HomeMy WebLinkAboutFDP201800013 Plan - As-built 2020-09-09HOLLYMEAD DAM SPILLWAY IMPROVEMENTS
ALBEMARLE COUNTY, VIRGINIA
CONTRACT NUMBER 2019-08013-02
SCHNABEL REFERENCE 15615008.01
PREPARED FOR: COUNTY OF ALBEMARLE
SHEET INDEX
SHEET NUMBER
SHEET TITLE
CS-1
COVER SHEET
C-1
NOTES, ABBREVIATIONS, AND LEGEND
C-2
EXISTING SITE PLAN AND PROJECT LAYOUT
C-3
LIMITS OF DISTURBANCE AND STAGING AREA PLAN
C-4
GENERAL PLAN
C-5
EMBANKMENT SECTIONS STA. 0+75 TO 3+00
C-6
EMBANKMENT SECTIONS STA. 3+50 TO 5+00
C-7
STRUCTURE REMOVAL, CLEARING AND GRUBBING PLAN
C-8
CONCRETE STRUCTURE EXCAVATION PLAN
C-9
OUTLET STRUCTURE PLAN AND SECTIONS
C-10
CREST WALLS - PLAN AND TYPICAL SECTION
C-11
CREST PROFILE
C-12
ACB SUBGRADE PLAN
C-13
FILTER DIAPHRAGM DETAILS
C-14
ACB LAYOUT PLAN
C-15
ACB DETAILS
C-16
MANHOLE DETAILS
C-17
PRINCIPAL SPILLWAY PLAN, SECTION, AND DETAILS
C-18
ROADWAY REPAIR PLAN
S-1
PRINCIPAL SPILLWAY STRUCTURAL DETAILS
S-2
OUTLET STRUCTURE STRUCTURAL DETAILS
S-3
CREST TRAINING WALL AND MISC. STRUCTURAL DETAILS
ES-1
EROSION & SEDIMENT CONTROL NARRATIVE
ES-2
EROSION & SEDIMENT CONTROL GENERAL NOTES
ES-2A
SWM GENERAL NOTES
ES-3
EROSION & SEDIMENT CONTROL PLAN - PHASE I
ES-4
EROSION & SEDIMENT CONTROL PLAN - PHASE II
ES-5
EROSION & SEDIMENT CONTROL DETAILS
ES-6
EROSION & SEDIMENT CONTROL DETAILS
ES-7
EROSION & SEDIMENT CONTOL DETAILS
ES-8
SWPPP EXHIBIT
MISS UTILITY
CALL "MISS UTILITY AT 1-800-552-7001, 48 HOURS PRIOR TO THE
START OF WORK. THE EXCAVATOR MUST NOTIFY ALL PUBLIC UTILITY
COMPANIES WITH UNDER GROUND FACILITIES IN THE AREA OF PROPOSED
EXCAVATION AND HAVE THOSE FACILITIES LOCATED BY THE UTILITY
COMPANIES PRIOR TO COMMENCING EXCAVATION. THE EXCAVATOR IS
RESPONSIBLE FOR COMPLIANCE WITH REQUIREMENTS OF THE ALBEMARLE
COUNTY CODE.
JULY 2, 2018
RECORD DRAWING SET
TO THE BEST OF OUR KNOWLEDGE, INFORMATION AND BELIEF,
THESE RECORD DRAWINGS SUBSTANTIALLY REPRESENT THE
PROJECT AS CONSTRUCTED.
JEREMY R. YOUNG, P.E.
12/16/2019
VI INIA OFESE0 L E� EER 0 53988 DATE
Op
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YOUNG
Lic. No.0402053988
CERTIFICATION BY OWNER
THE INFORMATION PROVIDED IN THE RECORD DRAWINGS HAS
BEEN EXAMINED N
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BY: I- DATE:
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PROJECT: 15615008.01
DATE: 7/2/2018
SHEET
CS-1
C
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ABBREVIATIONS
ACB
ARTICULATING CONCRETE BLOCK
APPROX.
APPROXIMATE
BM
BENCH MARK
BOT
BOTTOM
CTN JT
CONTRACTION JOINT
CST JT
CONSTRUCTION JOINT
CTRJT
CONTROL JOINT
C-C
CENTER TO CENTER
DEG
DEGREES
DIA
DIAMETER
DIP
DUCTILE IRON PIPE
D/S
DOWNSTREAM
DWG
DRAWING
EL
ELEVATION
FT
FOOT
GA
GAUGE
H
HEIGHT
HDPE
HIGH DENSITY POLYETHYLENE
I.I.
INVERT IN (AT MANHOLE)
IN
INCHES
I.O.
INVERT OUT (AT MANHOLE)
LB
POUND
LFT
LEFT
MAX
MAXIMUM
MIN
MINIMUM
NOM
NOMINAL
N.T.S.
NOT TO SCALE
OC
ON CENTER
PROJ
PROJECT
PT
POINT
PVC
POLYVINYL CHLORIDE PIPE
RCP
REINFORCED CONCRETE PIPE
ROW
RIGHT OF WAY
RT
RIGHT
SCH
SCHEDULE
SPEC
SPECIFICATION
S.S.
STAINLESS STEEL
STA
STATION
TRM
TURF REINFORCEMENT MAT
TYP
TYPICAL
TW
TAILWATER
U/S
UPSTREAM
W
WIDTH
W/
WITH
W/O
WITHOUT
WS
WATER STOP
WSEL
WATER SURFACE ELEVATION
CL
CENTERLINE
0
DIAMETER
NORTH ARROW
DIRECTION OF GEOGRAPHIC NORTH
N
EXISTING FEATURES LEGEND
Q SURVEY CONTROL POINT
B-E BURIED ELECTRIC LINE
TEL BURIED TELEPHONE LINE
- 400 - CONTOUR (MAJOR AND MINOR)
GUARD RAIL
® MANHOLE
SW SEWER (SANITARY) LINE
TREE LINE
W WATER LINE
EDGE OF RESERVOIR LINE
B-1 APPROXIMATE TEST BORING LOCATION
PROPOSED FEATURES LEGEND
- C&G
-1050
-cl--�
LOD -
1� f
•as
(:ateMu
DIRECTION WHICH
SECTION IS SHOWN
SECTION INDICATOR
LIMITS OF CLEARING AND GRUBBING
MAJOR CONTOUR
MINOR CONTOUR
GEOGRID
LIMIT OF DISTURBANCE
BASELINE
PROPERTY BOUNDARY
PROPOSED TREE LINE
RIPRAP, SELECT FILL (GRAVEL)
GROUND, EARTH FILL
DEMOLITION, REMOVAL, CUT
FINE DRAIN FILL (SAND)
CONCRETE
ARTICULATING CONCRETE BLOCKS (ACBs)
DRAWING SYMBOLS LEGEND
SECTION NUMBER*
DRAWING NUMBER ON
WHICH SECTION APPEARS
DETAIL NUMBER*
1
DRAWING NUMBER ON
WHICH DETAIL APPEARS
DETAIL INDICATOR
SCALE: 3/4"=V0"
0 2'
�{ 0.75"
PLAN, SECTION OR
DETAIL NUMBER
FLOW
ARROW INDICATED
DIRECTION OF FLOW
(IF APPLICABLE)
GENERAL NOTES
1. NAME OF PROJECT: HOLLYMEAD LAKE DAM SPILLWAY IMPROVEMENTS
2. LOCATION OF PROJECT: HOLLYMEAD LAKE, TIMBERWOOD PARKWAY (SR 1521)
CHAIR LOTTESVILLE, VA22911
3. AREA OF DISTURBANCE: 4.416 ACRES
4. TAX MAP AND PARCEL NO.: MULTIPLE SEE SHEET C-2 FOR DETAILS
5. NAME OF OWNER: COUNTY OF ALBEMARLE 401 MCINTIRE ROAD, CHARLOTTESVILLE, VA 22902
ATTN: JOHN ANDERSON, PROJECT MANAGER
PHONE: (434) 872-4501 EXT. 4
EMAIL: JANDERSON2@ALBEMARLE.ORG
6. PLANS PREPARED BY: SCHNABEL ENGINEERING, LLC
1380 WILMINGTON PIKE SUITE 100, WEST CHESTER, PA 19382
ATTN: JEREMY R. YOUNG, P.E.
