HomeMy WebLinkAboutWPO202000034 Plan - As-built 2022-07-01D
9VAC25-870-6& WATER QUALITY DESIGN CRITERIA REQUIREMENTS.
1. NEW DEVELOPMENT, THE TOTAL PHOSPHORUS LOAD OF NEW DEVELOPMENT PROJECTS SHALL NOT EXCEED 0.41 POUNDS PER ACRE PER YEAR, AS
CALCULATED PURSUANT TO 9VAC25-870-65.
CALCULATIONS SHOWN ON THIS PLAN WERE DETERMINED FROM ACCEPTABLE METHODOLOGY "DEQ VRRM FROM NEW DEVELOPMENT COMPLIANCE
SPREADSHEET —VERSION 3.0.0
CONCLUSION:
BASED ON NEW DEVELOPMENT OF BELVEDERE PHASE 5 (A AND B), TMP 62-16D, SHOWN HEREON THESE PLANS, THE WATER QUALITY PORTIONS OF THIS
PLAN WILL BE SATISFIED WITH PURCHASING 9.68 IB/YR OF OFFSITE NUTRIENT CREDITS IN THE SAME OF ADJACENT HYDROLOGIC UNIT CODE (02080204).
COMPLIANCE OF 9VAC25-870-65.F: OFFSITE ALTERNATIVE IAW 9VAC25-870-69 PURCHASE OF NUTRIENT OFFSET CREDITS IS PROPOSED AND AFFIRMED.
HLt=AiiLhN(.� VVA I Lij QUANITY" ANALYSIS FOR FIN'T OF DISCHARGE #1:
COMPLIANCE OF 9VAC25-870, 13.1.13_(CHANNEL PROTECTIONNNN�,
POINT OF ANALYSIS 2:
1YR QDEVELOPED S I.F.• (1YR QPRE—DEVELOPED * RVPRE—DEVELOPED)/RVDEVELOPED
0.772 S 0.80* (1.597 * 0.515)/ 0.680 2
0.772 S 0.97 ch
J.
POINT OF ANALYSIS 2:
010POST—DEVELOPED S %OPRE—DEVELOPED
&31 cb S 7.63 de
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WPO 0 0 00034
TM P 62 PARCEL 16D
RIO MAGISTERIAL DISTRICT, COUNTY OF ALBEMARLE, VA
L
EXISTING INTERMEDIATE CONTOUR
EXISTING INDEX CONTOUR
PROPOSED CONTOUR
EXISTING EDGE OF PAVEMENT
PROPOSED EDGE OF PAVEMENT
EXISTING CURB AND GUTTER
PROPOSED CURB AND GUTTER
TRANSITION FROM CG-6 ROLL-TOP
EXISTING STORM SEWER
VICINITY MAP
SCALE: 1 "=1000 FEET
LEGEND
20
_-- EX. EP—
EP
EX. C&G
CG-6
CG-6 ROLL-TOP
EX. 15" RCP
15" RCP
PROPOSED STORM SEWER
EXISTING SANITARY SEWER — S — S — S —
PROPOSED SANITARY SEWER
PROPERTY LINE
EASEMENT LINE ---
CENTERLINE —
LIMITS OF CLEARING AND/OR GRADING
EXISTING SPOT ELEVATION
PROPOSED SPOT ELEVATION +12.0
EXISTING TREE DRIP LINE
EXISTING TREE
PROPOSED TREE OAK
EXISTING WATERLINE
PROPOSED WATERLINE
EXISTING FIRE HYDRANT
PROPOSED FIRE HYDRANT
EXISTING WATER VALVE
PROPOSED WATER VALVE
PROPOSED WATER METER
EXISTING REDUCER
PROPOSED REDUCER
HANDICAP RAMP (CG-12)
DENOTES LOCATION OF STD. VOOT
CG-12 AND/OR JURISDICTIONAL
STANDARD RAMP CONSTRUCTION
PARKING INDICATOR
INDICATES THE NUMBER OF TYPICAL PARKING SPACES
BENCHMARK
SOILS BOUNDARY
VEHICLES PER DAY COUNT
PROPOSED STREET NAME SIGN
EXISTING SIGN
PROPOSED SIGN
SANITARY MANHOLE IDENTIFIER
