' I COVER \ TYPE 11-54 H \ \ /// . DEPTH: / 1. PRIOR TO INSTALLATION OF THE PIPE THE
^� I I v I o \ w/ SPILL CONTROL & \ CONTRACTOR SHALL FLAG LOCATION OF CLEARING
::..
? N I I I . I I I I FG 235.6 SOLID LOCKING LID I . . . . . . . . . . . . . . . . . . . . . . . .
lc�/1 3" DIA. VENT OPENINGS, I :::::::::::{::: LIMIT OF / LIMIT OF LIMITS FOR THE PIPE. THE CITY OF RENTON STAFF WILL
/ / / / i I I \ TV 232.8 \ STA. 0+30.00, 0.20 L 1 \ 21.00'
00
TYP. I I I : I I w/ EC \RIM = 256.32 - }::::::: 220 EXCAVATION / EXCAVATION 220 WALK THE AREA WITH THE CONTRACTOR TO DETERMINE
� I.�. 1 2" SD IN (NE) - 249.00� ""' . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . THE EXACT LOCATION OF THE PIPE THAT WILL MINIMIZE
2 TOTAL ::::.:::.:::
LL I N I I.E\12" SD OUT (W) = 249.00� " :\ :/: : : THE IMPACT TO THE HILLSIDE. M
13 \ 29 LF 12"
1 1 N 1 1 . . . . . . . . . . . . . . . . . . . . . . . . \ O
5 x10 REMOVABLE x L4 ....1..... I o 21 L 1 2°" SD SD #5, 8)0 1 PEAK \ SD @ 2.44% \ /
LOCKING PANEL 1 I L . I I @ 10.00/ DIVERSION STORMFILTER \ \ . . . . . . . . . . . . . � / 2. SLOPES SHALL BE STABILIZED WITH HOG FUEL, A
BO OFSTORAG Q
I I 1 STA. 0+77.00, 0. 4' RT \ I 215 ELE ..= 21 5.75 . / MINIMUM OF 6 INCHES DEEP BY 6 FEET WIDE AS
I FG III I.....I l \ a... 215
TV = 232.8 x II I I ..:. _:. I .:.:_:_: I \\ �I TRACT D RIM = 250 00 . . . . . . . . . . . . . . . . . . . . . . . . . . - DESCRIBED IN SECTION D.2. 1.4.2 IN THE CITY OF �
/ B T OF VAULT
I I.E. 1 2" IN (E) = 247.80 45 LF 1 2' ° ° ° - J. E EV. - 214:00 RENTON SURFACE WATER DESIGN MANUAL. r-
1 FG 235.1 I I I \ \ (ACCESS) I.E. 1 2" OUT (W) = 244.75 s\D @ 6.66° - - - - or_, I\ \.__
TV 226.5 \ 6" RAVEL BED . " AVG. SEDIMENT CY) .... ...I..._._ 3. PIPE SHALL BE KEYED IN BY A MINIMUM OF 1 FOOT SO
\ I I �.......... �o ) STORAGE DEPTH
\ I THAT THE PIPE IS NOT VISIBLE FROM THE SURFACE.
x v.. :..... 210 ......... ......... ......... ........("TOTAL::: ........ ......... .........
210
i......1...... \ /STORAGE DEPTH)
I
1 \ / I \ .....\... 15 /° P.M. X SLO .... i . j....:.... �.......... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
I \ \ I �.....\ . LF 2 14.1$f.. l . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
\ _ ......... ......... ....... ..... ......... .........
\ _ V ULT SE TION A A
I x
..... .....................
O \ \ \ I \...... ........... 16�/ .-.`.'.. /.. SCALE: 1' =10' HOR:
............
1 \\ VAULT ACCESS i I II I l..... I... /
............
205 ........ ......... .........'-........ 205
Q \ \ C_0VER I I \ .......\...... \ / n D ...:: , .ER ..... ......... .........
FG 235,1I ,.,.1 z z ACCESS PAVEMENT SECTION CONSISTS
W TV 232.8\ `2 I \ I I I z m / a OF 2" HMA C 'OVER 4" H A CL %4" ON z ui
$D #4, TYPE I-54 MH z q . . . . . . . . . . . . . . . . . . . . . II . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..6".COMP CT.ED.S.UBGRA E (9.5%.MAX.. j
Q w/ EC \ I o I PTA. 1 +57.99, 3.35 L O VA LT ACCESS, P. DRY DENSI Y) PER CITY Q NEWCASTLE a
O10 40 \ I a� 1' III I � IM - 237.83 I"I"I // 240 . . . . . . . . . . . . . . . . LU . . . . . . SEE NOTE: : : : : : PUBLIC WORKS STANDARDS.LLII. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 240
Q I I I E. 1 2" SD IN (E) = 232.40 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .SECTION 4.3 - 4:37, TYP.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
I
� o W
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . J . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Q 0 20 60 I \ 34... I I I.E. 6" RD IN (N) = 232.90 \ . . . . `!1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Z . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
\ I o II I.E. 1 2" PVC OUT (W) = 232.4q \ FENCE AT TOP OF : : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SCALE: 1 " = 20' \
\ x I. ....... LOPE; TYP... .... ...... ......... ......... ......... ......... ....... ....... ......... ......... ......... ......... ......... ......... .........
\ \ I i12" SD VAULT INLET 1 \1 4
ALL RETAINED TREES MUST / SCALE: 1 "=10' HOR.
51 LF 1 2" PVC @ 6.82% \ HAVE TREE PROTECTION PER / 1 "=5' VER.
\ \ \ \ \ \\ \\ CITY OF NEWCASTLE PUBLIC
` WORKS STANDARDS
GOLDSMITH
LAND DEVELOPMENT SERVICES
1215 1 14th Ave SE, Bellevue, WA 98004 1 PO Box 3565, Bellevue, WA 98009
T 425 462 1080 F 425 462 7719 www.goldsmi hengineering.com
JOB NO. 14134 1 iCAP RHODY RIDGE, LLC
11/1/18
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DEVELOPMENT ENGINEERING SURFACE WATER UTILITY Ar,�i
Justin Johnson 02/11/2019 rstraka 02/11/2019 Z
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24597 ,�
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SURVEYED
LN
SCALE:
L
1" - 20'
VERTICAL: NAVD 1988
HORIZONTAL: NAD 1983/1991
DATUM
CITY O F
' RENTON
•
Planning/Building/Public Works Dept.
RHODODENDRON RIDGE
ERP PLAN SET
DETENTION VAULT PLAN & SECTION
DATE:
11
DESIGNED:
BPF, SP
FIELDBOOK:
977
PAGE:
27
DRAWN:
SIDIft
ONE INCH
AT FULL SCALE
IF NOT ONE INCH
SCALE ACCORDINGLY
DRAWING NO:
SD-1
cHECKED:BPF, KJG
NO.
REVISION
BY
DATE
APPR
APPROVED: KJG
SHEET: 1 OF: 6
VAULT ACCESS
Q0 1 . ACCESS RISERS ARE 48" DIAM. M.H. w/ ECCENTRIC CONE TOP SECTIONS
ai AS NECESSARY (2'EC = 2' HIGH SECTION; TEC = 3' HIGH SECTION) OVER
M MIN. 2' DIAM. HOLE IN VAULT PANELS OR GRADE RINGS (GR). PROVIDE
LADDER OR STEPS TO BOTTOM OF VAULT PER DETAIL SHT. SD-2.
O 2. PROVIDE ROUND LOCKING MANHOLE COVERS FOR ALL ACCESS RISERS.
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TOP OF VAULT
ELEV = 232.79
INSIDE TOP OF VAULT
ELEV = 231.75
100 YR. W.S. ELEV = 230.95
ROUND SOLID COVER
WITH LOCKING BOLTS
ZVAULT ACCESS
SEE NOTE
NOTCH 1 "WIDE
BTM ELEV = 230.25
ORIFICE ELBOW
PER C.O.N. DETAIL
SW-18
PIPE SUPPORTS
PER C.O.N. DETAIL SW-1 8
CLEANOUT GATE: SHEAR GATE WITH
CONTROL ROD, PER C.O.N. DETAIL SW-1 8
FLOOR GRATE WITH 2'X2' ACCESS DOOR
0 "xl /4" GALVANIZED METAL BARS)
SEDIMENT STORAGE
ELEV. = 215.7 n
INSIDE BOT OF VAULT F,<
ELEV. = 215.00
a.
BOT OF VAULT ELEV.
SEE STRUCTURAL PLANS ° 5.5'
N
1' SECTION OF 1 8" PIPE ATTACHED BY
0 GASKETED BAND TO ALLOW REMOVAL.
PER C.O.N. DETAIL SW-1 8 °
4
5.5' DEPTH - TYPE II 48" CB
SUMP ELEV. = 210.25 a
►"I
GOLDSMITH
LAND DEVELOPMENT SERVICES
w 1215 1 14th Ave SE, Bellevue, WA 98004 1 PO Box 3565, Bellevue, WA 98009
a T 425 462 1080 F 425 462 7719 www.goldsmi hengineering.com
JOB NO. 14134 iCAP RHODY RIDGE, LLC
°
4
2' COVER
MINIMUM
FI
_•j
a
4
4
a
nAE
FAI
2.0'
=m 4
°
2.0' a
°
a
1 8" RISER ELEV. = 230.75
VAULT WALL
DESIGN BY OTHERS
ORIFICE NO. 2, ELEV. = 226.45
ORIFICE DIA. = 1 .1 5"
ORIFICE NOR FO. �ICE DIA. � 1?205
KNOCKOUT DIA.= WALL
THICKNESS + PIPE O.D.
12" OUTLET SEE SHT. SD-3 FOR
I.E. = 214.25 OUTFALL PROFILE
ORIFICE NO. 1, ELEV. = 212.25
ORIFICE DIA. = 1 .1 8"
SEE STRUCTURAL PLANS FOR
SUMP AND FOOTING DESIGN
NOTE:
SEE FLOW RESTRICTOR DETAIL SW-1 8
FOR ADDITIONAL REQUIREMENTS.
STORM DETENTION VAULT
CONTROL STRUCTURE
SCALE: 1 if= 2'
11/1/18
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of WAS
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24597
BOA �GISTF"V-
SSIONAL
NO.
SE 1 /4, SE 1 /4 SECTION 29, TOWNSHIP 24 N, RANGE 5 E, W.M.