PHONE: 610-696-6066
7. TIMING OF CONSTRUCTION: CONSTRUCTION TO BEGIN SUMMER 2018
8. DATUM REFERENCE FOR ELEVATION: VERTICAL DATUM IS NAVD 88, HORIZONTAL DATUM IS NAD
83 GRID NORTH VASP SOUTH ZONE.
9. SOURCE OF TOPOGRAPHY AND SURVEY: LINCOLN SURVEYING, DATED FEBRUARY 2, 2018.
10. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PERFORM WORK IN ACCORDANCE WITH ALL
LOCAL STATE AND FEDERAL REGULATIONS. THE CONTRACTOR IS RESPONSIBLE FOR NOTIFYING
AND COORDINATING ANY UTILITY CONFLICT NOT SHOWN ON THE PLANS WITH THE ENGINEER,
AND TO SUBMIT AN RFI TO THE ENGINEER, AS NEEDED, TO RESOLVE ANY SUCH CONFLICTS.
11. CALL BEFORE YOU DIG! CONTRACTOR SHALL CONTACT COMMONWEALTH OF VIRGINIA ONE CALL
SYSTEM AT 1-800-552-7001 AT LEAST THREE DAYS PRIOR TO ANY EXCAVATION.
12. REFERENCES TO "LEFT" AND "RIGHT" WITHIN THESE PLANS ASSUME ONE IS LOOKING
DOWNSTREAM.
13. CONTRACTOR SHALL VERIFY EXISTING SITE CONDITIONS AND NOTIFY ENGINEER IF ANY
DISCREPANCY IS FOUND.
14. CONTRACTOR RELOCATION OF REFERENCE POINTS SHALL BE PERFORMED BY A VIRGINIA
REGISTERED PROFESSIONAL LAND SURVEYOR.
15. ALL ROADWAYS, ASPHALT PATHS, ENTRANCES, DRAINAGE ITEMS, AND PROPERTY IMPACTED BY
CONSTRUCTION ACTIVITY MUST BE REPAIRED, REBUILT, RECONSTRUCTED, OR RESTORED PER
DRAWING NOTES, DETAILS, AND SPECIFICATIONS. IF PLANS OR SPECIFICATIONS DO NOT
APPEAR TO SPECIFICALLY ADDRESS AN IMPACT AREA THEN PRE-EXISTING AND
POST -CONSTRUCTION CONDITIONS WILL BE EVALUATED USING PHOTOS. CONTRACTOR IS TO
TAKE PRE-EXISTING PHOTOS AS REQUIRED IN SPECIFICATION SECTION 02 01 00.
GENERAL CONSTRUCTION NOTES
1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING
CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA
DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY
REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE
REQUIREMENTS OF THE PERMIT SHALL GOVERN.
2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS
AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED.
3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE
APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING,
GRADING OR OTHER CONSTRUCTION.
4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED.
5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZON TAL:VERTICAL). WHERE REASONABLY
OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED.
6. PAVED, RIP RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION
OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A
DRAINAGE CHANNEL.
7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM
TRAFFIC CONTROL DEVICES.
8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE -
CLASS III.
9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA
STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926).
PLAN / SECTION / DETAIL
J ADDITIONAL INFORMATION
OPTIONAL ADDITIONAL INFORMATION
PLAN, SECTION OR DETAIL LABEL
PLAN, SECTION OR DETAIL TITLE
VERBAL SCALE**
SCALE: /� SCALE: 1-1/2"=1'0"
mooll
o z' 4' o r 2'
�1.00"� �1.50"�
SCALE INDICATOR
* SECTION AND ELEVATION INDICATORS ARE SIMILAR. SECTION AND DETAIL NUMBERS ARE
COMBINED AND SEQUENTIAL ON EACH DRAWING.
** VERBAL SCALE IS SHOWN FOR CONVENIENCE. ALL DRAWINGS SHOULD BE CHECKED TO ENSURE
THAT THE SCALE BAR ITSELF IS SHOWN AT ACTUAL SIZE. DRAWINGS NOT PLOTTED AT THEIR
INTENDED SIZE (ARCH D 24" x 36") WILL NOT SCALE PROPERLY.
GENERAL CONSTRUCTION FOR STREETS
1. CONSTRUCTION INSPECTION OF WORK OR REPAIR TO SR 1521 WILL BE MADE BY THE
COUNTY AND VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THE CONTRACTOR
MUST NOTIFY THE DIVISION OF PROJECT MANAGEMENT (434.872-4501 EXT. 4) 48 HOURS IN
ADVANCE OF THE START OF CONSTRUCTION. CONTRACTOR MUST NOTIFY VDOT ONE (1)
WEEK IN ADVANCE OF ANY APPROVED COMPLETE CLOSURE OF TIMBERWOOD PARKWAY
(SR 1521) TO THROUGH TRAFFIC FOR ANY DURATION LASTING MORE THAN ONE (1) HOUR.
2. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC
RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL
DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A
NATURAL WATERCOURSE.
3. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE
END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL
GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE
COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS
REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT
TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO
SEVEN (7) FEET.
4. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH
SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY
ADHERED TO.
5. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL
FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING
AND PROPERTY NUMBERING ORDINANCE AND MANUAL.
6. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED
BY THE CONTRACTOR WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE,
THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS.
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PROJECT: 15615008.01
DATE: 7/2/2018
SHEET
C-1
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- / - - - - - - - - - - - - -
I u / \ TRIBUTARY TO
-a1o�
4go \ \ \ POWELL CREEK \ \ / / / / // / �� LI. EL 398.0
I.O. EL 397.9
a \ \ \ `
I //�
I RIPRAP DRAINAGE DITCH
02
- - - B-VALVE
{`_ (UNKNOWN SOURCE)
\ \ 54" DIA RCP CONDUIT
TMP 46133-A2
_ MH ` - FOREST LAKES COMMUNITY
- ASSOCIATION INC AND FOREST
LI. (24" DIA) EL 407.E _ EXISTING TREELINE
LI. (54" DIA) EL 399.2 . - LAKES ASSOCIATES - -
\ i - - D.B. 1209 P. 260 - - ' - ' i /
\ �:Me�_ 'II- --LO.EL399.2 _
LI. EL 418.9 _ _ _ _ _ _ \ _ _ _L MH #1 _ - - - - - - - -D_B. 1142 P. 535 PLAT - _ _ _ _ - PROPERTY LINE (TYP) _ - _ I.OEEL 4188.4
1.0.EL418.3 _ - �'- I.I. EL409.8 ----- - - -- ----_----- _ / /
\ - LO. EL 399.7 - - - - i / L-
430 \ \ \ - \ \ _ ' _-azo' - - TMP 46B3-A3
48" DIA RCP CONDUIT - _ _ - - FOREST LAKES COMMUNITY - - - - - - - I
- - _ MH #2 ASSOCIATION INC - - - - 10" DIA PVC SANITARY
' I.I. EL 425.0 _ 24" DIA RCP CONDUIT - I
VDOT ROW AS PER AGREEMENT FILE NO.7016 _ SEWER LINE \
- - - - - - - - - - - - - - - - 1- I.O. EL 412.6 - - -I MH #3 - - - DATED 12/13/2001 �a� - - - - - _ - ' - - - ' / / ,
yIl EL wp
\ - - - - - - - LIB - D.B. 3339 P. 096 BURIED TELEPHONE LINE -
-aao- ft - - LO. EL409.7� _ D.B. 1018 P.412 PLAT - - _ASPHALT PAVED /
a _ /\ \ \ -I I - - D.B. 2143 P. 615 PLAT
-aao- (TO BE ABANDONED AND PEDESTRIAN
10" DIA. DIP SANITARY - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - W /�
a0 \ -It - RELOCATED PRIOR TO � 'W
�\ _ - - - _ I - - - - - - - - -WALKWAY 5FT WIDE /
SEWER LINE � - � - - - - - - - - - - - - - - - - - � r - - - - - - - - - - - - - - CONSTRUCTION) � �� _ _ / ' ! L
_ - - - - _ _ _ _ _ - - - - _ _ _ - _ - BEGIN PROJECT BASELINE,
_ _ _ _ _ - - _ - - - 48" DIA RCP CONDUIT - - - - - - - - - - - - -�0 - - - - - - - _ - - - _ _ _ - - - - / ' / STATION=0+00.00
� � I r GUARDRAIL
/ END PROJECT BASELINE _ `, - - NORTHING=3929672.64
- - - - - _ -`- _ - = 0197
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- \
-STATION=7+00.00 i �ph0� _440�
/ FASTING 115 2.52
/\ L7 \J
' \ � NORTH ING=3930311.21 / - - - -
/ EASTING=11502259.29 -v3i
12" O HDPE V \ \ \\
UNDER ASPHALT PAVED12" Ri RCP LO. EL 442.0 3
PEDESTRIAN WALKWAY _ v
/ I.I. EL 444.6
I.O. EL 444.2 / " -
i
I.I. EL419.6 / / 3 A-
12"0 RCP I.O. EL443.7 I.O. EL419.6 /
> Q ✓ / STORM WATER STRUCTURE / T-6 INLET EL 446.4
10" DIA PVC
/ \ TMP 46B3-OB-7 I \ 3
HEN Y J. AND EUN JUN LEE \/ ti
D.B. 4680 P. 337
D.h. 1018 P. 403 PLAT
\ \ LOT 7
1 \ I 1
/ I
\ I
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SUSAN H. DIXgN: II
/ TRUSTEE ` N
/ D.B. P.