w w
--� w w
Q
STORM DRAIN STRUCTURE IDENTIFIER
—w 10 w
U
1,234 VPD
T
12
18
ASSOCIATED PLANS WITH THIS PARCEL:
1. FINAL SITE PLAN SDP-2020-00036
2. ROAD & UTILITY PLAN SUB-2019-00170
3. EASEMENT PLAT SUB-2020-00123
4. RETAINING WALL DESIGN PLANS
SHEET INDEX
2 BFEET 1 CONB181$T
,;UALITY CALCULATIONS ATIONS & COW
�OMPUANCR
`ERSION
2 SHEET 18 --- c�y�cr p�qN
0
VSMP AMENDMENT 02 NARRATIVE
THE PURPOSE OF THIS AMENDMENT IS TO SHOW THAT THE PRIVATE STORSEWER PIPES FOR LOTS
245-254 ARE NO LONGER DRAINING TO THE RETENTION BASIN AS SHOWN ON SHEET 3 OF VSMP
AMENDMENT #3 OF BELVEDERE PHASE IIB (WPO201600071). THE REAR OF THESE LOTS NOW DRAIN
TO THE FIRE ROAD DRY POND AS SHOWN ON SHEET 18 OF THIS VSMP SUBMITTAL CHANGES TO
THE OUTLET STRUCTURE ENSURE THAT THE REGULATED STORMS ARE BELOW THE APPROVED,
POST —DEVELOPED FLOWS. PER CONVERSATION WITH COUNTY ENGINEER 6/7/22 0.18 LBS/YR OF
NUTRIENT CREDITS WILL BE USED TO OFFSET THE PHOSPHOROUS REMOVAL THAT WOULD HAVE BEEN
GENERATED FROM THE DRAINAGE GOING TO THE RETENTION POND.
i
twajed /l{>n+e I BELV'®ENE PHASE S
DatC 16 WI= � YMMtWI1R,INIMi�".
YMPDemon spcokatkms1w. Z0130raftSt&&5wS
Site Information
Post -Development Project (TreatmentVolume and Loads)
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Post -Development
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SHEET NUMBERING KEY
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-INDICATES ORIGINAL
SHEETN0.'cATEs
AMENDMENT N0.
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AMENDMENT
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D:\RGA\TMPROJ\0438-BELVEDERE\ADAMS PHASE S\BdiB-BELVEDERE-PHASE 5-VSMP Awn.6A0/2022 11:SL41 AM. Auin('Ap POF lSmalixt Filnlnr3 _ - PO 210 7-O 000
MODIFIED SEDIMENT TRAP DESIGN
TOTAL REQUIRED BASIN STORAGE =134CY X 3.04 AC = 407 CY
TOTAL AVAILABLE BASIN STORAGE= 4,040 CY
WET STORAGE
REQUIRED HALF OF TOTAL STORAGE
MINIMUM 67 CY X 3.04 AC - 204 CY
SET WET STORAGE AT ELEVATION 432.5 WHICH CORRESPONDS TO THE
TOP OF THE RISER. 461 CY OF STORAGE IS AVAILABLE AT ELEVATION
432.5.
SET CLEANOUT ELEVATION ® 429 = 211 CY OF STORAGE AVAILABLE
DRY STORAGE
MINIMUM 67 CY X 3.04 AC = 204 CY
TOTAL DRY STORAGE AVAILABLE BETWEEN 432.5 - 440 = 2592 CY
EMBANKMENT TOP 444 (ELEVATION OF FIRE ROAD)
EMBANKMENT WIDTH = 30 FEET (WIDTH OF FIRE ROAD)
AS -BUILT STAGE STORAGE TABLE
ELEV
AREA
(sq. ft.)
DEPTH
(ft)
AVG END
INC. VOL.
(cu. ft.)
AVG END
TOTAL VOL.
(cu. ft.)