CITY OF NEWCASTLE, KING COUNTY, WASHINGTON
INLET BAY
o ALTERNATE
o� PIPE LOCATION
OUTLET BAY
3'-3"
0
O TRANSFER HOLE AND COVER
LL
I I
I I
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1 I 1 \ - %t\ i it
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1 F-i---�- -/ -- / L I
I I I
I
LJF- -ice- -tJ`-- \L- \
I O j I I
LL
-- r-J-L - ----------- -�
I STORMFILTER
I
I I CARTRIDGE
FILTRATION BAY
PLAN
FRAME AND
COVER (TYP OF 2)
SEPARATION WALL]
GRADE RINGS/RISERS
(TYP OF 2)
�iX
INLET PIPE
--------- �� ----------- ---- ----
I
STEPS
WEIR WALL
I I I
I I
Io 14/
ICJ I II II II
r I I II II II
3
� I I I II II II
I
ci�
I I II II II
I
-
-- - - �1 ---- - -�� -
IL
-
1 r--- --_- _- _
OUTLET PIPE
STORMFILTER FLOW KIT
CARTRIDGE
ELEVATION
Tl,e SNrn,waer Marwgeme�M
StormFilter'
SOLID CMER MARI® 'DRAIN'
f WITH BOLT LOCKING RING AND COVER.
-
ATTACCII SC" TO
CROSS wW 8 1'
SEE NOTE 11. MET
METH. SCREWS-2 PER
. ._.
F.FRAME
• UDDER OR m'PIIPPE CCLjAMPNNlES3
OVERFLOW ELEV. PER PLANBJ"ws.
SEE NOTE 10 AND 12.
PIPE BIRPORIS ((ALU
MM2UUWN./ �Y -
51ir AINIESSNBOLTS I
g1NET PIPE
INVERT ELEVAUM PER PLAN j
4.
REST a" ORIFICE AS SPECIFIED
PLATE BOLTED TO FLANGE OR
DRILLED GAP. 4
1 54' MN. I
CATCH BASIN TYPE 2
NOTES: DIAM. AS REQUIRED
1. PIPE SIZES, INVERT ELEVATIONS, ORIFICE SIZES, OVERFLOW
ELEVATIONS AND SLOPES; PER PLANS.
2. OUT.Er CAPACITY: NOT LESS THAN COMBINED INLETS.
3. EXCEPT AS SHOWN OR NOTED, UNITS SHALL BE CONSTRUCTED
IN ACCORDANCE WITH THE REQUIREMENTS FOR CATCH BASIN
TYPE 2, 54' MIN. DIAM.
4. PIPE SUPPORTS AND RESTRICTOR SHALL BE OF
SAME MATERIAL, AND BE ANCHORED AT 3' MAX. SPACING
BY 5/8' DIAM. STAINLESS STEEL EXPANSION BOLTS OR
EMBEDDED 2' IN WALL.
S. THE RESTRICTOR SHALL BE FABRICTED FROM .061
ALUMINUM, PVC, CPE, OR HDPE PIPE PER THESE
ENGINEERING STANDARDS.
6. OUTLET SWILL BE CONNECTED TO CULVERT OR SEWER PIPE
WITH SUITABLE C
CONCRETE PIPE. OUPLER OR GROUTED INTO THE BELL OF
7. THE VERTICAL RISER STEM OF THE RESTICTOR SHALL
BE THE SAME DIAM. AS THE HORIZONTAL OUTLET
PIPE, WITH AN W MIN. DIAM.
8. FRAME AND LADDER OR STEPS OFFSET SO THAT:
A. SHEAR GATE IS VISIBLE FROM TOP.
B. CLIMB DOWN SPACE IS CLEAR OF RISER AND
SHEAR GATE
C. FRAME IS CLEAR OF CURB.
9. IF METAL OUTLET PIPE CONNECTS TO CEMENT CONCRETE
PIPE: OUTLET PIPE TO HAVE SMOOTH O.D. EQUAL TO
CONCRETE PIPE I.D. LESS 1/4'.
10. MULTI -ORIFICE ELBOWS MAY BE LOCATED AS SHOWN OR
ALL ON ONE SIDE OF RISER TO ASSURE LADDER
CLEARANCE
11. SHEAR GATE HANDLE SHALL BE ATTACHED TO LADDER/
STEP LOCATED WITHIN 24" ACCESS SECTION.
12. IF NOTCHED WIER IS USED IN LIEU OF ELBOW, BAFFLE
SHALL NOT OBSTRUCT ACCESS TO THE STRUCTURE
SURVEYED:
LN
DESIGNED:
BPF, SP
DRAWN:
SP CHECKED:
BPF, KJG
REVISION BY DATE APPR APPROVED:
KJ G
STEPS OFFSET. BEE
NOTE 8.
4 - 9wx1*x126 GA
12' GALV. STRIPS TACK
WELD TO WIRE MESH.
SHEAR LATE L GALVI 8ME�
SOLID 12 GL CALV.J/ TACK WELD WIRE MESH
BOTTOM PLATE To BoT1011 PLATE
36' MIN. DIA.
rwE
FLOW CONTROL SCREEN
INVERT ELEV. PER PIA!
Ta COu� -
,zI
PLATE WITH ORIFICE
AS SPECIFIED, BOLTED
70 FLANGE OR DRILLED CAP
ELBOW DETAIL
CITY OF NEWCASTLE
FLOW RESTRICTOR
TEE TYPE
APPROVED:
DWG. NO.
ROGER KUYKENDALL, P.E. 8/1/2000 SW-18
BY CITY DATE
NOTE: APPROVED FOR CONSTRUCTION
1) WORK SHOWN ON THIS PLAN IS LOCATED BY: DATE:
IN THE CITY OF NEWCASTLE. IT IS PART OF CITY OF NEWCASTLE
NEWCASTLE PERMIT ERP1 7-009. THIS PLAN
IS INCLUDED FOR REFERENCE ONLY. PLANS THESE DRAWINGS ARE APPROVED FOR CONSTRUCTION FOR A PERIOD OF 12
MONTHS FROM THE DATE SHOWN HEREON. THE CITY RESERVES THE RIGHT
APPROVED BY THE CITY OF NEWCASTLE TO MAKE REVISIONS, ADDITIONS, DELETIONS, OR MODIFICATIONS SHOULD
SHOULD BE USED FOR IMPROVEMENTS IN CONSTRUCTION BE DELAYED BEYOND THIS TIME LIMITATION. THE CITY, BY
APPROVING THESE DRAWINGS, ASSUMES NO LIABILITY IN REGARDS TO
THE CITY OF NEWCASTLE. THEIR ACCURACY OR OMISSIONS.
STORMFILTER DESIGN NOTES
• THE 8' x 1 V PEAK DIVERSION STORMFILTER TREATMENT CAPACITY VARIES BY CARTRIDGE COUNT AND LOCALLY APPROVED SURFACE AREA
SPECIFIC FLOW RATE. PEAK CONVEYANCE CAPACITY TO BE DETERMINED BY ENGINEER OF RECORD.
• THE PEAK DIVERSION STORMFILTER IS AVAILABLE IN A LEFT INLET (AS SHOWN) OR RIGHT INLET CONFIGURATION.
• ALL PARTS AND INTERNAL ASSEMBLY PROVIDED BY CONTECH UNLESS OTHERWISE NOTED.
CARTRIDGE SELECTION
CARTRIDGE HEIGHT
27"
18"
LOW DROP
RECOMMENDED HYDRAULIC DROP (H)
3.05'
2.3'
1.8'
HEIGHT OF WEIR (W)
3.00'
2.25'
1.75'
SPECIFIC FLOW RATE (gpm/sf)
2 gpm/sf
1.67* gpm/sf
1 gpm/sf
2 gpm/sf
1.67* gpm/sf
1 gpm/sf
2 gpm/sf
1.67*gpm/sf
1 gpm/sf
CARTRIDGE FLOW RATE (gpm)
22.5
1 18.79
1 11.25
15
1 12.53
1 7.5
10
8.35
5
1.67 gpm/sf SPECIFIC FLOW RATE IS APPROVED WITH PHOSPHOSORB ° (PSORB) MEDIA ONLY
FRAME AND COVER
(DIAMETER VARIES)
N.T.S.
SITE SPECIFIC
DATA REQUIREMENTS
STRUCTUREID
SD#5
WATER QUALITY FLOW RATE (cfs)
0.41
PEAK FLOW RATE (cfs)
3.07
RETURN PERIOD OF PEAK FLOW (yrs)
100
CARTRIDGE HEIGHT (27", 18", LOW DROP(LD))
27"
NUMBER OF CARTRIDGES REQUIRED
17
CARTRIDGE FLOW RATE
111.3 GPM
MEDIA TYPE (PERLITE, ZPG, PSORB)
ZPG
PIPE DATA:
I.E.
MATERIAL
DIAMETER
INLET PIPE
246.50
12"
OUTLET PIPE
243.45
12"
UPSTREAM RIM ELEVATION
250.00
DOWNSTREAM RIM ELEVATION
250.00
ANTI -FLOTATION BALLAST
I WIDTH
F HEIGHT
NOTES/SPECIAL REQUIREMENTS:
PER ENGINEER OF RECORD
PERFORMANCE SPECIFICATION
FILTER CARTRIDGES SHALL BE MEDIA -FILLED, PASSIVE, SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING. RADIAL MEDIA
DEPTH SHALL BE 7-INCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 38 SECONDS.
SPECIFIC FLOW RATE SHALL BE 2 GPM/SF (MAXIMUM). SPECIFIC FLOW RATE IS THE MEASURE OF THE FLOW (GPM) DIVIDED BY THE
MEDIA SURFACE CONTACT AREA (SF). MEDIA VOLUMETRIC FLOW RATE SHALL BE 6 GPM/CF OF MEDIA (MAXIMUM).
GENERAL NOTES
1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.
2. DIMENSIONS MARKED WITH () ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY.
3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH
REPRESENTATIVE. www.contechES.com
4. STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN
THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETS REQUIREMENTS OF PROJECT.
5. STRUCTURE SHALL MEET AASHTO HS20 LOAD RATING, ASSUMING EARTH COVER OF 0' - SAND GROUNDWATER ELEVATION AT,
OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION.
CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITH THE CONTECH LOGO.
INSTALLATION NOTES
A. ANY SUB -BASE, BACKFILL DEPTH, AND/OR ANTI -FLOTATION PROVISIONS ARE SITE -SPECIFIC DESIGN CONSIDERATIONS AND
SHALL BE SPECIFIED BY ENGINEER OF RECORD.
B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER
STRUCTURE (LIFTING CLUTCHES PROVIDED).
C. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL SECTIONS AND ASSEMBLE STRUCTURE.
D. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH OUTLET PIPE INVERT WITH OUTLET BAY FLOOR.
E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION -RELATED EROSION RUNOFF.
F. CONTRACTOR TO REMOVE THE TRANSFER HOLE COVER WHEN THE SYSTEM IS BROUGHT ONLINE.
C►NTECH• THE STORMWATER MANAGEMENT STORMFILTER
ENGINEERED SOLUTIONS LLC $' x 1 V PEAK DIVERSION STORMFILTER
www.contechES.com
9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 STANDARD DETAIL
800-338-1122 513-645-7000 513-645-7993 FAX
AN
Know what's below.
Call before you dig.