LOT �90 II
LOT 8 /
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/-B ---- --- 18 HDPE F zov_�
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-
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-
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I- - - - I - 24" DIA RCP CONDUIT - - - - - - - - ASPHALT PAVED
--- rl -- - - ------- - - - - -- ----- _ PEDESTRIAN
GUARDRAIL
AUXILIARY SPILLWAY INLET STRUCTURE _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - WALKWAY 41FT WIDE
/ CREST EL 427.1 _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - \ _ _ _ / \ TMP 4662-03-139
T-� / ' / ' / ' ' }�- -4 - - - - - - - - - \ \ ROBERT F. AND CONNIE I. SAUER
,ate - _ I I _ - - - NORMAL POOL _ \ \ w D.B. 1300 P. 205
PRINCIPAL SPILLWAY RISER - - - - - - LIMITS OF RESERVOIR - - - _ �\ \ \£ D.B. 993 P. 305 PLAT
- CREST EL 426.4
--=- -, \ \\ \\ \ \ I I.LEL419.5 \
TMP 46B3-A ROADWAY DRAINAGE _ \ \ 1.0. EL 419.5 \
FOREST LAKES STRUCTURED
COMMUNITY ASSOC. INC. - -
D.B. 1279 P. 001 \x/ f
D.B. 2143 P.614 //\' �
D.B. 531 P. 288 PLAT "o \
I I / D.B. 1018 P. 418 PLAT
I 1 I I \ \ \ \ TMP 46132-03-F \
\ \ / HOLLYMEAD �\
I I 1 1 I I HOLLYMEAD LAKE - \ //( CITIZENS
I I 1 1 1 NORMAL POOL EL 426.4 \ ASSOCIATION INC
I 1 1 1 l \ \ \ \ \ / D.B. 3342 P. 341
D.B. 640 P. 26
/o D.B.531 P.288 PLAT
I I I I \
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5+00
SURVEY CONTROL POINT TABLE
POINT NAME
NORTHING
EASTING
ELEVATION
DESCRIPTION
T-1
3929989.1230
11502089.9580
439.99
N/A
T-2
3929977.7120
11502132.1130
439.29
N/A
T-3
3929723.7140
11501970.0700
446.35
N/A
T-4
3930198.5960
11502142.1380
441.72
BRASS DISC
T-5
3929604.4530
11501954.9060
452.29
BRASS DISC
T-6
3930439.8900
11502241.1430
453.29
N/A
T-7
3930170.8900
11502203.6690
442.13
N/A
T-8
3930079.2220
11502374.9580
411.04
N/A
III I TIMBERWOOD PARKWAY (SR 1521)
11'02.jj"E 3+00 2+00 WATERLINE
BURIED ELECTRIC LINE DIA. UNKNOWN
EXISTING SITE PLAN AND PROJECT LAYOUT
1+00
SCALE: 1 "=30' a,
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PROJECT: 15615008.01
DATE: 7/2/2018
SHEET
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N:3929933.t3, _N:392W 53.98 a�
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39296 0.2
f/:1 j 502127.5
POSSIBLE TEMPORARY HAUL V PROTECT 54" DIA RCP - - _ _ 1 I / � , // � _ _ - - - - ~ � � / � � � � O
rn ROAD LOCATION. ACTUAL AT HAUL ROAD CROSSINGS / j LOCATIONS TO BE .I� y
a� COORDINATED WITH ENGINEER `
00 \ DURING APPLICABLE i /
aso✓ a SUBMITTAL REVIEW (TYP) - / �Mu 410 \ \\ - - = —410� _ _ _ - ' ' ■tip/�' �p
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NOTES:
1. THE LIMITS OF DISTURBANCE COMPRISE AN AREA OF 4.416 ACRES (192,356 SF)
2. THE ALLOWABLE CONTRACTOR STAGING AREA IS APPROXIMATELY 0.1 ACRES
AND IS GOVERNED BY TEMPORARY CONSTRUCTION EASEMENT. THE
CONTRACTOR IS RESPONSIBLE FOR LOCATING OFFSITE STAGING AREAS AND/OR
SEQUENCING CONSTRUCTION/DELIVERIES AS NEEDED.
3. CONTRACTOR RESPONSIBLE FOR MAINTAINING THE INTEGRITY OF THE EXISTING
DAM AND APPURTENANCES.
N 39300 -- -
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LIMITS OF DISTURBANCE AND STAGING AREA PLAN
SCALE: 1"=30'
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DATE: 7/2/2018
SHEET
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ago — — _ _
VDOT CLASS I RIPRAP
C9
` EXTEND 54" DIA RCP W/
- - _ TWO 6FT LENGTHS OF
NEW RCP
I
CAST -IN -PLACE CONCRETE
/ / OUTLET STRUCTURE / / / d / 1
z- I / / C-9 I / / Jx INSTALL NEW GUARDRAIL
<za_/
. \qZo` I rt 0 / / ,TERMINAL END SECTION (GR-9)
_
— — \ FILTEMBED EXISTING
DIAPHRAGM / / MH #4 REPLACE VALVE IN CONCRETE
/ M FILTER DIAPHRAGM
CORRESPONDING
INSTALL NEW GUARDRAIL _ REPLACE CORRESPONDING
_ _ _ — — — — SECTION OF 48" DIA RCP_ 11 C_13 _ - / / LIMITS OF
TERMINAL END SECTION (GR-9) � � �—_— ���� #1 SECTION OF 24" DIA RCP — -
- —420 / �� 420EXTENTS OF ACB
/
CLEARING AND
430 - _ - / / / GRUBBING /
RAISE/MODIFY EXISTING MANHOLE TO 1 _ _ - /
- \ MATCH SURROUNDING GRADE C-16 cn
\ _ - 3 - - FILTER DIAPHRAGM MH #2
I c) REPLACE -4 MH #3 430
CORRESPONDING
1\ REPLACED 2 LENGTHS OF 12" fd RCP ' ` SECTION OF 48" DIA RCP
�W /W/
�--05 440 /
— — — /
/�� \ CONSTRUCT WALKWAY CREST WALL
Ti
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— — —
MBERWOOD PARKWAY (SR 1521) - - i AFTER ACB INSTALLATION
/ I 1
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CREST WALL EW
I -
B-E VTZ
B„� _ 32 - - — — —
8'E / REPLACE PORTION OF - - - - - - - - — - - - - - - - - - - 440—
G W _ _ _ EXISTING WALKWAY - - - JI— - - - - - - - - - - - -
71 _ DUE TO DAMAGE - - - N - - - --
//ate _ - _ FROM CONSTRUCTION - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
\;. PLACESALVAGEDI2" / �� �_- _ _ -H — — —----- - - - - --—- - - - ---
0 PIPE ALIGN WITH � u0
—430— — \ I I
cn
D/S DRAINAGE DITCH ! :, 8.E / / / / / / / ' / / / l�Jl — — — — — — — — — — — — — — — — — — — — — — — — — — — — — —
/ \ .REPLACE PORTION OF
EXISTING WALKWAY—azo—
DUE TO DAMAGE _ - - - I I II I
1zj\ FROM CONSTRUCTION N / 1 / / / / - - CONSTRUCT REPLACEMENT -
PRINCIPAL SPILLWAY RISER_ C-17 - \
HOLLYMEAD LAKE
NORMAL POOL EL 426.4
NOTES:
1. REMOVE ONE SECTION OF RCP AT EACH FILTER DIAPHRAGM IN ORDER TO COMPACT FINE DRAINFILL AT EACH LOCATION.
REPLACE WITH NEW RCP OF SAME DIMENSIONS AS SECTION REMOVED DURING CONSTRUCTION OF EACH FILTER DIAPHRAGM.