426.50
120
N/A
N/A
0.00
428.00
2,607
2.00
3,159
3,841
430.00
3,711
2.00
8,795
12,636
432.00
5,084
2.00
11,643
24,279
434.00
6,559
2.00
14,834
39,113
436.00
8,275
2.00
18,571
57,684
438.00
12,656
2.00
22,952
80,636
440.00
15,799
2.00
28,455
109,091
WATERSHED SUMMARY TO POA #2
PRE DEVELOPMENT
POST DEVELOPMENT
SITE AREA = 2.68 ACRES
ITE 3.0
CURVE NUMBER (CN) = 65
C E 9
�"�6
TIME OF CONCENTRATION = 9.9 MIN
TIME OF CONCENTRATION = 9.9 MIN
9VAC25-870-66.B.3: CHANNEL PROTECTION ENERGY BALANCE CALCULATIONS - 1 YEAR
PRE -DEVELOPMENT CONDITIONS
POST -DEVELOPMENT CONDITIONS
POST -DEVELOPMENT CONDITIONS ROUTED
1 YR Q(PEAK) - 1.597 CFS
1-YR Q(PEAK) = 2.69 CFS
1 YR Q(PEAK) 0.76 CFS
TIME TO PEAK = 12.03 HRS
TIME TO PEAK = 12.03 HRS
TIME TO PEAK = 12.03 HRS
VOLUME = 5,169 CU.FT
VOLUME = 7,735 CU.FT
VOLUME = 1,937 CU.FT
9VAC25-870-66C: FLOOD PROTECTION - 10 YEAR
PRE -DEVELOPMENT CONDITIONS
POST -DEVELOPMENT CONDITIONS
POST -DEVELOPMENT CONDITIONS ROUTED
10-YR Q(PEAK) = 7.63 CFS
10-YR Q(PEAK) = 10.19 CFS
("TIME
10-YR Q(PEAK) = 1.55 CF;:
TIME TO PEAK = 12.03 HRS
TIME TO PEAK - 12.03 HRS
TO PEAK = 12.43 HRS
VOLUME = 20,152 CU.FT
OLUME = 26,667 CU.FT
VOLUME = 26,659 CU.FT 2
ENERGY BALANCE EQUATION:
QDEVELOPED S I.F.*(QPRE-DEVELOPED* RVPRE-DEVELOPED)/RVDEVELOPED
Y DEVELOPED 5 I.F.* (1YR QPRE-DEVELOPED * RV PRE-DEVELOPED)/RV DEVELOPED
0.76 S 0.80* (1.597 * 0.515) / 0.680
0.76 2 S 0.97 cfs
FLOOD PROTECTION:
Q10POST-DEVELOPED S Q10PRE-DEVELOPED
1.55 cfs S 7.63 cfs
2
12"
TABLE 1. RECOMMENDED MINIMUM TRENCH WIDTHS
HP STORM TRENCH INSTALLATION DETAIL
MIN. COVER TO
MIN. COVER To
RIGID PAVEMENT H
I
FLEXIBLE PAVEMENT, H
FINAL
1
BACKFILL
_.. _ __�
- - �-
INITSPRINGLINE
BACKFILL
BACKFLL
P
PIPE DIAM
MIN. TRENCH
WIDTH
12-
30'
300mm)
762mm)
15'
34•
375mm
864mm
18"
39•
450mm
991MM
24"
4W
600mm
1219mm
30"
6-
750mm
1422mm
36"
64'
900mm
1626mm
42"
72"
1050mm
1829mm
48"
1200mm
2032mm
60"
96'
(1500mm
2438mm)
HAUNCH TABLE 2, MINIMUM RECOMMENDED COVER BASED ON
VEHICLE LOADING CONDITIONS
BEDDING
4" FOR 12'-24" PIPE j
6'FOR 30.6(1' PIPE j AN TRENCH WIDTH SUITABLE
} + (SEE TABLE'} FOUNDATION
NOTES:
1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, "STANDARD PRACTICE FOR UNDERGROUND
INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW APPLICATIONS", LATEST ADDITION,
SURFACE LIVE LOADING CONDITION
HEAVY CONSTRUCTION
PIPE DIAM.
M-25
(75TAXLE LOAD)'
12" - 48"
12"
48"
(300mm -1200mm
(305mm)
1219mm)
60"
14"
60-
(1500mm)
(610mm)
1524Rvn)
VEHICLES IN EXCESS
OF 75T MAY REQUIRE
ADDITION COVER
WITH THE EXCEPTION THAT THE INITIAL BACKFILL MAY EXTEND TO THE CROWN OF THE PIPE. SOIL CLASSIFICATIONS TABLE 3, MAXIMUM COVER FOR ADS HP STORM PIPE, R
ARE PER THE LATEST VERSION OF ASTM D2321. CLASS IVB MATERIALS (MH. CH) AS DEFINED IN PREVIOUS VERSIONS OF
ASTM D2321 ARE NOT APPROPRIATE BACKFILL MATERIALS.