SCALE:
VERTICAL: NAVD 1988
VARIES
HORIZONTAL: NAD 1983/1991
CITY OF
%R
RENTON
ONE INCH
DATUM
AT FULL SCALE
Planning/Building/Public Works Dept
IF NOT ONE INCH
SCALE ACCORDINGLY
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R-396602 W
IN COMPLIANCE WITH CITY OF RENTON STANDARDS W
DEVELOPMENT ENGINEERING
Justin Johnson 02/11/2019
O
0
DATE:
RHODODENDRON RIDGE W
ERP PLAN SET FIELDBOOK: 1977 O
PAGE: 27
/ / Q
DRAWING NO: O
DETENTION VAULT CONTROL STRUCTURE DETAIL SD-2 =
SHEET: OF:
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(.0 I\ C, I I I I ► \ \\ I / ICI, � I I I I I // � \ V, \ - \\\\- \\\ SE 1 /4, SE 1 /4 SECTION 29, TOWNSHIP 24 N, RANGE 5 E, W.M.
1 \ I II / / l \ �� � CITY OF NEWCASTLE, KING COUNTY, WASHINGTON
/ �, I \ 1 / 1 1 II II \ � III\ •, -,
�i I I III I I \ I I \1\ 1 I I (( I I I I 1 \ 1W\\ � \ \ \ FLOW CONTROL STRUCTURE
M ✓ � I I I I � !) I I � 1 \ � \ \ I.E. 12" OUT = 214.25
n I I I I I I I I I I I III \ J/ IIII I I I I� \ \ SEE SHT. SD-2 FOR DETAIL. \
O I I I III / I �I 1\\ I /�// l 11 // I I/ l I 1\ �� x
Nt I 1 /// ) II IIII II l �/III /I \ \ \\ ��
., I I ) I I// / I I I I I I I I I 1 !' / I I I I 1/ I I\ \ \\� I \ 1 i\�LF 12" PVC PIPE
o I IW �// ICI �I III f (O1(II �oI (OII I� o� 1 \o \ o\�\o \
w O I xI � � I l / I I I `- I \ � \\ 1 I \ \ � � \ \SD 3 T�'PE II 8 �B \
I --
\ - - _- - - = APPROVED FOR CONSTRUCTION
_ _ _
\ � I I Lr / / / BY: DATE:
I� b I I / / � ( � CITY OF NEWCASTLE
I /
I I /
I/ I I I 44�
\\\� THESE DRAWINGS ARE APPROVED FOR CONSTRUCTION FOR A PERIOD OF 12
I II I 1 MONTHS FROM THE DATE SHOWN HEREON. THE CITY RESERVES THE RIGHT
p ` TO MAKE REVISIONS, ADDITIONS, DELETIONS, OR MODIFICATIONS SHOULD
\ - -\ -� - CONSTRUCTION BE DELAYED BEYOND THIS TIME LIMITATION. THE CITY, BY
�-_ I - _ _ APPROVING THESE DRAWINGS, ASSUMES NO LIABILITY IN REGARDS TO
-\ \ \ THEIR ACCURACY OR OMISSIONS.
CB I `f y I D IS D #11',li(��� I CB / / / /INSTALL HIGH VISIBILITY \\ j
\\IIIII11\\I ` \ \\ 1 I I \ w/ SOLI@LOC ING LI I 1IRIM_55.21 = IS A.�O 00. 0�//RIBBON ALONG EXISTING \\570 LF 12" I I I E SDR-1 1 PIPE \ I \ I I 1A. 6 88.03, 0.00' \ 1 \ I \
IE 8 (SE) CMP=51.31 � Cr F CILI7I lD�' 1 4135 / I( \ \ I �OR ST . �AN 201.00 \ I �\ \
DMH . Irn C I I SS MH/SD PIPE I 1 l ( CLEARING LIMITS, TYP. I I I ON SURFACE. PIPE INSTALLED \ \ \ \ \\ \ \ \ \ �7\
RIM=55.88 m I I \ \ \ I I I BETWEEN CLEARING LIMITS TO \\ � \ l \\ \ \, \ \ ) 51 LF 12" PVC PIPES I1 I I
�( ) I I I HO- EP. I11 I I 1 \ \ \\ \\ \ \ 1I / 1 I I 1 AVOID TREES. \ \ _ \ \ EXISTING 8 1 ` \ DAYLIGHT PIPE \ 2 4 'PROPOSED 8" I I I
Z IE 18 SE CMP=52.68 C 00 I \ l �SD-- 2, TYPE II-48 CB I ✓ / \ \ \STEEP SL6PE, \ \ I \ SANITARY SEWER 1 \ TO SURFACE \ \ ) A SANITARY SEWER I I
0 IE 12"(N) CMP=51.38 I nl I � -w/ SOLID LOCKING LID \ \ �\ \ I \ \\ TYP\\\ \ � \\ \ 1 L � - \ \ @ STA. 6+1 1 .49 \ / �� . - _ _ I J' ,
0 IE 8 (NW) CMP=51.38 I^ STA. 0+49.45, 0.00' � C I \ \ \ � �/ \ \ �/ I`Y",I , \� \\\ \ -, IE - 202.5+ � r �Ic Pi °1 1 I
INSTALL INLET PROTECTION ON 0 e rrz - mD RI I Yl COR .PLAN 201.00 I \\ \ \\ �-o al 01 �I\ \\ \ \ \ �� \ �- ' \� l / ( I \ \ � AI \ 1, I
�i EXISTING CATCH BASINS WITHIN °"' 0 \ �/ \ \ \ \\ \¢I I J / I 1 + I I o�/ \ \ I I No
03 \ \�� . \ \ CITY OF'NEWCA TLE .- \ �,/ I \ I o ow \ ) K LV 200' OF PROJECT PER COR STD. F I I
Z PLAN 216.20 OR 216.30 (TYP. ► l \ 50 LF 18" HDPE �'? \\ \ \ \ \ I II x k CIT F T N 10- A � - _�d - \ I
Z EXIST. 12l'' SD PaNEo�ocnnorq W I I I $DR� 11 PIPE � , \\ \ \ 1 \� \ \ / \ \ \� �� I \ / \ \ \
OCB I W/ SOLID LID I - - - - 8'- WA (RECOR " S 3 S \ S S � L I �� -
NRIM=57.94 d S% 0 � - �\ �_ \ \\c \\
V IE 18"(N W - \ \=--- / \ k I� fi T_ \ \ Sd\- ,
CMP=54, 84 _ g I I+ \ \ \ \ \ \ I I I ( WPRgV D 3� \ \ \ �� \ ���\�
Q IE 12 (S) So \ \ \ I I� ►p Id „ a \ 1 � ��� \� \\�'
CMP=54.84 I I p SLIDE 7.5' LENGTH OF 12 HDPE SDR-1 1 PIPE > ) R 1� IN RENTO \ \2�\�
SS/SD CROSSING / o \ `INTO 10' LENGTH OF 1 8" HDPE SDR-1 1 PIPE 1 / I 1 INSTALL SILT FENCE WHERE SS/S CR �NL_ ALL RETAINE[_T S3��\�
N: 1 96721 .83 ` I \ z I I I I \ (I I 1 I I I - UNDERGROUND STOR \ N: 67 6. 0 \ HAVE TREE PROT CT[QI*PER�-
@ STA. 0+98 IE = 68.2- c I I TYP. ti
E: 1304420.22 + -� � \ I EXISTING SANITAR SEWER -CITY OF NEWCA TLE PU C� N� \ \ I END PIPE ON SURFACE'ANb BURY A I I I \ I l \ I I I � \ \'\ \\ PIPE ANCHORS 10 O.C. INSTALLATION TAKES_ \ \ 15�1 3 5 37.53-
TOP 8" SS = 50.64 1v ` UNDERGROUND @STA. 0+83, IE = 66.1 ± 1 1 \ VERTICAL SPACING PER n
ct BOT. 1 8" SD = 54.92' \ � � 1 I II I I I I \ PLACE PER COR STD. PLAN \\ ) n :� T P S = 203.62 WORKS STAjVDA DS. \ 1
O VERT. SEP = 4.28' 1 SILT FENCE (TYP.) \ \ \ \ \ \ \ 1 I \Ej(ISTING �DGEIOF CLEARING, TYP \ \ l l l ,COR STD. 221 .20. 214.00 OR 214.10 (TYP.)\ 1 / � o � . 1 SD = 205 � \ \\ \
34 LF 12" D.I. PIPE x I 1 5 LF 12 PVC` PIPE \ �� \ \ ► \ \ \ \ SEE �S \ 26 LF 12 =R-1 1 PIPE / p „ \ tKl� SF9 \ �2220 80 m �,SD #1, TYPE I CB h o \ \ \ \ \ , \ , I I \ \ 1 I I I I I ` \� \ � \ �\ �\ T�1 PE_ B I „ � � � � \\
w/ SOLID LOCKING LID % . \ \ o \ o \ \ O \ O \ 0 1 I I o I \ '?o\ \ \ o\ \\\ �6\\ \\>_ \ \ \ _ w/ SOLI i I�TNG _ I � - - \ \
W !!Im I STA. 0+34.45, 0.00' �j�\ \ \ \ \ \ \\ \\ \ \ I I \ \ \ \ \\�� O\ �& CHANNELI 6§QT 1 0� �'IN I n \ �17O- -21 Q::- 7 \
0 40 120 / 1 r0 CONNECT TO EXISTING CITY OF RENTON \ \ I \ \\ I \\\ \ \ \ \ \\\ \ \\ \�\\\ \ \\\ � STA 6+37��14, 00 1 � �� � \ - � � � �\ '-,\
\
SCALE: 1" = 40' Ill j STORM AT EXIST. 12" CULVERT, SEE \ I I 1 I \\\\ \ 1 \ \ X
\ \\\� \ \\ �� ���STD P4N�20�. //I I I I ^' \� \4 I IIPROFILE BELOW FOR DETAIL. / / I I II, ► \ \ � ► � I I I \ , \ \\ �\\ �\\ \ \\ - � � ,,\\�\,� \ �� -- _ � , , I / I I \ \ \ - \ . � 1 I , \ I
ct ::::::::: ::::::::: ::::::::: ::::::::: ::::::::: ::::::::: ::::::::: ::::::::: ::::::::: DETENTI N VAULT:
Z ......... ......... ......... ......... ......... ......... ......... ......... ......... EXISTING GRADE, T
O. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . .. ... . . . .
........ ......... ......... .........
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PVC 6.80%IIII. , .. -.
220
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O ......... ......... ......... ......... ......... ......... ......... ......... ......... VERTICAL SPACINGPERCOR j:: ...... ....... .........
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Q 200 ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ..... IIII ........ ......... ..... ... � �... . ....... ......... ....PV. % .....