2. BOTH LENGTHS (RISER TO MH #3 AND MH #3 TO MH #4) OF THE 24" DIAMETER PRINCIPAL SPILLWAY CONDUIT TO RECEIVE
CURE -IN -PLACE PIPE LINING AS PER SPECIFICATION SECTION 33 10 30.73 AFTER CONSTRUCTION OF THE FILTER DIAPHRAGM
UPSTREAM OF MH #4.
3. BOTH LENGTHS (INLET STRUCTURE TO MH #2 AND MH #2 TO MH #1) OF THE 48" DIAMETER AUXILIARY SPILLWAY CONDUIT AND
BOTH LENGTHS (MH #1 TO MH #4 AND MH #4 TO OUTLET) OF THE 54" DIAMETER CONDUIT TO RECEIVE EPDXY GROUT AT EACH
JOINT AFTER CONSTRUCTION OF THE FILTER DIAPHRAGMS UPSTREAM OF MH #1 AND MH #2. ENGINEER ESTIMATES THAT
APPROXIMATELY TWENTY-SEVEN (27) JOINTS SHALL BE TREATED.
4. CHEMICAL GROUTING TO BE PERFORMED AT MH #2 AND MH #1 AND IN PIPES DOWNSTREAM (20 LF) OF MH #2 AND MH #1 IN
ACCORDANCE WITH SPECIFICATION SECTION 33 01 34.16.
5. CONTROL OF WATER PROPOSED SEQUENCING:
a. CONSTRUCT PRINCIPAL RISER COFFERDAM (MIN TOP ELEVATION 428.3)
b. DEMOLISH EXISTING PRINCIPAL SPILLWAY RISER.
C. CONSTRUCT PROPOSED REPLACEMENT RISER.
d. CONSTRUCT FILTER DIAPHRAGM AND REPLACE RCP SECTION UPSTREAM OF MH #4.
e. CONSTRUCT CURE -IN -PLACE LINER IN PRINCIPAL SPILLWAY CONDUIT.
f. REMOVE PRINCIPAL RISER COFFERDAM.
g. CONSTRUCT AUXILIARY SPILLWAY INLET COFFERDAM (MIN TOP ELEVATION 427.3).
h. CONSTRUCT FILTER DIAPHRAGMS AND REPLACE RCP SECTIONS UPSTREAM OF MH # 1 AND MH #2.
i. PERFORM AUXILIARY CONDUIT REPAIRS (CHEMICAL GROUTING OF MH #1 AND MH #2 AND EPDXY GROUT AT RCP JOINTS).
j. REMOVE AUXILIARY SPILLWAY INLET COFFERDAM.
PROPOSED SITE PLAN
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REMOVE, SALVAGE, AND
REINSTALL GUARDRAIL AS
NEEDED (TYP.)
470
460 PROJECT BASELINE
450
440
430
420
410
400
390
0+00
470
460 PROJECT BASELINE
450
440 /
430
420
410
400
390
0+00
GL�I7
4> STA
FLOW
0+75 SECTION
T CLEAR ZONE FROM GUARDRAIL
RIGHT CREST WALL TOP EL 446.0
(HANDRAIL NOT SHOWN)
PEDESTRIAN WALKWAY
EXISTING GRADE
FINISH GRADE
1+00
STA 1 +00 SECTION
FLOW
T CLEAR ZONE FROM GUARDRAIL
PEDESTRIAN WALKWAY
\\ 1
ACB CREST
C-15
FINISH GRADE
EXISTING GRADE
ACB
ACB TOE
C-15
1+00
STA 1 +50 SECTION
FLOW
470
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3' CLEAR ZONE FROM GUARDRAIL
450
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440 u
3
430 �� 1
420 7A2
CB CREST C-15
410
400
390
0+00
NOTES:
1. A DISCONNECTED (OUT OF SERVICE) BURIED TELEPHONE LINE MAY BE ENCOUNTERED ON
THE DOWNSTREAM SLOPE IN THE AREA OF THE EXISTING WALKING PATH. PORTIONS OF
LINE THAT INTERFERE WITH THE CONTRACTORS WORK MAY BE REMOVED.
2. SEE SHEET C-14 FOR ACB LAYOUT RELATIVE TO PROJECT BASELINE.
3. SEE SHEET C-10 FOR CREST WALL LAYOUT RELATIVE TO PROJECT BASELINE.
/— FINISH GRADE
EXISTING GRADE
1+00
3
C-15 ACB TOE
470
460
450
440
430
420
410
400
390
2+00
470
460
450
440
430
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I
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3
430 1
420
ACB CREST 2
C-15 ACB
410--
--
400--
390
0+00
470
460
450
440
430
420
410
400
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380
470
460
450
440
430
420
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400
390
PROJECT BASELINE
STA 2+50 SE
FLOW
3' CLEAR ZONE FROM GUARDRAIL
PEDESTRIAN WALKWAY
1
ACB CREST
C-15
ACB
CTION
470
460
450
FINISH GRADE 440
EXISTING GRADE 430
420
410
ACB TOE 400
C-15
390
1+00 2+00
CTION
FINISH GRADE
— EXISTING GRADE
ACB TOE REDUCE RIPRAP IN
ACCORDANCE WITH FINAL GRADE
SHOWN IN PLAN. MAINTAIN 6"
TOPSOIL OVER RIPRAP.
0+00 1+00
STA 3+00 SECTION
FLOW
PROJECT BASELINE
T CLEAR ZONE FROM GUARDRAIL
I PEDESTRIAN WALKWAY
3
0+00
ACB CREST
C-15
GL�I7
FINISH GRADE
— EXISTING GRADE
54" DIA RCP
1+00
SCALE: 1"=20'
0 20' 40'
CONCRETE
OUTLET
STRUCTURE
_ VDOT CLASS
RIPRAP
3
ACB TOE C-15
470
460
450
440
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420
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380
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PROJECT BASELINE
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0+00
2
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1+00
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450
PEDESTRIAN WALKWAY
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430
420 ACB CREST
C-15
ACB
410
400
0+00
STA 5+00 SECTION
FLOW
470
460 T CLEAR ZONE FROM GUARDRAIL
PROJECT BASELINE LEFT CREST WALL TOP EL. 446.0
(HANDRAIL NOT SHOWN)
450 PEDESTRIAN WALKWAY
FINISH GRADE
440
430
420
410
0+00
SCALE: 1 "=20'
0 20' 40'
FINISH GRADE
— EXISTING GRADE
1+00
1+00
3
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EXISTING GRADE
470
460
450
440
430
420
410
1+50
ACB TOE 9
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380
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AUXILIARY SPILLWAY CONDUIT PROFILE
DRILL AND INJECT CHEMICAL GROUT
AT JOINTS.
EXISTING PROJECT BASELINE TIMBERWOOD PARKWAY
AUXILIARY
SPILLWAY FINISH GRADE
DRILL AND INJECT
EXISTING CHEMICAL GROUT MH DRILL AND INJECT
GRADE .,,,,.., #2 AND 54" DIA. RCP CHEMICAL GROUT
f 20LF D/S MH #1 AND 54" DIA.