2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL. WHEN REQUIRED.
3. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A DEPTH REQUIRED
BY THE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE ENGINEER. AS AN ALTERNATIVE AND
AT THE DISCRETION OF THE DESIGN ENGINEER THE TRENCH BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL.
4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS 1. 11, 111, OR IV. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR
MATERIAL SPECIFICATION TO ENGINEER. COMPACTION SHALL BE SPECIFIED BY THE ENGINEER IN ACCORDANCE WITH
TABLE 3 FOR THE APPLICABLE FILL HEIGHTS LISTED. UNLESS OTHERWISE NOTED BY THE ENGINEER, MINIMUM BEDDING
THICKNESS SHALL BE 4" (100mm) FOR 17-24" (300mm-600mm) DIAMETER PIPE; 6" (150mm) FOR 30"-60" (750nwnn1500mm)
DIAMETER PIPE. THE MIDDLE V3 BENEATH THE PIPE INVERT SHALL BE LOOSELY PLACED. PLEASE NOTE, CLASS IV
MATERIAL HAS LIMITED APPLICATION AND CAN BE DIFFICULT TO PLACE AND COMPACT! USE ONLY WITH THE APPROVAL OF
A SOIL EXPERT.
5. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS L 11, 111, OR IV IN THE PIPE ZONE EXTENDING TO THE CROWN OF THE
PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. MATERIAL SHALL
BE INSTALLED AS REQUIRED IN ASTM 02321. LATEST EDITION. COMPACTION SHALL BE SPECIFIED BY THE ENGINEER IN
ACCORDANCE WITH TABLE 3 FOR THE APPLICABLE FILL HEIGHTS LISTED. PLEASE NOTE. CLASS IV MATERIAL HAS LIMITED
APPLICATION AND CAN BE DIFFICULT TO PLACE AND COMPACT, USE ONLY WITH THE APPROVAL OF A SOIL EXPERT.
6. MINIMUM COVER: MINIMUM COVER, H, IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS) IS 12" (300mm) FROM
CLASS 1
CLASS II
CLASS III
N
PIPE DIA
COMPACTED
96%
90%
85%
95%
90%
95%
12"
41
28
21
16
20
16
16
(300mm)
(12.5m)
(8.5m)
(6.4m)
(4.9m)
(6.1m)
(4.9m)
(4.9m)
15-
42
29
21
16
21
IB
16
(375mm)
(12.8m)
(8.8m)
(6.4m)
(4.9m)
(6Am)
(4.9m)
(4.9m)
18"
44
30
21
16
22
17
16
(450mm)
(13.4m)
(9.1m)
I (6.4m)
I (4.9m)
(6.7m)
(5.2m)
(4.9m)
24"
37
26
18
14
19
14
14
(600mm)
(11.3m)
(7.9m)
(5.5m)
(4.3m)
(5.8m)
(4.3m)
(4.3m)
Nr
39
27
19
14
19
15
14
(750mm)
(11.9m)
(8.2m)
(5.8m)
(4.3m)
(5.8m)
(4.6m)
1 (4.3m)
36-
28
20
14
10
14
11
10
(900mm)
(urf%)
(6.1m)
(4.3m)
(3.0m)
(4.3m)
(3.4m)
(3.0m)
42"
30
21
14
10
15
11
10
(1050rnm)
(9.1m)
(6-4m)
(4.3m)
(3.0m)
(4.6m)
(3.4m)
(3.0m)
48"
29
20
14
9
14
10
10
(1200mm)
($.am)
(6.1m)
(4.3m)
(2.7m)
(4.3m)
(3.0m)
(3.0m)
60'
29
20
1 14
9
r 14
10
9
(1500mm)
(8.8m)
(6.1m)
I (4.3m)
(2.7m)
I (4.3m)
(3.0mI,
(2.7m)
THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO PREVENT FLOTATION. FOR TRAFFIC
FILL HEIGHT TABLE GENERATED USING AASHTO SECTION 12. LOAD
APPLICATIONS: CLASS I OR 11 MATERIAL COMPACTED TO WA SPD AND CLASS III COMPACTED TO 95% SPD IS REQUIRED.