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i
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KInTCC -
1 . WORK SHOWN ON THIS PLAN IS LOCATED IN THE
CITY OF NEWCASTLE. IT IS PART OF NEWCASTLE
PERMIT ERR] 7-009. THIS PLAN IS INCLUDED FOR
REFERENCE ONLY. PLANS APPROVED BY THE CITY OF
NEWCASTLE SHOULD BE USED FOR IMPROVEMENTS IN
THE CITY OF NEWCASTLE.
2. ALL STORM DRAIN PIPES MARKED AS "SD" ARE TO BE
BUILT USING ALLOWABLE MATERIALS AS OUTLINED IN
WSDOT/APWA STANDARD SPECIFICATIONS 7-02, 7-03
AND 7-04. ALLOWABLE MATERIAL TO BE DETERMINED
AT THE TIME OF CONSTRUCTION UNLESS SPECIFIED
OTHERWISE.
12„
PROVIDE RUBBER O-RING
GASKETS AROUND 36" HDPE d.
d
6"
HDPE ADAPTER
'I 12"
III I I
GROUT SHALL BE MASTERFLOW I I I I
928 EXTENDED WORK -TIME I I I I I HDPE PIPE
NONSHRINK GROUT OR EQUAL.
INSTALL PER MANUFACTURER'S I I I I I
RECOMMENDATIONS
III I I
1
d d. 2" MIN. 4 EA. # 6 REBAR
d
a dQ C.R. d as ,�AS SHOWN
PROVIDE CONCRETE SUPPORT
WALL, FULL DEPTH WITH A
NOTE: CONTRACTOR SHALL MINIMUM OF 12" AROUND TOP
SUBMIT SHOP DRAWINGS PRIOR AND SIDES
TO CONSTRUCTION.
HDPE CONNECTION DETAIL
N.T.S.
(SEE MANUFACTURER
::::::::: ::::::::: ::::::::: ::::::::: ::::::::: ::::::::: ::::::::: 570 LF 1.2" HDPE SDR 1 1 PIPE . ......... ...... . . O°: : ::I: %:�::: �: : m:Z m �: N l7 0 : : o ri . II . . . . . . . . . . . . . . . . . . . . .
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BURY PIPE AT END OF -1
SLEEVE PER PLAN.
EXISTING
GROUND, TYP
o�
IE 18" IN = 53.04
SD #2
TYPE II-48 CATCH BASIN
W/ SOLID LOCKING LID
COR STD. PLAN 201.00
J� �O �7 _F
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AF 36"
24" MIN.
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SLEEVE CONNECTION & SUMP DETAIL Q
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SCALE:
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VERTICAL: NAVD 1988
HORIZONTAL: NAD 1983/1991
DATUM
CITY OF
RENTON
Planning/Building/Public Works Dept.
at
DATE:
RHODODENDRON RIDGE 12/20/18 Q
ERP PLAN SET FIELDBOOK: 1977 O
PAGE: 27
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OFF -SITE STORM DRAIN OUTFALL SD-3 =
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APPROVED FOR CONSTRUCTION
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SURFACE STANDARD PLAN NOTES:
1 . THESE NOTES SHALL APPEAR ON PROJECTS FOR THE SURFACE WATER UTILITY.
2. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A
PRE -CONSTRUCTION MEETING MUST BE HELD BETWEEN THE CITY OF RENTON PLAN
REVIEW SECTION AND THE APPLICANT.
3. ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE RENTON
MUNICIPAL CODE (RMC), THE LATEST EDITION OF THE STANDARD SPECIFICATIONS
FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION PREPARED BY WSDOT AND THE
AMERICAN PUBLIC WORKS ASSOCIATION (APWA), AS AMENDED BY THE CITY OF
RENTON PUBLIC WORKS DEPARTMENT. IT SHALL BE THE SOLE RESPONSIBILITY OF THE
APPLICANT AND THE PROFESSIONAL CIVIL ENGINEER TO CORRECT ANY ERROR,
OMISSION OR VARIATION FROM THE ABOVE REQUIREMENTS FOUND IN THIS PLANS.
ALL CORRECTIONS SHALL BE AT NO ADDITIONAL COST TO THE CITY.
4. APPROVAL OF THIS ROAD, GRADING, PARKING AND DRAINAGE PLAN DOES NOT
CONSTITUTE AN APPROVAL OF ANY OTHER CONSTRUCTION (E.G. DOMESTIC WATER
CONVEYANCE, SEWER CONVEYANCE, GAS, ELECTRICAL. ETC.)THE SURFACE WATER
DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS,
WHICH ARE ON FILE IN WITH THE CITY. ANY DEVIATION FROM THE APPROVED PLANS
WILL REQUIRE WRITTEN APPROVAL FROM THE CITY OF RENTON PUBLIC WORKS
DEPARTMENT, SURFACE WATER UTILITY SECTION.
5. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER
CONSTRUCTION IS IN PROGRESS.
6. GRADING ACTIVITIES (SITE ALTERATION) ARE LIMITED TO THE HOURS OF 7 A.M. TO 7
P.M. MONDAY THROUGH SATURDAY AND NO WORK ON SUNDAY IS ALLOWED,
UNLESS OTHERWISE APPROVED WITH A WRITTEN DECISION BY THE CITY OF RENTON.
7. IT SHALL BE THE APPLICANT'S/CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALL
CONSTRUCTION EASEMENTS NECESSARY BEFORE INITIATING OFF -SITE WORK.
EASEMENTS REQUIRE CITY REVIEW AND APPROVAL PRIOR TO CONSTRUCTION.
8. FRANCHISED UTILITIES OR OTHER INSTALLATIONS THAT ARE NOT SHOWN ON THESE
APPROVED PLANS SHALL NOT BE CONSTRUCTED UNLESS AN APPROVED SET OF
PLANS THAT MEET ALL REQUIREMENTS OF CHAPTER 4 OF THE SURFACE WATER
DESIGN MANUAL ARE SUBMITTED TO THE CITY OF RENTON.
9. DATUM SHALL BE NAVD 88 UNLESS OTHERWISE APPROVED BY THE CITY OF RENTON
REFERENCE BENCHMARK AND ELEVATIONS ARE NOTED ON THE PLANS.
10. ANY DEWATERING SYSTEM NECESSARY FOR THE CONSTRUCTION OF STORMWATER
FACILITIES MUST BE SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL.
1 1 . ALL UTILITY TRENCHES AND ROADWAY SUBGRADE SHALL BE BACKFILLED AND
COMPACTED TO 95 PERCENT DENSITY, STANDARD PROCTOR.
12. OPEN CUTTING OF EXISTING ROADWAYS FOR NON -FRANCHISED UTILITY OR STORM
DRAINAGE WORK IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BY THE CITY OF
RENTON AND NOTED ON THESE APPROVED PLANS. ANY OPEN CUT SHALL BE
RESTORED IN ACCORDANCE WITH THE CITY OF RENTON TRENCH RESTORATION
STANDARDS.
13. ALL SEDIMENTATION/EROSION FACILITIES MUST BE IN OPERATION PRIOR TO
CLEARING AND BUILDING CONSTRUCTION, AND THEY MUST BE SATISFACTORILY
MAINTAINED UNTIL CONSTRUCTION IS COMPLETED AND THE POTENTIAL FOR
ON -SITE EROSION HAS PASSED.
14. ALL RETENTION/DETENTION FACILITIES MUST BE INSTALLED AND IN OPERATION
PRIOR TO OR IN CONJUNCTION WITH ALL CONSTRUCTION ACTIVITY UNLESS
OTHERWISE APPROVED BY THE PUBLIC WORKS DEPARTMENT, SURFACE WATER
UTILITY SECTION.
15. ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED
FOUNDATION IN ACCORDANCE WITH THE CURRENT STATE OF WASHINGTON
STANDARD SPECIFICATION FOR ROAD AND BRIDGE CONSTRUCTION. THIS SHALL
INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE
FOUNDATION MATERIAL, AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED
BEDDING MATERIAL, TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE
WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. ALL PIPE BEDDING
SHALL BE APWA CLASS "C", WITH THE EXCEPTION OF PVC PIPE.
16. STEEL PIPE SHALL BE ALUMINIZED, OR GALVANIZED WITH ASPHALT TREATMENT #1
OR BETTER INSIDE AND OUTSIDE.
17. ALL DRAINAGE STRUCTURES, SUCH AS CATCH BASINS AND MANHOLES SHALL HAVE
SOLID LOCKING LIDS. ALL DRAINAGE STRUCTURES ASSOCIATED WITH A PERMANENT
RETENTION/DETENTION FACILITY SHALL HAVE SOLID LOCKING LIDS.
18. BUILDING AND OTHER STRUCTURES SHALL BE PLACED IN ACCORDANCE WITH TABLE
4.1 EASEMENT WIDTHS AND BUILDING SETBACKS LINES.
19. ALL CATCH BASIN GRATES SHALL BE DEPRESSED 0.10 FEET BELOW PAVEMENT LEVEL.
20. ALL DRIVEWAY CULVERTS LOCATED WITHIN CITY OF RENTON RIGHT-OF-WAY SHALL
BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF
THE DRIVEWAY TO THE BOTTOM OF THE DITCH. ROCK FOR EROSION PROTECTION
OF ROADSIDE DITCHES, WHERE REQUIRED, SHALL BE OF SOUND QUARRY ROCK
PLACED TO A DEPTH OF ONE (1) FOOT AND MUST MEET THE FOLLOWING
SPECIFICATIONS:
4 - 8 INCH ROCK / 40 - 70% PASSING;
2 - 4 INCH ROCK / 30 - 40% PASSING; AND
LESS THAN 2 INCH ROCK / 10 - 20% PASSING.
21. ALL BUILDING DOWNSPOUTS AND FOOTING DRAINS SHALL BE CONNECTED TO THE
STORM DRAINAGE SYSTEM, UNLESS APPROVED BY THE CITY PLAN REVIEWER OR
SURFACE WATER UTILITY SECTION. AN ACCURATELY DIMENSIONED, CERTIFIED
AS -BUILT DRAWING OF THIS DRAINAGE SYSTEM WILL BE SUBMITTED TO THE CITY
UPON COMPLETION.
SE 1 /4, SE 1 /4 SECTION 29, TOWNSHIP 24 N, RANGE 5 E, W.M.
CITY OF NEWCASTLE, KING COUNTY, WASHINGTON
22. DRAINAGE OUTLETS (STUB -OUTS) SHALL BE PROVIDED FOR EACH INDIVIDUAL LOT,
EXCEPT FOR THOSE LOTS APPROVED FOR INFILTRATION BY THE CITY. STUB -OUTS
SHALL CONFORM TO THE FOLLOWING:
A. EACH OUTLET SHALL BE SUITABLY LOCATED AT THE LOWEST ELEVATION ON THE
LOT, SO AS TO SERVICE ALL FUTURE ROOF DOWNSPOUTS AND FOOTING DRAINS,
DRIVEWAYS, YARD DRAINS, AND ANY OTHER SURFACE OR SUBSURFACE DRAINS
NECESSARY TO RENDER THE LOTS SUITABLE FOR THEIR INTENDED USE. EACH
OUTLET SHALL HAVE FREE -FLOWING, POSITIVE DRAINAGE TO AN APPROVED
STORMWATER CONVEYANCE SYSTEM OR TO AN APPROVED OUTFALL LOCATION.