0 NP EL 426.4 LJ I I I RCP 20LF D/S
48" 0 RCP FILTER DIAPHRAGM MH #4
UNDERCUT2FT
REPAIR JOINTS WITH 6,
EPDXY GROUT :/
(APPROX. 15 JOINTS) FILTER DIAPHRAGM
14 54" 0 RCP
-1+00
1� RCP LIFTING HOLES PATCHED WITH SIKA PLUG FAST
SETTING PORTLAND CEMENT WATER STOPPER AND
INJECTED WITH MOUNTAIN GROUT P.L.U.G.S.
QUICKDRAW POLYURETHANE GROUT (14 HOLES
REPAIRED)
FLOW
0+00
SCALE: 1 "=30'
0 30' 60'
1+00 REPAIR JOINTS WITH
L EPDXY GROUT
{APPROX-. 12 JOINTS)
PRINCIPAL SPILLWAY CONDUIT PROFILE
500
490
480
470
O PROJECT BASELINE
460
Q450--EXISTING
GRADE
W 440--
430 77
420
TIMBERWOOD PARKWAY
— FINISH GRADE
MH #3 (Cl
RAISE TO MATCH
FINISH GRADE
410 LJ
400 EXISTING 24" 0 RCP
SEAL WITH CURED -IN -PLACE LINER
390 FILTER DIAPHRAGM
380
0+00
SCALE: 1 "=30'
0 30' 60'
MH #4
2+00
rLl Fl 10'-01, 54" 0 RCP
1+00
NOTES:
1. A DISCONNECTED (OUT OF SERVICE) BURIED TELEPHONE LINE MAY BE ENCOUNTERED ON
THE DOWNSTREAM SLOPE IN THE AREA OF THE EXISTING WALKING PATH. PORTIONS OF
LINE THAT INTERFERE WITH THE CONTRACTORS WORK MAY BE REMOVED.
2. SEE SHEET C-14 FOR ACB LAYOUT RELATIVE TO PROJECT BASELINE.
3. SEE SHEET C-10 FOR CREST WALL LAYOUT RELATIVE TO PROJECT BASELINE.
2+00
REPAIR JOINTS WITH
EPDXY GROUT
500
490
480
470
460
450
440
430
420
410
400
390
380
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DATE: 7/2/2018
SHEET
C-6
N:3929934.82 � _N3929857.14 /
E:11502306.7 \ / / 1p
E:11502339.51 - - \ \ / -
\ / LIMITS OF CLEARING AND
ova-
CE
-GRUBBINGeva- O$O / N:392,96I61.11
LZ_E:11502k1.6l3
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LIMITS OF CLEARING AND - REMOVE RIP RAP DRAINAGE CHANNEL I I III / /'\ - - - - ' / / / / �`J� / / / / / M:392965�.29/ /
GRUBBING - - TO LIMITS OF CLEARING AND GRUBBING. E:1/502126.43
l
APPROXIMATE LIMITS OF'y
TOPSOILSTRIPPING/ / Nlo
'
MH / — 410 _410 — — — N
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/ - EXISTING TREELINE
40
pq — — — — ——
- - - EXISTING TREELINE - - - - - - - - - - - - - -
_ _ _ _ _ _ _ _
\ O PROTECT OR SALVAGE AND Mg - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ - - - - - - - - _ _ - - na°/ 9654
- - - - - _ - - - - _ _ N
/ r
/ ` REINSTALL EXISTING GUARDRAIL IN - - - - - - - - - - - - - - �430— - - - _ - - - _ - - _ - _ - / :�1501
\ \ - ACCORDANCE WITH VDOT 2016 r - - - ' '
LIMITS OF CLEARING AND \ \ - - - - - - ROAD AND BRIDGE SPECIFICATION - - -I - -aao— -fr - - _ - - - - -EXISTING BURIED - - - - REMOVE EXISTING PAVED - ' _ — 'W /w
\ N:393M99.76 \ SECTION 505 AS NEEDED _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ TELEPHONE LINE TO BE - _ - - - - " PEDESTRIAN WALKWAY WITHIN LOD _ e \� /
GRUBBING \ �:71502235�95 I �T - - - - - - - -Zj� W/ NEW VDOT APPROVED GR-9 _ 1 I- _ - - - _ _ - - - - RELOCATED (BY OTHERS) _ _ - - - APPROX. 850 LINEAR FT. ao
N:393029,6.0g - \ �� O _ - - - - - - - - - -INSTALLED ON EACH END T
_�--f:T1502267.34_---------- - -- - - -------------------- _ — - _------ EL
- -
- - 00 / - aao— '
_
' /9 \ \ \ / / - - _ - - I I TIMBERWOOD PARKWAY (SR 1521)
' N:3930350.31
E:11502260A9� cj`� / \ \ - ��= _ _ /6+ 5+00 4 I I 3+00 2+00 1+00 /
B-E� R-F ��E-�/R-F �E-�F W B-E B-E _
\ 3
- - / E B-E \ M -
/
PROTECT 120 RCP / $.E / �- - - - - - - - - - - - - - - - - - - - - - - - - - - --
------ - ----------------
- - - - - -- _ \ 1\—
REMOVE 12" 0 HDPE /
\ I I
TRASHRACK NOT
- _ - --- - - - - -H-------- - - - - -- ---
/ REMOVE APPROX. 25-FT LONG ' ' '/430 _0.T0 —430_ - - - - _ - -
\-f SECTION OF PEDESTRIAN / - - - - - - -- - ._ - _ - \ \ £ \ 1 I I I I I I
/ WALKWAY FOR CONSTRUCTION
/ ENTRANCE. _REMOVE EXISTING CONCRETE
ll
RISER STRUCTURE AND SECTION � \ \\ \ T I I \
_ o
OF 24" DIA RCP CONDUIT TO BE
/ CONNECTED TO NEW RISER. C-7
PROTECT PORTION OF RCP
/ I CONDUIT TO REMAIN.
1 I I I HOLLYMEADLAKE-
1 I NORMAL POOL EL 426.4
STRUCTURE REMOVAL AND CLEARING PLAN
SCALE: 1 "=30'
0 30' 60'
NOTES:
EL 426.4 _
REMOVE EXISTING CONCRETE 1. THE GEOMETRY AND DIMENSIONS OF THE EXISTING RISER WERE ESTIMATED FROM
RISER, TRASHRACK, AND FIRST
36" DIAMETER CYLINDRICAL RISER SLOPES TO
SITE PHOTOS. THIS STRUCTURE APPEARS TO BE SIMILAR TO THE "VDOT CAST IN
SECTION OF RCP CONDUIT
4FT BY 4FT SQUARE AT THE WEIR.
DOWNSTREAM OF RISER. PLACE STORM WATER MANAGEMENT DRAINAGE STRUCTURE" STANDARD DETAIL
SWM-1.
SAW CUT SECOND RCP PIPE
2. A DISCONNECTED OUT OF SERVICE BURIED TELEPHONE LINE MAY BE
REMOVE 24" DIA SECTION AT D/S EDGE OF ( )
RCP CONDUIT BELL. PROTECT ENCOUNTERED ON THE DOWNSTREAM SLOPE IN THE AREA OF THE EXISTING
CT REMAINING
_
A' - I A
4
WALKING PATH. PORTIONS OF LINE THAT INTERFERE WITH THE CONTRACTORS
CONDUIT TO ATTACHED
'
TO PROPOSED RISER. WORK MAY BE REMOVED.
3. CONTRACTOR TO GRUB STUMPS AND PROPERLY DISPOSE (OFFSITE) OF FELLED
TREES WITHIN LOD.
❑RRI
a a
a
d
UNKNOWN DEPTH
a
5'-4"
SECTION A -A
EXISTING RISER AND CONDUIT DEMOLITION DETAIL
SCALE: 1"=2'
0 2' 4'
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- - - - - - - - /// TEMPORARY COFFERDAM
I
- - - - - - _ _ \ \ \ 1 MIN EL 398.5 \ / - - - - - _ \ \ \ \ /j LOCATION APPROXIMATE
\ \ PROJECT BASELINE
Z 310 410� \ \ STA:2+64.66
2 OFFSET:166.39 \ \ / 1 PROVIDE TEMPORARY DIVERSION PIPE TO BE
DESIGNED BY CONTRACTOR.