RESISTANCE FACTOR DESIGN (LRFO) PROCEDURE WITH THE FOLLOWING
FOR TRAFFIC APPLICATIONS. MINIMUM COVER, H. IS 12" (300mm) UP TO 48" (1200mmI DIAMETER PIPE AND 24• (600mm) OF
ASSUMPTIONS:
COVER FOR 60" (1500mm) DIAMETER PIPE. MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE PAVEMENT
NO HYDROSTATIC PRESSURE
OR TO TOP OF RIGID PAVEMENT.
UNIT WEIGHT OF SOIL (Ys) = 120 PCF
7. FOR ADDITIONAL INFORMATION SEE TECHNICAL NOTE 2.04.
6
REV. MAXIMUM COVER HEIGHTS
RWD
01i 11J77
-1, M.AM M
REV.
DESCRIPTION
BY
MM.ODM
I C-
OVANCED DRAINAGE SYSTEMS. INC, ('ADS') HAS PREPARED THIS DETAIL BASED ON INFORMATION PROVIDED TO ADS. THIS DRAWING IS
- .:As
4TENDED TO DEPICTTHE COMPONENTS AS REQUESTED. ADS HAS NOT PERFORMED ANY ENGINEERING OR DESIGN SERVICES FOR THIS
►
-+ 0111111�,Ly
"ROJECT, NOR HAS ADS INDEPENDENTLY VERIFIED THE INFORMATION SUPPLIED. THE INSTALLATION DETAILS PROVIDED HEREIN ARE GENERAL
TRENCH INSTALLATION
4640 TRUEMAN BLVD
�
RECOMMENDATIONS AND ARE NOT SPECIFIC FOR THIS PROJECT. THE DESIGN ENGINEER SHALL REVIEW THESE DETAILS PRIOR TO
DETAIL (HP STORM)
HILLIARD, OHIO 43026
:ONSTRUCTIOM IT IS THE DESIGN ENGINEERS RESPONSWILITY TO ENSURE THE DETAILS PROVIDED HEREIN MEETS OR EXCEEDS THE
WITS
1PPLICABLE NATIONAL. STATE, OR LOCAL REOUIREMENTS AND TO ENSURE THAT THE DETAILS PROVIDED HEREIN ARE ACCEPTABLE FOR THIS.n+w�
,en.rnr
DRAWING NUMBER: STi}101D
cnN..,vz areinu x+_
"u t Oc
0
cD I I I i ( I', I I / I I 1 0
I I II )
Ln
I I T /
POA = A l
#2
1 \ \ I I I
I -`� y �� ( ( 20' PUBLIC DRAINAGE &
\ \ \ \ I \ \ \ 1 I 1 I �4. OP#2 MAINTENANCE EASEMENT _
REVERSE SLOPE BENCH / %
1
\ v \ V A A v \ \\�A v�;^zSENv ��A,.. - )-■:;�� SWM EASEMENT
. yo
rrr+!is,./. 40' ACCESS EASEMENT it
S L 4,�
ON.-L R- ti
ATbo
140
PRE -DRAINAGE AREA TO POA#2: 2.68 sc �,/ ` - ��i �\ `.\ • We
CN=65 -_
Tc: 100' sheet flow w/ 0 ELEV = V & 459i
OF CONC. FLOW W/ A ELEV. = Wi / , ��\� � � \ \\ ------ i � � ����i �:. `c W���` ��
Tc: 9.9 min
1'
PRE - Q 1 year - 1.60 cis I \ \ , /�• re \ \ O \ Lr - -�� \ ••• 4 CCS SLICE R F T \ \ \\
PRE -Q10year =7.63cis
174E
y
• t � -V" -� _ice i
1
J� I "F�
I l g�'�`��/\ I I I m \
1�j'.