B. OUTLETS ON EACH LOT SHALL BE LOCATED WITH A FIVE -FOOT -HIGH, 2" X 4"
STAKE MARKED
C. "STORM" OR "DRAIN". THE STUB -OUT SHALL EXTEND ABOVE SURFACE LEVEL, BE
VISIBLE, AND BE SECURED TO THE STAKE.
D. PIPE MATERIAL SHALL CONFORM TO UNDERDRAIN SPECIFICATIONS DESCRIBED IN
CHAPTER 4 OF THE SURFACE WATER DESIGN MANUAL AND, IF NON-METALLIC,
THE PIPE SHALL BE PLACED IN
E. A TRENCH WITH A TRACING WIRE ABOVE OR OTHER ACCEPTABLE DETECTION.
F. PRIVATE DRAINAGE EASEMENTS ARE REQUIRED FOR DRAINAGE SYSTEMS DESIGNED
TO CONVEY FLOWS THROUGH INDIVIDUAL LOTS.
G. THE APPLICANT/CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE
LOCATIONS OF ALL STUB -OUT
H. CONVEYANCE LINES WITH RESPECT TO OTHER UTILITIES (E.G. POWER, GAS,
TELEPHONE, TELEVISION).
I. ALL INDIVIDUAL STUB -OUTS SHALL BE PRIVATELY OWNED AND MAINTAINED BY
THE LOT HOME OWNER.
J. STORM DRAINAGE PIPE SYSTEMS SHALL NOT PENETRATE BUILDING FOUNDATIONS,
EXCEPT FOR SUMP PUMP DISCHARGE LINES USED TO DRAIN CRAWL SPACES,
PROVIDED THE SUMP PUMP SYSTEM INCLUDES BACKFLOW PREVENTION OR A
CHECK VALVE.
23. ALL DISTURBED PERVIOUS AREAS (COMPACTED, GRADED, LANDSCAPED, ETC.) OF
THE DEVELOPMENT SITE MUST DEMONSTRATE ONE OF THE FOLLOWING: THE
EXISTING DUFF LAYER SHALL BE STAGED AND REDISTRIBUTED TO MAINTAIN THE
MOISTURE CAPACITY OF THE SOIL, OR; AMENDED SOIL SHALL BE ADDED TO
MAINTAIN THE MOISTURE CAPACITY.
24. PROOF OF LIABILITY INSURANCE SHALL BE SUBMITTED TO THE CITY PRIOR TO
CONSTRUCTION PERMIT ISSUANCE.
25. ISSUANCE OF THE BUILDING OR CONSTRUCTION PERMITS BY THE CITY OF RENTON
DOES NOT RELIEVE THE OWNER OF THE CONTINUING LEGAL OBLIGATION AND/OR
LIABILITY CONNECTED WITH STORM SURFACE WATER DISPOSITION. FURTHER, THE
CITY OF RENTON DOES NOT ACCEPT ANY OBLIGATION FOR THE PROPER
FUNCTIONING AND MAINTENANCE OF THE SYSTEM PROVIDED DURING
CONSTRUCTION.
26. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARD,
SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER NEEDED
ACTIONS TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO
PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK. ANY
WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL
TRAFFIC FLOW SHALL REQUIRE A TRAFFIC CONTROL PLAN APPROVE BY THE PUBLIC
WORKS EPARTMENT, TRANSPORTATION SYSTEMS DIVISION. ALL SECTIONS OF THE
WSDOT STANDARD SPECIFICATIONS 1-07-23 TRAFFIC CONTROL SHALL APPLY.
27. PROJECT LOCATED WITHIN THE AQUIFER PROTECTION AREA (APA) SHALL COMPLY
WITH SPECIAL REQUIREMENT #6 OF THE SURFACE WATER DESIGN MANUAL AND
AQUIFER PROTECTION REGULATIONS (RMC 4-3-050).
EROSION CONTROL NOTES:
1. THESE NOTES SHALL APPEAR FOR ALL PROJECTS - SITE IMPROVEMENTS, SURFACE WATER UTILITY, WASTEWATER UTILITY, WATER UTILITY, AND
TRANSPORTATION PLANS:
2. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE -CONSTRUCTION MEETING MUST BE HELD WITH THE CITY OF RENTON,
PUBLIC WORKS DESIGN ENGINEER.
3. THE BOUNDARIES OF THE CLEARING LIMITS AND AREAS OF VEGETATION PRESERVATION AS PRESCRIBED ON THE PLAN(S) SHALL BE CLEARLY
FLAGGED BY SURVEY TAPE OR FENCING IN THE FIELD PRIOR TO CONSTRUCTION IN ACCORDANCE WITH APPENDIX D OF THE SURFACE WATER
DESIGN MANUAL AND OBSERVED DURING CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING
LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT/ESC SUPERVISOR FOR THE DURATION OF
CONSTRUCTION.
4. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF
THE PROJECT. ADDITIONAL MEASURES, SUCH AS CONSTRUCTED WHEEL WASH SYSTEMS OR WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL
PAVED AREAS ARE KEPT CLEAN AND TRACK OUT TO ROAD RIGHT OF WAY DOES NOT OCCUR FOR THE DURATION OF THE PROJECT.
5. ALL REQUIRED SEDIMENTATION/EROSION CONTROL FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO LAND CLEARING AND/OR
CONSTRUCTION TO PREVENT TRANSPORTATION OF SEDIMENT TO SURFACE WATER, DRAINAGE SYSTEMS AND ADJACENT PROPERTIES. ALL
EROSION AND SEDIMENT FACILITIES SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR
CONSTRUCTION IS COMPLETE AND POTENTIAL FOR ON -SITE EROSION HAS PASSED. THE IMPLEMENTATION, MAINTENANCE, REPLACEMENT AND
ADDITIONS TO EROSION/SEDIMENTATION CONTROL SYSTEMS SHALL BE THE RESPONSIBILITY OF THE PERMITEE.
6. THE EROSION AND SEDIMENTATION CONTROL SYSTEMS DEPICTED ON THIS DRAWING ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEET
ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE PERMITEE SHALL
ANTICIPATE THAT MORE EROSION AND SEDIMENTATION CONTROL FACILITIES WILL BE NECESSARY TO ENSURE COMPLETE SILTATION CONTROL
ON THE PROPOSED SITE. DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE PERMITEE TO
ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY THE ACTIVITIES AND TO PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE
MINIMUM REQUIREMENTS, AS MAY BE NEEDED, TO PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM.
7. APPROVAL OF THIS PLAN IS FOR EROSION/SEDIMENTATION CONTROL ONLY. IT DOES NOT CONSTITUTE AN APPROVAL OF STORM DRAINAGE
DESIGN, SIZE NOR LOCATION OF PIPES, RESTRICTORS, CHANNELS, OR RETENTION FACILITIES.
8. ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON
(OCTOBER 1 ST TROUGH MARCH 30TH) OR SEVEN DAYS DURING THE DRY SEASON (APRIL 1 ST TOUGH SEPTEMBER 30) SHALL BE IMMEDIATELY
STABILIZED WITH THE APPROVED ESC COVER METHODS (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.).
9. WET SEASON SEASONAL EROSION AND SEDIMENT CONTROL REQUIREMENTS APPLY TO ALL CONSTRUCTION SITES CLEARING BETWEEN OCTOBER 1
AND MARCH 30 INCLUSIVE, UNLESS OTHERWISE APPROVED BY THE CITY THROUGH AN ADJUSTMENT PROCESS. 10. COVER MEASURES WILL BE
APPLIED IN CONFORMANCE WITH APPENDIX D OF THE SURFACE WATER DESIGN MANUAL.
1 1 .ANY AREA NEEDING ESC MEASURES, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN SEVEN (7) DAYS. 12. THE ESC
FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN 24 HOURS FOLLOWING A
STORM EVENT.
1 3.AT NO TIME SHALL MORE THAN ONE (1) FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND
CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT -LADEN WATER INTO THE
DOWNSTREAM SYSTEM.
14.DURING THE TIME PERIOD OF OCTOBER 1 ST THROUGH MARCH 30
TH, ALL PROJECT DISTRIBUTED SOIL AREAS GREATER, THAT ARE TO BE LEFT UN -WORKED FOR MORE THAN 12 HOURS, SHALL BE COVERED BY MULCH,
SODDING OR PLASTIC COVERING.
1 5.ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY
EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACILITY IS TO FUNCTION ULTIMATELY
AS AN INFILTRATION SYSTEM, THE TEMPORARY FACILITY MUST BE ROUGH GRADED SO THAT THE BOTTOM AND SIDES ARE AT LEAST THREE FEET
ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY.
1 6.PRIOR TO THE BEGINNING OF THE WET SEASON (OCT. 1), ALL DISTURBED AREAS SHALL BE REVIEWED TO IDENTIFY WHICH ONES CAN BE SEEDED
IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHALL BE SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. A
SKETCH MAP OF THOSE AREAS TO BE SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE CITY OF RENTON FOR
REVIEW.
1 7.ALL ESC MEASURES MUST BE REMOVED AFTER CONSTRUCTION ACTIVITY IS COMPLETE.
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a T 425 462 1080 F 425 462 7719 www.goldsmi hengineering.com ssIONAL E��1 BPF, KJG
JOB NO. 14134 iCAP RHODY RIDGE, LLC NO. REVISION BY DATE APPR rAIM.VEDKJG
SCALE:
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IF NOT ONE INCH
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VERTICAL: NAVD 1988
HORIZONTAL: NAD 1983/1991
DATUM
Know what's below.
Call before you dig.
•
CITY OF
RENTON
Planning/Building/Public Works Dept
BY: DATE:
CITY OF NEWCASTLE
THESE DRAWINGS ARE APPROVED FOR CONSTRUCTION FOR A PERIOD OF 12
MONTHS FROM THE DATE SHOWN HEREON. THE CITY RESERVES THE RIGHT
TO MAKE REVISIONS, ADDITIONS, DELETIONS, OR MODIFICATIONS SHOULD
CONSTRUCTION BE DELAYED BEYOND THIS TIME LIMITATION. THE CITY, BY
APPROVING THESE DRAWINGS, ASSUMES NO LIABILITY IN REGARDS TO
THEIR ACCURACY OR OMISSIONS.