\ \ - PROJECT BASELINE / I / /� J I (NUT USED)Al
/ \ 1 STA:2+80.54
OFFSET:150.51 / I I / / / OUTLET STRUCTURE EXCAVATION
BOTTOM EL. 394.5
PROTECT EXISTING 54" Ql
I RCP THROUGH EXCAVATION.
DEMOLISH AND REPLACE
\ I / MOST D/S SECTION OF RCP.
PROJECT BASELINE-
_STA:2+41.01
1 I
/ - \ \ \ / \ ` / OFFSET:163.56
ml
- - - _ - - n4 - PROJECT BASELINE430-
t-42o- 71 PROJECT BASELINE STA:2+66.11
- - - - _ _ - STA:2+76.33 - - _ - OFFSET:138.46
_ --- OFFSETA38.46--
LEFT SIDE CREST WALL BOTTOM OF - - - - 11- - - -Ir - - - - -
EXCAVATION VARIES FROM EL 439.0 - i r - _ _ - - - II - - - - - - - - - - - - - - - - - - - RIGHT SIDE CREST WALL BOTTOM OF _ _ _ - _ _ _ 'PROJECT BASELINE-
\ - _MH ` - - - - - - - EXCAVATION EL439.0 - - STA:0+80.13 ap0 /
TO 441.0 - - - _ _ _ 11 _ _ _ - - - PROTECT EXISTING _ _ _ _
\ \ \ ' 1 f - - - - _ _ OFFSET_29.50
10" DIA. DIP SANITARY SEWER LINE.' � -430- - VALVE AND CONDUIT I I - -430- - UNKNOWN SIZE
440` APPROX. ELEVATION OF 419.0. - - - - _ - - - - - - - - _ - - - _ _ - - - - - ( ) - - _ _ _PROJECT BASELINE - _ - _ /
\ \ -PROJECT BASELINE- - PROJECT BASELINE- - -� - - - - _ WITHIN LIMITS OF - - - - PROJECT BASELINE/ /w /
STA:4+70.46 STA:4+50.00 - - - - - - - � - - - - - EXCAVATION - _ - - - 00 aao _STA:0+65.33
-� _ _ _ _ _ __ _ _ ----- - _--- OFFSET:29.50
OFFSET:29.50. - - - - - - --OFFSET:29.50 _ - - - _ - _ OFFSET:30.80
PROJECT BASELINE \ �aao, - - - - - - - - - - - - - - - - - - - -I- - - - - - - - - - - - - - - - - - - ' �aa°-
STA:6+30.13 - - - - - I I _
OFFSET:-13.78 - - / - - 1 _ 4ao
_ / aao� PROJECT BASELINE �aao � _ 'PROJECT BASELINE I
STA:4+50.00 - - - - STA:0+64.85
TEMPORARILY REMOVE I
PROTECT EXISTING 12" 0 \ 1 / - OFFSET:24.50 I I TIMBERWOOD PARKWAY (SR 1521) - GUARDRAIL SECTIONS AS NEEDED OFFSET:25.32 / N
RCP CULVERT DURING -I I- \
CREST WALL EXCAVATION \ \ +00 5+00 _ 4 w I I 3+00 / 2+00 1 1+00 1 \
\ \ TEMPORARILY REMOVE PROJECT BASELINE
GUARDRAIL SECTIONS AS NEEDED _STA:4+69.80 PROJECT BASELINE - PROJECT BASELINE
B E - �� �_� �� �-� R-F STA:1+00.00 B E STA:0+79.91 I
- \ \ B- ,- _aao_ -��- - - -- - - _OFFSET:24.00 FFSET-
� / OFFSET:24.50 14O O '24.00
B- W _
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/ STA:6+28.96 / B' \� / _--�I--- -- __ _ ___ _ - _ mH
OFFSET:-18.13 ��� W ✓�� ' i _ _ ' _ - - - - - - - I- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
3 -� w rl-- -
_-
----------------------- ------------
-------------- - - - - -- _
i
az° --_APPROXIMATE LIMITS_ _- - - - - - - _
- DRAWN DOWN RESERVOIR
-- - - -- - - --
-
RISER STRUCTURE EXCAVATION
BOTTOM
TEMPORARY COFFERDAM 2
MINIMUM TOP EL 428.3 \
c-a
HOLLYMEAD LAKE
NORMAL POOL EL 426.4
TEMPORARY DRAWDOWN TO EL 420.3
\ \ \ I I 1 \ \ \ I \ $ FOR CONSTRUCTION BY CONTRACTOR F
1 \ I 1 I I I \ \ \ \ 1 1 �H
\ I I I I I I I \ 1 I I I
NOTES:
1. EXCAVATION REQUIRED FOR THE OUTLET STRUCTURE AND RISER
CUTOFF WALLS ARE NOT SHOWN FOR CLARITY.
2. EXCAVATION SHOWN FOR RISER AND OUTLET STRUCTURE INCLUDES
ONLY EXCAVATION NECESSARY FOR CONSTRUCTION OF THE
CONCRETE STRUCTURES. ADDITIONAL EXCAVATION MAY BE
REQUIRED TO PLACE SURROUNDING RIP RAP.
3. EXACT LOCATION OF THE RISER STRUCTURE AND EXCAVATION TO BE
DETERMINED BASED ON THE LOCATION OF THE EXISTING CONDUIT.
PROPOSED RISER TO BE CASTAROUND EXISTING CONDUIT AFTER
SAWCUT OF THE BELL OF THE PIPE ONE SECTION UPSTREAM OF
EXISTING RISER.
4. THE COFFERDAM SHOWN IS CONCEPTUAL. THE CONTRACTOR SHALL
BE RESPONSIBLE FOR DESIGNING THE MATERIALS AND LAYOUT OF
THE STRUCTURE AS PER THE REQUIREMENTS OF SPECIFICATION
SECTION 01 57 60. THE MINIMUM TOP ELEVATION OF 428.3
APPROXIMATES THE PEAK RESERVOIR ELEVATION RESULTING FROM
A STORM WITH A 5-YEAR RETURN PERIOD, ASSUMING THE
RESERVOIR HAS BEEN DRAWN DOWN TO ELEVATION 420.3 (6.1 FT
BELOW NORMAL POOL) PRIOR TO THE STORM EVENT.
5. THE POINTS PROVIDED IN EACH EXCAVATION SHOW THE LOCATIONS
OF THE EDGE OF FOOTER FOR THE PROPOSED CONCRETE
STRUCTURE.
CONCRETE STRUCTURE EXCAVATION PLAN
SCALE: 1"=30'
0 30' W.
EXISTING GRADE
o /
2 2
DRAWDOWN EL420.3
-MINEL418.3
EXCAVATION FOR
PROPOSED RISER
STRUCTURE
COFFERDAM SEE NOTE 4.