FIRE ROAD PLAN VIEW
NARRATIVE:
THE EXISTING SEDIMENT TRAP (WPO-2016-00071) WILL BE MODIFIED AS SHOWN
HEREON THESE PLANS TO CAPTURES A DRAINAGE AREA OF APPROXIMATELY 3.04
ACRES. A 15" PIPE WITH A 48" RISER AND ANTI -VORTEX DEVICE HAS BEEN BUILT
AND SHOWN. A PRINCIPAL SPILLWAY WEIR PLATE IS NECESSARY IN ORDER TO
REDUCE THE ENERGY BALANCE AND 10YR STORMWATER POST -DEVELOPED PEAK
FLOWS TO BENEATH THE APPROVED PLAN LEVELS. THE WEIR PLATE ON THE RISER
IS SHOWN BELOW.
DURING THE EROSION CONTROL PHASES, CONTRACTOR TO INSTALL A HORSESHOE
RING OF AGGREGATE AROUND THE RISER THAT WILL SERVE AS A FILTER FOR
WATER TO PASS THROUGH SIMILAR TO THAT FOUND WITH THE TRADITIONAL
SEDIMENT TRAP DESIGN.
THE STORMWATER QUANTITY REQUIREMENTS AT POINT OF ANALYSIS #2 (POA #2)
MEET THE MINIMUM CHANNEL AND FLOOD PROTECTION REQUIREMENTS SET FORTH
IN 9VAC25-870-66.
(9) J"TAPCON((ORLEQUAL�
EPDXY SEALED
24"
OUTFALL PIPE
HORSESHOE RING OF AGGREGATE
(EROSION CONTROL PHASE)
c
1' 1.5'
2.5'
COARSE AGGREGATE
ELEV = 429.00
3' HIGH
ELEV = 426.00
CLASS I RIPRAP
I
'HOLE 1" FROM TOP TO BE
SED FOR CLEVIS ATTACHMENT
LIFT. THEN BOLD
ATTACHMENT (typ. OF 3)
18"
Jr HOLE 1" FROM
SIDE WALL FOR
BOLTS (TYP. OF 6)
PLATE TO BE ARCHED TO FIT EXTERIOR
RADIUS OF A STD. 4 FT. MANHOLE
24"
455
450
445
440
435
430
425
420
415
410
405
400
395
9-4
FIRE ROAD PIPE PROFILE
HORIZ. SCALE: 1 "=30'
VERTICAL SCALE: 1 "=10'
DAM = 444.00
PROPOSED FIRE
ACCESS ROAD
FINISHED GRADE
WITH REVERSE
SLOPE BENCH
- - - - - - - -
r
i
- - - EXISTING GRADE
_
J
75 10+00 11 +00 98
oP# OUTLET PROTECTION
SPECIFICATIONS
VDOT EW-1 HEADWALL
15" HP PIPE
455
450
445
440
fd 35
AS -BUILT 48" RISER CREST
ELEVATION AT 432.50'
11
425 2
420111
BASIN BOTTOM & STABILIZED
FINISHED GRADE = 426.50.
41 RISER TO HAVE STEEL PLATE
COVER THE BOTTOM HALF OF
THE 12" LOW FLOW ORIFICE AT
41 ELEVATION 426.5 WHICH
SATISFIES THE ENERGY BALANC
REQUIREMENTS. TRASH RACK T
40 BE INSTALLED OVER ORIFICE
Role]
C
1110
OUTLET PROTECTION IS SIZE IN ACCORDANCE
WITH PLATE 3.18-3 OF THE VIRGINIA EROSION
CONTROL MANUAL.
3Do = 15" * 3 = 3.75'
La = 8.5' MIN
W = Do + La = 1.25 + 8.5 = 9.75' *DESIGN
ENGINEER RECOMMENDS FULL CHANNEL WIDTH
MIN 8.5'
CL I RIPRAP
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STANDARD EC-1 CLASS 1
REQUIRED TYPE A INSTALLATION
OUTLET PROTECTION MIN DEPTH OF
RIPRAP = 24"
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FILE:
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RGA#:
WIS
SHEET: 1 v • 2 OF 18
]:\RGA\TMPROJ\8438-BELVEDERE\ADAMS PHASE 5\8438-BELVEDERE-PHASE 5-VSMP dw .6130/2022 11*S1d5 AM. AutoCAD POE!General Onrumentationl ml