R-396604
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
DEVELOPMENT ENGINEERING � SURFACE WATER UTILITYAr% IL
Justin Johnson 02/11 /2019 rstraka 02/11 /2019
RHODODENDRON RIDGE
ERP PLAN SET
SURFACE AND EROSION CONTROL STANDARD NOTES
DATE:
11/1/18
FIELDBOOK: 1977
PAGE: 27
DRAWING NO:
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FRAME AND VANED GRATE
6" OR 12"
ONE 9.3 BAR HOOP FOR 6• HEIGHT
TWO #3 BAR HOOPS FOR 12" HEIGHT
RECTANGULAR ADJUSTMENT SECTION
PIPE ALLOWANCES
MAXIMUM
PIPE MATERIAL
INSIDE
DIAMETER
REINFORCED OR
12"
PLAIN CONCRETE
ALL METAL PIPE
15"
CPSSP*
12'
(STD. SPEC. 9-0520)
SOLID WALL PVC
15'
(STD. SPEC. 9-05.12(1))
PROFILE WALL PVC
15"
(STD. SPEC. 9-05.12(2))
iF CORRUGATED POLYETHYLENE
STORM SEWER PIPE
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to the rebar shown in the PRECAST BASE SECTION, fibers alternatives
1. As acceptable
d a according to the Standard Specifications), or
(placed
wire mesh having a minimum area of 0.12 square inches per foot shall
be used with the minimum required rebar shown in the ALTERNATIVE
PRECAST BASE SECTION. Wire mesh shall not be placed in the
knockouts.
#3 BAR EACH CORNER
_
#3 BAR EACH SIDE
#3 BAR EACH WAY
PRECAST BASE SECTION
#3 BAR EACH CORNER
18" MIN
#3 BAR HOOP
2. The knockout diameter shall not be greater than 20". Knockouts shall
have a wall thickness of 2" minimum to 2.5" maximum. Provide a 1.5"
minimum gap between the knockout wall and the outside of the pipe.
After the pipe is installed, fill the gap with joint mortar in accordance
with Standard Specification 9-04.3.
3. The maximum depth from the finished grade to the lowest pipe invert
shall be 5'.
4. The frame and grate must be installed with the flange down.
5. The Precast Base Section may have a rounded floor, and the walls may
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be sloped at a rate of 1:24 or steeper.
6. The opening shall be measured at the top of the precast base section.
7. All pickup holes shall be routed full after the basin has been laced.
P P 9 p
8. All grade rings and castings shall be set in mortar in accordance with
Standard Specification 9-04.3.
SEE NOTE 1
ALTERNATIVE PRECAST BASE SECTION
STD. PLAN - 200.00
PUBLIC WORKS CATCH BASIN TYPE 1
DEPARTMENT
MARCH 2O08
24" a
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1 1/2• 10 DIAM. HANDLE
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SEE NOTE 1
SECTION OB
NOTES
1 Provide two slots in the cover that are vertically aligned
with the holes in the frame.Location of bolt -down slots
varies among different manufacturers.
2. Alternative reinforcing designs are acceptable in
lieu of the rib design.
3. Refer to Standard Specification 9-05.15(2) for additional
requirements
4. For Frame details, see City of Renton
Standard Plan 204.00.
ISOMETRIC
PUBLIC WORKS RECTANGULAR SOLID
STD. PLAN - 204.10
DEPARTMENT METAL COVER
MARCH 2O08
GOLDSMITH
LAND DEVELOPMENT SERVICES
w 1215 1 14th Ave SE, Bellevue, WA 98004 1 PO Box 3565, Bellevue, WA 98009
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2 OR CIRCULAR ADJUSTMENT SECTION
m v GROUT, TYPICAL (SEE NOTE 5)
FLAT SLAB TOP
46', 54", 60', 72', 84" OR 96"
MORTAR (TYP.)
STEPS ER
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e•
SEPARATE BASE INTEGRAL BASE
CAST -IN -PLACE PRECAST WITH RISER
WRING
1r
GRAVEL BACKFILL FOR
8T - PIPE ZONE BEDDING
J� SEPARATE BASE
PRECAST
SE 1 /4, SE 1 /4 SECTION 29, TOWNSHIP 24 N, RANGE 5 E, W.M.
CATCH BASIN DIMENSIONS
CATCH
BASIN
DIAMETER
WALL
THICKNESS
BASE
THICKNESS
MAXIMUM
KNOCKOUT
SIZE
MINIMUM
DISTANCE
BETWEEN
KNOCKOUTS
BASE REINFORCING STEEL
in2fft IN EACH DIRECTION
SEPARATE BASE
INTEGRAL BASE
48'
4•
6"
36"
8"
0.23
0.15
54'
4.5"
8"
42•
8•
0.19
0.19
so,
5"
8"
48"
8"
0.25
0.25
72"
e"
8"
60"
12"
0.35
0.24
84•
1 8"
1 12"
1 72"
1 12"
0.39
1 0.29
9e•
1 8"
12"
1 84"
1 IT
0.39
0.29
NOTES
I. No steps are required when height is 4' or less.
2. The bottom of the precast catch basin may be sloped to facilitate cleaning.
3. The rectangular frame and grate must be installed with the flange down.
The frame may be cast into the adjustment section.
4. Knockouts shall have a wall thickness of 2" minimum to 2.5" maximum. Provide
a 1.5" minimum gap between the knockout wall and the outside of the pipe. After
the pipe is installed, fill the gap with joint mortar in accordance with Standard
Specification 9-04.3.
5 All d d f h II b t' ' rd •th
PIPE ALLOWANCES
CATCH
PIPE MATERIAL WITH MAXIMUM INSIDE DIAMETER
BASIN
DIAMETER
CONCRETE
ALL
METAL
CPSSP
O
SOLID
WALL
Pvc 20
PROFILE
WALL
Pvc p
48•
24'
M.
24"
27'
30'
54"
30"
36"
30"
27"
36"
60"
36"
42"
N.
3W
42'
72"
42'
54'
42"
36•
48"
84"
54"
60"
54"
36'
48"
N'
Bo"
72"
60"
36'
48'
gra a nngS, users, an Cas ngS S a e Se In m0 rta r In aCCO ance WI
Standard Specification 9-04.3. 8 (Bid. Spec. 9-0. Corrugated
511)) Polyethylene Storm 9-0 Sewer Pipe (Std. Spec.
(Sid. Spec. 9-05.12(2))
Y
PUBLIC WORKS CATCH BASIN TYPE 2 PLAN - 201.00
DEPARTMENT
�N tp MARCH 2O08
�''•Illl>•�I�Ibr.
1"�44,
11r [13mm] LETTERING
BOLTHOLES - 3 PLCS EQUALLY SPACED 120"
APART ON 231116" (586mm) DIA B.C.
q 3
RENTON
AHEAD OF THE CURVE
DRAIN
(1)1" (25mm)
DIA PICKHOLE
® 1 1/4• [32mml LETTERING
PLAN VIEW
25• DIA.
[635mm] 1'
r [25mm]
3/4' +L1li
[19mm]
9 3/a 2112
-# Immrn] [64mm1
TYP
COVER SECTION VIEW
26 1/2" DIA
[673mm]
25 1/4" DIA
[641mm] 1 1/18"
"4. (Bmm) DIA [27mm]
NEOPRENE GASKET
11
1T
[752mm8"]
J
5/8" 23 3/8" DIA CL OPEN
[16mm] [594mm]
27 5/16" DIA
[694mm]
34 1/8" DIA
[867mm]
FRAME SECTION VIEW
COVER BOTTOM VIEW
(3) BLT SOC. (ALLEN HEAD)
58r'-11 x 1.5 SS
RUBBER WASHER
EON BOLTING DETAIL
1/4" 1 1I18"
[Bmm] _ [27mm]
1/8• 1T
[3mm]
1/8'
[R3mm]
GASKET GROOVE DETAIL
NOTES
ALL COVERS SHALL BE LOCKING LID PER EASTJORDAN IRON WORKS INC. No. 3717C1
OR APPROVED EQUAL.
aj PUBLIC WORKS STORM ROUND FRAME AND COVER STD. PLAN - 204.50
�N CCU DEPARTMENT
MARCH 2O08
NO.
REVISION
DF NEWCASTLE, KING COUNTY, WASHINGTON
0
FRAME AND VANED GRATE
CLEAN SURFACE AND BOTTOM AREA.
PROVIDE UNIFORM CONTACT.
THE SURFACE AREA OF THE BASE SECTION MUST
BE GROUTED TO THE BOTTOM AREA OF THE
ADJUSTMENT SECTION.
BASE SECTION
NOTES
SEE NOTE 4
1. THE COVER OR GRATING OF A CATCH BASIN SHALL NOT BE GROUTED TO FINAL GRADE UNTIL THE FINAL ELEVATION OF THE PAVEMENT,
GUTTER, DITCH, OR SIDEWALK IN WHICH IT IS TO BE PLACED HAS BEEN ESTABLISHED, AND UNTIL PERMISSION THEREAFTER IS GIVEN BY
THE ENGINEER TO GROUT IN PLACE IN ACCORDANCE WITH APWA STANDARD SPECIFICATION 7-05.3.
2. SHIMS SHALL NOT BE USED TO SET FRAME TO GRADE. THE USE OF SHIMS IS PROHIBITED.
3. A CONTINUOUS LAYER OF MORTAR SHALL BE PLACED BETWEEN ADJUSTMENT RINGS AND BRICKS PRIOR TO PLACEMENT,
4. THE USE OF BRICKS IS PERMITTED WHERE THE BRICKS ARE STAGGERED TO CREATE A RUNNING BOND OR j2 BOND.
5, ADJUSTMENT SECTION SHALL BE GROUTED WATERTIGHT TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION WITH NONSHRINK GROUT
6. GROUTING BETWEEN ADJUSTMENT SECTION SHALL BE WATER TIGHT.
7. GROUT IS TO BE NON -SHRINK TYPE GROUT MEETING THE REQUIREMENTS OF ASTM 157 PER APWA STANDARD SPECIFICATION 9-20.3 FOR
MAXIMUM PERCENT DRY SHRINKAGE. THE MINIMUM COMPRESSIVE STRENGTH SHALL BE 4,000 PSI AT 7 DAY PER APWA STANDARD
SPECIFICATION 9-20.3
8. PICK I LIFTING HOLES ARE TO BE GROUTED WATER TIGHT.
PUBLIC WORKS CATCsA CASUM INSTALLATION STD. PLAN - 202.00
DEPARTMENT
MARCH 2O08
#6 BARS @ 7" SPACING
24" DIAM., 48" DIAM.
OR 54" DIAM. HOLE
2" (TYP.) r
12
1' MIN.
1/2'MAX.
8W* or 86" FLAT SLAB TOP
A�i
#5 BARS @ 6" SPACING
20" x 24",
24" DIAM., 48" DIAM.
OR 54" DIAM. HOLE 2" (4411"MIN.
TYPICAL ORIENTATION
J- FOR ACCESS AND STEPS
m
2 1/2" MAX.