CONCEPTUAL TEMPORARY COFFERDAM SECTION
SCALE: 1 "=20'
0 20' 40'
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PROJECT: 15615008.01
DATE: 7/2/2018
SHEET
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Z I I I TRIBUTARY TO POWELL CREEK
I I I I APPROXIMATE NORMAL WATER EL 397.5 i
ItI I VDOT CLASS I RIPRAP
I I EXTEND UP BANKS TO EL 404 / /
FINISH GRADE
/452'-0"± / 116' BEND z
/ TOP OF FINE RIPRATO FOLLOW FINAL
\ AREA OT OF NON GROUOUTED TED RIPRAPBELOW
/ / / O O O� O DRAIN FILLft__��GIRADIP
CONTOURS AS
HOWN IN PLAN o
NEW 54" DIA RCP
INVERT EL 398.3
PIPE TO PROTRUDE 6"
FROM FACE OF WALL
DOWNSTREAM END
OF ACB SYSTEM
TOP OF WALL BREAK IN GRADE 32 -6y AREA OF GROUTED RIPRAP BELOW
116°' / 1FT OF NON -GROUTED RIPRAP
ADD TWO - 6FT LENGTHS \ ADJUST ACB TYPICAL TOE
OF 54" 0 RCP WEEPHOLE TOP OF WALL
BREAK IN GRADE DETAIL SHOWN ON C-15
EXISTING 54" Pd RCP \ BREAK IN / WITHIN SHADED REGION 3
DEMOLISH AND REPLACE / � GRADE BY REDUCING AMOUNT S-3 GALVANIZED METAL RAILING
ONE SECTION AT \ 8, 6„ \ OF RIP RAP. 6" TOP SOIL SEE DETAIL 7 THIS SHEET
DOWNSTREAM OUTLET \ 109° 135° / ABOVE RIPRAP TO FOR CONNECTION
REMAIN; EACH SIDE OF
OUTLET STRUCTURE. FINISH GRADE
/ \ FOOTER
TOP OF FINE
DRAIN FILL 2FT
BELOW ACB
10'-0" DRAIN FILL
/ 1 FT FINE DRAIN FILL
* BEHIND WALL. —
/ / ENCASE EXISTING VALVE IN CONCRETE EXTEND TO ACB TOE.
/ 8 INCH COVER ON ALL SIDES.
APPROX VALVE INVERT EL 397.3
IJ
FLOW
NOTES:
1. SEE SHEET S-2 FOR STRUCTURAL DETAILING OF OUTLET
STRUCTURE.
GROUTED RIPRAP
BELOW 1 FT OF
STANDARD RIPRAP
OUTLET STRUCTURE AREA - PLAN
METAL RAILING
EL
SCALE: 1 "=5'
0 5' 10,
FM
TOP OF FINE DRAIN FILL 2FT
BELOW ACB DRAIN FILL
135° BEND
Q 1 r CENTER 4" DIA
EL 400.6 3 WEEPHOLE ON WALL.
/ DRAIN INVERT EL 398.5.
/ SEE DETAIL 6 THIS SHEET.
NORMAL WS EL 397.5
EL 396.9
a a
VDOT CLASS I 1 d T77r
RIP RAP 1
4'-0" GEOTEXTILE
%1 .FORMED 1 FT FINE
ARTHFORMED-- DRAIN FILL
° ♦� 1'-6" CUTOFF
30 OUTLET STRUCTURE SECTION - RIGHT SIDEWALL
SCALE: 1 "=5'
0 5' 10,
1'GROUTED RIPRAP BELOW
I ( OF • -• • RIPRAP
EL 00
��..���•�r . RIP RAP
VDOT CLASS INORMAL WS EL 397.5
&&�_�EL �396.9 zz//::
GEOTEXTILEFORMED 4
1 FT FINE EARTHFORMED SEE DETAIL 9 THIS SHEET FOR PROFILE OF Zl
DRAIN FILL CUTOFF CUTOFF.
V-6"
2 OUTLET STRUCTURE SECTION - LEFT SIDEWALL
FLOW SCALE. 1 "=5'
0 5' 10,
GALVANIZED MET"' ^"" '"'^
EL 406.0 RIPRAP GR
AS SHOIA
F
1 FT FINE DRAIN
VARIES EL 397.0 TO 396.9
GEOTEXTILE
OUTLET STRUCTURE TYPICAL WALL SECTION
6"x12"x
VDOT NC
AGGREGA
1FT FINE DRAIN FILL
CONNECTION NOTES:
1. TERMINATE ACB MATS AT EDGE OF WALL
SCREW EYEBOLTS INTO THREADED
INSERTS.
2. THREAD #4 REBAR THROUGH ACB CABLE
LOOPS AND EYEBOLTS.
3. BACKFILL SPACE BETWEEN MAT AND WALL
WITH JOINT FILL CONCRETE TO z' BELOW
TOP OF MAT.
SCALE: 1 "=5'
(D_WA�E�EPEHOLE
DETAIL
SCALE: 1 "=2'
0 2' 4'
ACB JOINT INFILL
CONCRETE
WON
K12" S.S. SCREEN 11GA
WIRE, 4' MESH ATTACH
W/ S.S. SCREWS.
4" SCH 80 PVC
CONCRETE
WALL
li
4" DIA. THREADED S.S.
CONCRETE INSERT
CAST INTO WALL 12" O.C.
� CONCRETE WALL
ACB/WALL CONNECTION DETAIL
N.T.S.
T" DIA. THREADED S.S.
EYEBOLT W/ 4' I.D. EYE HOLE
#4 REBAR THREADED
THROUGH ACB CABLE LOOPS
AND EYEBOLTS.
VARIES 406.0 TO 400.6
OUTLET STRUCTURE WALL SECTION AT RIPRAP
SCALE: V=5'
0 5' 10,
VDOT RIPRAP
SEE TABLE BELO'"'^^
THICKNESS BY
GEOTE)
DOT NO. 57
STONE BEDDING
RIPRAP TYPE
RIPRAP THICKNESS
LOCATION
CLASS Al
1.8 FT
RISER AREA
CLASS 1
2.2 FT
OUTLET CHANNEL
8 RIPRAP DETAIL
N.T.S.
TOP OF SLAB
TOP OF1 CUTOFF 1
1 1
3'-6" 3 -2 4'-1 "
2'-8"
13'-2" 11'-4" — -
0 �ENDWALL PROFILE
N.T.S. - LOOKING UPSTREAM
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PROJECT BASELINE
STA:6+29.3
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EXISTING GRADE
(VARIES BY LOCATION)
VARIES 4.0' AND 6.0'
SEE WALL PROFILE
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t
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APPROX. 19FT BELOW
BOTTOM OF EXCAVATION
GALVANIZED
METAL RAILING
2 I
2
SUBGRADE TO BE
APPROVED BY ENGINEER
TYPICAL CREST WALL SECTION
SCALE: 1 "=2'
0 2' 4'
EXISTING GUARDRAIL TO BE PROTECTED OR
SALVAGED AND REINSTALLED IN
ACCORDANCE WITH VDOT 2016 ROAD AND
BRIDGE SPECIFICATION SECTION 505.
LEFT CREST WALL PLAN
ASPHALT WALKWAY (TYP.)
FINISH GRADE
(VARIES BY LOCATION)
LIMITS OF EXCAVATION
TIMBERWOOD PARKWAY
EDGE OF PAVEMENT
- - - - OFFSET:26.0
TIMBERWOOD PARKWAY
EDGE OF PAVEMENT
STA:0+80.0
OFFSET:26.0
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PROJECT BASELINE
STA:4+50.0
\AI
\-- STA:0+6P.0
_ OFFSET:27.3
3
EXISTING GUARDRAIL TO BE PROTECTED OR
SALVAGED AND REINSTALLED IN
ACCORDANCE WITH VDOT 2016 ROAD AND
BRIDGE SPECIFICATION SECTION 505.
/
I
RIGHT CREST WALL PLAN
NOTES:
1. BASELINE STATIONS AND OFFSETS PROVIDED IN PLAN INDICATE THE UPSTREAM EDGE
AT TOP OF WALL.
2. CREST WALL SHALL BE FOUNDED ON EXISTING SOIL SUBGRADES APPROVED BY THE
ENGINEER, UNLESS OTHERWISE NOTED.
3. CREST WALL RAILING NOT SHOWN IN PLAN VIEWS FOR CLARITY. SEE CREST PROFILE
C-11 FOR RAILING LOCATIONS.