72" FLAT SLAB TOP
2�
#4 BARS @ 6" SPACING
a
20' x 24" OR
24" DIAM. HOLE
2"(TYP.) ''• -�'-.
t' 48" MIN.
V MIN.
2112" MAX. ECCENTRIC CONE SECTION
48", 54", or 60" FLAT SLAB TOP
12" (TYP.)
M
a
6"
to
12"
PREFABRICATED LADDER
12" MIN.
�s
STEP
6"
OR 12"
<�CINE #3 BAR HOOP
ONE #3 BAR HOOP FOR 6" 0 4" S•
TWO #3 BAR HOOPS FOR 12"
CIRCULAR ADJUSTMENT SECTION
RECTANGULAR ADJUSTMENT SECTION
1.0 As an acceptable alternative to rebar, wire mesh having a
minimum area of 0.12 square inches per foot may be used
for adjustment sections.
PUBLIC WORKS MISCELLANEOUS DETAILS FOR STD. PLAN - 204.80
DEPARTMENT DRAINAGE STRUCTURES
"A�N,fp MARCH 2O08
SURVEYED:
LN
DESIGNED:
BPF, SP
DRAWN:
SP
CHECKED:
BPF, KJG
BY DATE APPR APPROVED:
KJ G
SCALE:
NTS
ONE INCH
AT FULL SCALE
IF NOT ONE INCH
SCALE ACCORDINGLY
VERTICAL: NAVD 1988
HORIZONTAL: NAD 1983/1991
DATUM
29114"
N
r
BOLT -DOWN HOLE (TYP.)
5W -11 NC, SEE
DETAIL & NOTE 2
O
APPROVED FOR CONSTRUCTION
BY: DATE: -
CITY OF NEWCASTLE
THESE DRAWINGS ARE APPROVED FOR CONSTRUCTION FOR A PERIOD OF 12
MONTHS FROM THE DATE SHOWN HEREON. THE CITY RESERVES THE RIGHT
TO MAKE REVISIONS, ADDITIONS, DELETIONS, OR MODIFICATIONS SHOULD
CONSTRUCTION BE DELAYED BEYOND THIS TIME LIMITATION. THE CITY, BY
APPROVING THESE DRAWINGS, ASSUMES NO LIABILITY IN REGARDS TO
THEIR ACCURACY OR OMISSIONS.
NOTES
TOP
1• This frame is designed to accommodate 20" x 24" grates or
covers
2. Provide two holes in the frame that are vertically aligned with t
he grate or cover slots. Tap each hole to accept
241/4'
a 5/8' - 11 NC x 2" alien head cap screw.
Location of bolt down holes varies among different
e
manufacturers.
3. Refer to Standard Specification 9-05.15(2) for additional
4.
requirements.
SECTION A
RECESSED ALLEN
HEAD CAP SCREW
718" 1/8. 5/8"-11 NCx2"
II�{I 3/4" GRATE
a �
1 5fir
2 1/2'
SECTION
BOLT -DOWN DETAIL
DETAIL O SEE NOTE
p�PUBLIC WORKS RECTANGULAR FRAME
$ DEPARTMENT
N'C
S
9 I, 12
Smooth Coupling Band
for Smooth Pipe
material to be 3"
ASTM A
plate galvanized
I I
after fabrics ion
per ASTM A 123
r
4.1
slots to be
all holes 119/sz x• a
-Y4" diam. �� 1
7" coupling bend
4"
STD. PLAN - 204.00
MARCH 2O08
Pipe stakes
I
LJ
049
On
u�
u^
r-1
�a
4z
12"
I �
O
Plate Detail
coupling band
NOTE:
♦ `
1. The smooth coupling band shall be used in
v
1„ collar (2" pipe) combination with concrete pipe.
UJ
2. Concrete pipe without bell and spigot shall
not be installed on grades in excess of 20%.
weld weld 3. The first anchor shall be installed on the first
Z
plate (see detail) section of the lower end of the pipe and
remaining anchors evenly spaced throughout
the installation.
material to be ASTM
O
4. If the pipe being installed has a manhole or
A 36 galvanized after
p catch basin on the lower end of the pipe, the
1 )" x 6' pipe stakes fabrication per ASTM p
each side of culvert A 153 first pipe anchor may be eliminated.
v
5. When CMP is used, the anchors may be
attached to the coupling bands used tojoin
flatten to point the pipe as long as the specified spacing is
Anchor Assembly not exceeded.
Corrugated Metal Pipe 6. All pipe anchors shall be securely installed
before backfilling around the pipe.
R-396605
�
PUBLIC WORKS
`�•`•` `
DETAILS FOR COUPLING BANDS
STD. PLAN - 221.20
MARCH 2O08
DEPARTMENT
"AWN
FOR CORRUGATED METAL PIPES
t 0
`/
W
IN COMPLIANCE WITH
CITY OF RENTON STANDARDS
0
DEVELOPMENT ENGINEERING 1•
SURFACE WATER UTILITY
Justin Johnson 02/11/2019 rstraka 02/11/2019 Z
CITY OF RHODODENDRON RIDGE DATE 11/1/18 Q
RENTON ERP PLAN SET 27
Y FIELDBOOK: 1 9 7 7
Y PAGE: 7 / / Q
DRAWING NO: O
Planning/Building/Public Works Dept. STORM DRAINAGE DETAILS D-7
SHEET: OF:
2 6
SE 1 /4, SE 1 /4 SECTION 29, TOWNSHIP 24 N, RANGE 5 E, W.M.
CITY OF NEWCASTLE. KING COUNTY. WASHINGTON
0)
rrn
O
W
I-
limits of pipe
compaction
grave
for pipe „e.�y
A. Metal and Concrete
limits of pipe
Dmpaction
o"
0.15 O.D. min.
35 O.D. min.
specified
3' max
•� 0.15 rise min.
limits of pipe
compaction 65 rise min.
gravel backill gravel backfill for
for pipe betltling foundations when specified
B. Pipe - Arch Installation
Rigid Pipe NOTES:
1. Pipe compaction limits shown on this plan are for pipe
construction in an embankment. For pipe construction
in a trench, the horizontal limits of the pipe compaction
zone shall be the walls of the trench.
2. All steel and aluminum pipe and pipe -arches shall be
installed in accordance with design A.
3. Concrete pipe with elliptical reinforcement shall be
installed in accordance with design A.
4. Concrete pipe, plain or with circular reinforcement, shall
be installed with design A.
5. O.D. is equal to the outside diameter of a pipe or the
outside span of pipe -arch. The dimensions shown as
O.D. with 3' maximum shall be O.D. until O.D. equals
3; at which point T shall be used.
VFW for diameters 12" through 42" and spans through
50". 2'-0" for diameters greater than 42" and spans
greater than 50".
W (see note 4)
limit of pipe zone
bedding
material b
for flexible
pipe (see
note 6)
m O.D.
foundafion
level
" A = 4" min. 27" I.D. and under
6" min., over 27" I.D.
Bedding for Flexible Pipe
Flexible Pipe NOTES:
1. Provide uniform support under barrels.
2. Hand tamp under haunches.
3. Compact bedding material to 95% max. density; directly
over pipe, hand tamp only.
4. See "Excavation and Preparation of Trench" in sanitary
sewers section of the standard WSDOT/APWA
specifications for trench width "W" and trenching
Options. The pipe zone will be the actual trench width.
The minimum concrete width shall be 11 I.D. = 18".
5. Trench backfill shall conform to "Backfilling Sewer
Trenches" in the sanitary sewers section of the
WSDOT/APWA standard specifications, except that
rocks or lumps larger than 1" per foot of pipe diameter
shall not be used in the backfill material.
6. See "Bedding Material for Flexible Pipe" in aggregates
section of the WSDOT/APWA standard speciflceflons
for the material specifications.
®Backfill material placed in 0.5' loose layers and
compacted to 95% maximum density.
Method B or C compaction (WSDOT/APWA)
standard specifications.)
Pipe
Size
Min. dist.
between
barrels
circular pipe
conic., LCPE, CMP
(diameter)
12" to 24"
12"
30" to 96"
diam. / 2
102" to 180"
48"
pipe - arch
metal only
(span)
18" to 36"
12"
43" to 142"
span / 3
148" to 199"
48"
ti�Y o STD. PLAN - 220.00
PUBLIC WORKS PIPE COMPACTION
DEPARTMENT DESIGN AND BACKFILL MARCH 2O08
GOLDSMITH
LAND DEVELOPMENT SERVICES
w 1215 1 14th Ave SE, Bellevue, WA 98004 1 PO Box 3565, Bellevue, WA 98009
a T 425 462 1080 F 425 462 7719 www.goldsmithengineering.com
JOB NO. 14134 iCAP RHODY RIDGE, LLC
11/1/18
1 " G OLd
OF WAS
w j
.14 1 z x
24597
BOA �GIS'TEg�'9
SSIONAL ECG
STANDARD STRENGTH
CATCH BASIN
1. CONDITION OF USE
1.1. SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE AND WITHIN 500 FEET OF A DISTURBED OR CONSTRUCTION AREA, UNLESS
THE RUNOFF THAT ENTERS THE CATCHBASIN WILL BE CONVEYED TO A SEDIMENT POND OR TRAP.
1.2. MAY BE USED ANYWHERE AT THE APPLICANT'S DISCRETION TO PROTECT DRAINAGE SYSTEM.
1.3. THE CONTRIBUTING DRAINAGE AREA MOST NOT BE LARGER THAN 1 ACRE.
2. DESIGN AND INSTALLATION SPECIFICATIONS
2.1. FILTER FABRIC IS ONLY ALLOWED WERE PONDING WILL NOT BE A TRAFFIC CONCERN AND WHERE SLOPE EROSION WILL NOT RESULT IF THE
CURB IS OVERTOPPED BY PONDED WATER.
2.2. THE PLACEMENT OF A FILTER FABRIC UNDER GRATES IS GENERALLY PROHIBITED AND THE USE OF FILTER FABRIC OVER GRATES IS STRICTLY
LIMITED AND DISCOURAGED.
3. MAINTENANCE STANDARDS
3.1. ANY ACCUMULATED SEDIMENT ON OR AROUND INLET PROTECTION SHALL BE REMOVED IMMEDIATELY. SEDIMENT SHALL NOT BE REMOVED
WITH WATER AND ALL SEDIMENT MUST BE DISPOSED OF AS FILL ON SITE OR HAULED OFF SITE.
TY
PUBLIC WORKS
DEPARTMENT
FILTER FABRIC PROTECTION
STD. PLAN
- 216.20
MARCH
2O08
JOINTS IN FILTER FABRIC SHALL BE SPLICED
a
AT POSTS. USE STAPLES, WIRE RINGS, OR
2"x2" BY 14 Ga. WIRE OR
y
EQUIVALENT TO ATTACH FABRIC TO POSTS.
EQUIVALENT, IF STANDARD
z
STRENGTH FABRIC USED
---
:��
7
FILTER FABRIC
o mnn.
POST SPACING MAY BE INCREASED
TO V E WIRE BACKING IS USED
MINIMUM 4"x4" TRENCH
BACKFILL TRENCH WITH
NATIVE SOIL
27r4" WOOD POSTS, STEEL FENCE /
POSTS, REBAR, OR EQUIVALENT
2
NOTES
1. CONDITION OF USE
1.1. SILT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED AREAS.
1.2. SILT FENCE IS NOT INTENDED TO TREAT CONCENTRATED FLOWS, NOR IS INTENDED TO TREAT SUBSTANTIAL AMOUNTS OF OVERLAND FLOW.
ANY CONCENTRATED FLOW MOST BE CONVEYED THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT TRAP OR POND.
2. DESIGN AND INSTALLATION SPECIFICATIONS
2.1. THE GEOTEXTILE USED MOST MET THE STANDARD LISTED BELLOW. A COPY OF THE MANUFACTURER'S FABRIC SPECIFICATIONS MOST BE
AVAILABLE ON SITE.
30-1005IEVESIZE (0.60-Q15MM)FORSILTFILM
A05 (ASTM 34751)
50-10051EVE SIZE 0.30-015MM FOR OTHER FABRICS
WATER PERMITTIVITY ASTM D491
M02SECA-1 MINIMUM
GRAB TENSILE STRENCHr (ASTM D4532)
180 LBS. MI N. FOR EXTRA STRENGH FABRIC
100 LBS. MI N. FOR STANDARD STRENGHT FABRIC
GRAB TENSI LE ELONGATION ASTM D4632
30%MAX.
ULTRAVIOLATE RESISTANCE(ASTM D4355)
70%MIN.
2.2. STANDARD STRENGTH FABRIC REQUIRES WIRE BACKING TO INCREASE THE STRENGTH OF THE FENCE. WIRE BACKING OR CLOSER POST
SPACING MAY BE REQUIRED FOR EXTRA STRENGTH FABRIC IF FIELD PERFORMANCE WARRANTS A STRONGER FENCE.
2.3. WHERE THE FENCE IS INSTALLED, THE SLOPE SHALL NOT BE STEEPER THAN 2H:1 V
2.4. IF A TYPICAL SILT FENCE IS USED, THE STANDARD 4X4 TRENCH MAY NOT BE REDUCED AS LONG AS THE BOTTOM 8 INCHES OF THE SILT FENCE
S WELL BURIED AND SECURE IN A TRENCH THAT STABILIZES THE FENCE AND DOES NOT ALLOW WATER TO BYPASS OR UNDERMINE THE SILT
FENCE.
3. MAINTENANCE STANDARDS
3.1. ANY DAMAGE SHALL BE REPAIR IMMEDIATELY.
3.2. IF CONCENTRATED FLOES ARE EVIDENT UPHILL OD THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND.
3.3. T IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND
THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS, REPLACE THE FENCE OR REMOVED THE TRAP
SEDIMENT.
3A SEDIMENT MOST BE REMOVED WHEN SEDIMENT IS 6 INCHES HIGH.
3.5. IF THE FILTER FABRIC (GEOTE)CTILE) HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED.
STD. PLAN - 214.00
PUBLIC WORKS SILT FENCE
DEPARTMENT
MARCH 2O08
NO.
REVISION
DRAINAGE GRATE
GRATEFRAME
v �
SEDIMENTAND DEBRIS
o•
D
FILTERED(
WATER
r
RIM
kt>
OVERFLOW BYPASS
BELOW INLET GRATE DEVICE
4 �
SECTION VIEW
DRAINAGE GRATE
RECTANGULAR GRATE SHOWN
un
BELOW INLET GRATE DEVICE
RETRIEVAL SYSTEM (TYP.)
OVERFLOW BYPASS (TYP.)
ISOMETRIC VIEW
NOTES
1. Size the Below Inlet Grate Device (BIGD) for the storm water structure it will service.
2. The BIGD shall have a built-in high -flow relief system (overflow bypass).
3. The retrieval system must allow removal of the BIGD without spilling the collected material.
4. Perform maintenance in accordance with Standard Specification 8-01.3(15).
��Y STD. PLAN - 216.30
PUBLIC WORKS CATCH BASIN FILTER
'' DEPARTMENT
N2 MARCH 2O08
3
m SILT FENCE
3 TOP OF FABRIC
` BELT '
TOP 8"
FLOW 1
100% COMPACTION
EACH SIDE DIAGONAL ATTACHMENT
DOUBLES STRENGTH
NOTES:
1. POST SPACING: T MAX. ON OPEN
RUNS 4' MAX. ON POOLING AREAS.
2. POST DEPTH: AS MUCH BELOW
GROUND AS FABRIC ABOVE GROUND.
3. PONDING HEIGHT MAX. 24" ATTACH
FABRIC TO UPSTREAM SIDE OF POST.
4. DRIVE OVER EACH SIDE OF SILT
FENCE 2 TO 4 TIMES WITH DEVICE
EXERTING 60 P.S.I. OR GREATER.
5. NO MORE THAN 24" OF A 36" FABRIC
S ALLOWED ABOVE GROUND.
6. VIBRATORY PLOW IS NOT ACCEPTABLE
BECAUSE OF HORIZONTAL COMPACTION.
Z3OPERATION
HORIZONTAL CHISEL POINT
(76mm WIDTH)
ATTACHMENT DETAILS:
1. GATHER FABRIC AT POSTS, IF NEEDED.
2. UTILIZE THREE TIES PER POST, ALL WITHIN
TOP 8" OF FABRIC.
3. POSITION EACH TIE DIAGONALLY, PUNCTURING
HOLES VERTICALLY A MINIMUM OF V APART.
4. HANG EACH TIE ON A POST NIPPLE AND
TIGHTEN SECURELY. USE CABLE TIES
(50 LBS) OF SOFT WIRE.
ROLL OF SILT FENCE
200-300mm
STD. PLAN - 214.10
PUBLIC WORKS SILT FENCE INSTALLATION
DEPARTMENT BY SLICING MARCH 2O08
SURVEYED:
LN
DESIGNED:
BPF, SP
DRAWN:
SP CHECKED:
BPF, KJG
BY DATE APPR APPROVED:
KJ G
SCALE:
NTS
ONE INCH
AT FULL SCALE
IF NOT ONE INCH
SCALE ACCORDINGLY
VERTICAL: NAVD 1988
HORIZONTAL: NAD 1983/1991
DATUM
SPECIAL NOTE:
IN THE EVENT TRANSVERSE PATCHES EXIST
WITHIN THE AFFECTED STREET, THE LENGTH
OF THE PATCH SHALL BE EXTENDED TO
INCLUDE ANY EXISTING PATCH WITHIN 10
FEET OF THE EDGE OF THE PATCH REQUIRED
FOR THE NEW CROSSING AND ANY
SUBSEQUENT PATCH EDGE WITHIN 10 FEET
OF THE EDGE OF THE SECOND PATCH AND
SO ON UP TO A TOTAL OF 300 FEET.
APPROVED FOR CONSTRUCTION
BY: DATE: -
CITY OF NEWCASTLE
THESE DRAWINGS ARE APPROVED FOR CONSTRUCTION FOR A PERIOD OF 12
MONTHS FROM THE DATE SHOWN HEREON. THE CITY RESERVES THE RIGHT
TO MAKE REVISIONS, ADDITIONS, DELETIONS, OR MODIFICATIONS SHOULD
CONSTRUCTION BE DELAYED BEYOND THIS TIME LIMITATION. THE CITY, BY
APPROVING THESE DRAWINGS, ASSUMES NO LIABILITY IN REGARDS TO
THEIR ACCURACY OR OMISSIONS.
1' 1' VARIES 1' 1'
MIN I MIN MIN I MIN
T_V ,.
�v .•.I:_ .��:: L r� I
i .Ii �•,
TRAFFIC FLOW •t , I'
i I
2" HMA I #•.'.
2" TO 8" HMA I. 4 I
6.5' MIN.
2" DEPTH OF
PLANING OR SAWCUT AND REMOVE
VARIES: 6.5' MIN.
MIN j MIN VARIES MIN I MIN
FACE OF GUTTER OR
EDGE OF PAVEMENT
CENTER LINE OR
LANE LINE
DEPTH OF EXISTING PAVEMENT
!
2" SAWCUT AND REMOVE
OR PLANE, SEAL WITH
2" - 6" MIN. HMA (SEE NOTE 2)
AR-4000W
I .
(EACH SIDE)
6" CRUSHED SURFACING TOP COURSE (CSTC)
2" HMA
PER WSDOT STANDARD
SPE� FICATIONS, COMPACTED TO 95X MODIFIED
PROCTOR,
SAWCUT AFTER BACKFILL
\-CSTC,
(EACH SIDE)
BANK RUN GRAVEL FOR TRENCH BACKFILL
(9-03.19). GRAVEL BORROW (9-03.14(1)) PER
WSDOT STANDARD SPECIFICATIONS OR NATIVE
MATERIAL IF APPROVED IN WRITING BY ENGINEER
BASED ON GEOTECH REPORT, COMPACTED TO 95%
MODIFIED PROCTOR.
WIDTH OF TRENCH AS REQUIRED BY SIZE OF PROPOSED
IMPROVEMENT (SEE WSDOT STANDARD SPECIFICATION 2-09.4)
PLUS AN ALLOWANCE FOR ANY SHORING. SHORING, IF
NEEDED, SHALL MEET THE REQUIREMENTS OF WSDOT
PIPE ZONE BEDDING. MATERIAL- SEE STANDARD
STANDARD SPECIFICATION 7-08.3(1)B
PLAN 110.1.
TRENCH WIDTH
FOR NOTES, SEE STANDARD PLAN 110.1
TYPICAL TRANSVERSE PATCH FOR STD" PLAN - 110
is PUBLIC WORKS FLEXIBLE PAVEMENT OR RIGID PPFz ED
DEPARTMENT PAVEMENT WITH OVERLAY 77 �8u -ram
AN
Know what's below.
Call before you dig.
AwtbL
CITY OF
RENTON
Planning/Building/Public Works Dept.
1
u�
�a
z
0
W
Z
Z
O
V
Z
R-396606co
°
IN COMPLIANCE WITH CITY OF RENTON STANDARDS W
0
DEVELOPMENT ENGINEERING SURFACE WATER UTILITY
Justin Johnson 02/11 /2019 rstraka 02/11 /2019 Z
O
0
DATE: W
RHODODENDRON RIDGE 11/1/18 0
PAGE: � 7 / /
ERP PLAN SET OOK 1777 O
PAGE: Q
DRAWING NO: O
STORM DRAINAGE DETAILS D-8 _
SHEET: OF:
2 6