4. SEE SHEET S-3 FOR STRUCTURAL DETAILING OF CREST WALLS
all
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_ TOP OF ACB
EL 439.0
FINISH GRADE
EL 441.0
BASELINE STA 6+29.3 r-- BASELINE STA 6+10.0
EXISTING GRADE
FINISH GRADE
DOWNSTREAM
FINISH GRADE EL 439.5
STA 2+00 TO STA 4+00
CREST PROFILE
SCALE: V=10'
0 10' 20'
z
0
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FINISH GRADE GALVANIZED BASELINE STA 4+70
UPSTREAM METAL
RAILING 150 BEND
— 84.0' 18.5' 1.01
EL 446.0
EXISTING GRADE
BASELINE STA 2+00
_ TOP OF ACB
EL 439.0
NOTES:
1. ACB SYSTEM DOWNSTREAM OF CREST WALLS NOT SHOWN FOR CLARITY.
2. ACB STONE BEDDING NOT SHOWN FOR CLARITY.
BASELINE STA 4+50
ACB OVERFLOW
SECTION. SEE
SHEET C-14 FOR
ACB LAYOUT
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/ —44
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1
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1 1 I1 1 1 1
NOTES
1. THE EXCAVATION REQUIRED FOR THE FILTER DIAPHRAGM IS NOT SHOWN FOR CLARITY.
2. SURPLUS EXCAVATED MATERIAL IS EXPECTED. SURPLUS MATERIAL TO BE HAULED OFF SITE AND BECOME
PROPERTY OF THE CONTRACTOR.
430
I
400
CAST -IN -PLACE
CONCRETE OUTLET
STRUCTURE
400
400 400
APRON EL 404.8 /
// ❑ APRON EL 404.8
MH #4
FILTER DIAPHRAGM
PIPE INVERT APPROX. EL 407.7
MH #1
FILTER DIAPHRAGM
PIPE INVERT APPROX. EL 410.0
fly
MH #2
11 MH #3
FILTER DIAPHRAGM
PIPE INVERT APPROX. EL 425.0
II
C-13
430
/ EXCAVATED SOFT MATERIAL AND
REPLACED WITH EARTHFILL (APPROX
15FT x 45FT x 2FT DEEP)
CONFIRM /
LOCATION/DEPTH OF I
EXISTING SEWER LINE
/
EXTENTS OF ACBS
(PROVIDED FOR REFERENCE)
/
j CAST -IN -PLACE
o _ -[CONCRETE CREST WALL
/ - , -I 1 - - - - - - - - N - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - -
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— — — — — — — -— — — — — — — — — — — — — —
-- --------------
- - - - - - - - - - - - -
HOLLYMEAD LAKE
NORMAL POOL EL 426.4 - \
KEY
730
ACB SUBGRADE PLAN
SCALE: V=30'
0 3060,
ACB SUBGRADE-
GRADE SHOWN ON PLAN
T PSOIL
.CB
ACB BEDDING
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FINE DRAIN FILL
PIPE BEDDING
FLOW
FINE DRAIN
FILL TO
SPRING LINE
MIN 4" UNDE
NEW RCP
PIPE DIAMETER VARIES AT EACH LOCATION
2 3
C-13 C-13
FINE DRAIN FILL
(MATERIAL REFERENCE SPEC SECTION 31 05 16
7— 3'-0" 7 PLACEMENT REFERENCE SPEC SECTION 31 23 23)
FILTER DIAPHRAGM ELEVATION
N.T.S.
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OUTER EXTENTS
OF RCP
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%RIES WITH DEPTH
OF EXCAVATION
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FILTER DIAPHRAGM ATMH#2AND —III—III, �Ii Ii11 ITCTi�
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CTYPICAL PIPE BED DETAIL
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NOTES:
1. ALL GEOTEXTILE INSTALLED ALONG THE SLOPE
RATHER THAN ACROSS THE EMBANKMENT.
I "
2. REFER TO CONTRACTOR'S APPROVED SHOP DRAWINGS
FOR ADDITIONAL ACB DETAILS.
PROJECT BASELINE / / - / PROJECT BASELINE / / / �� / /PROJECT BASELINE
\ - I - / STA:1+00.0
v / / STA:2+72.7 I I OFFSE49.0 / - /
� / � - OFFSET:149.9 /
9" THICK CAST -IN -PLACE CONCRETE 2 i OFFSET:157.0 OFFSET:157.0 / /
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- - �OFFSET:150.0 / ___-----' OFFSET:150.3 / / / /
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STA:2+56.1 OFFSET:149.9
PROJECT BASELINE OFFSETA49.9
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_ OFFSETA50.0 �_ / OFFSET:129.9 12.51
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STA:4+00.0 STA:2+00.0 PROJECT BASELINE s W- W
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\ - - - - c - - PROJECT BASELINE % STA:4+50.0 CE_ _ - CREST WALL
STA:4+74.0 - - OFFSET:26.5 - -
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WIDTH VARIES SPECIFICATIONS SECTION 505. OF ACB SYSTEM (2" SM-9.5 ASPHALT OVER
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THE FINAL GRADE SHOWN ON SHEET ###. F p
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0 2' 4'
3FT BY 3FT FLUSH MOUNT
LIGHT DUTY ALUMINUM
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SECTION A -A
SECTION B-B
NOTES:
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APPROVED BY THE ENGINEER, UNLESS OTHERWISE NOTED.
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NOTES:
1. THE LIMITS SHOWN ABOVE ARE THE REQUIRED MILL AND OVERLAY EXTENTS. ADDITIONAL MILLING,
OVERLAYING, AND FULL DEPTH PAVEMENT REPAIRS MAY BE NECESSARY TO RESTORE TIMBERWOOD PARKWAY
TO PRE -CONSTRUCTION CONDITIONS AS PER SPECIFICATION SECTION 02 0100 "MAINTENANCE OF EXISTING
CONDITIONS". ADDITIONAL REPAIRS OUTSIDE THESE LIMITS WILL BE AT THE CONTRACTOR'S EXPENSE.
2. THE MILL AND OVERLAY SHOWN ON THIS PLAN SHALL TAKE PLACE AFTER ALL OTHER HEAVY CONSTRUCTION
ACTIVITIES HAVE CONCLUDED.
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FLOW
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RISER STEP
_ INSTALLED ON RIGHT
SIDE OF CONDUIT
PENETRATION
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4 RISER SECTION - TOP
SCALE: 1/2"=1'0"
0 2' 4'
NOTES:
1. SEE SHEET S-3 FOR WATERSTOP AND JOINT DETAILS.
L\ NOTES: REFER TO CONTRACTOR'S APPROVED SHOP
DRAWINGS FOR ADDITIONAL STRUCTURAL DETAILS.
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FLOW
#4@12" E.F. 6" WIDE STAINLESS STEEL
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SHEET S-3 DETAIL 7
5 TYPICAL WALL SECTION
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2. WALL DIMENSIONS TAKEN ALONG FRONT FACE.
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2. SEE DETAIL 7 THIS SHEET FOR JOINT AT BASE OF WALL.
3. STATIONS REFERENCE PROJECT BASELINE, AND ARE
NOT ALIGNED WITH WALL.
CREST WALL STATION 6+10 TO 6+29
SCALE: 1/2"=1'0"
0 2' 4'
NOTE:
COMPRESSIBLE MATERIAL IN
DOWEL CLIP SHALL BE AT TOP
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2'-0" LONG 3/4' SQ GALV STEEL
DOWEL (GRADE 40 MIN) @ 12" O.0
WITH DOWEL CLIP PLACED
PARALLEL TO TOP OF SLAB.
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VERTICAL CONTRACTION JOINT IN WALLS
MINIMUM REINF. BAR
DEVELOPMENT LENGTH
(IN)
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SIZE
TOP
OTHER
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42
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51
SCALE: 3/4"=1'0"
0 1' 2'
MINIMUM REINF. BAR LAP
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SIZE
TOP
OTHER
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16
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19
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23
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** SIDE COVER MUST BE > 2.5"
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1. TABULATED VALUES ARE BASED ON UNCOATED GRADE 60 REBAR AND CONCRETE WITH fc=4500 PSI AND 2.5" COVER.
2. TENSION DEVELOPMENT LENGTHS AND TENSION LAP SPLICE LENGTHS ARE CALCULATED IN ACCORDANCE WITH ACI 12.2.3 AND 12.15,
RESPECTIVELY.
3. LAP SPLICE LENGTHS ARE MULTIPLES OF TENSION DEVELOPMENT LENGTHS; CLASS A=1.0*Id AND CLASS B=1.3*Id (ACI 12.15.1).
4. BAR CENTER -TO -CENTER SPACING WAS ASSUMED TO BE GREATER THAN TWICE THE CONCRETE COVER PLUS ONE BAR DIAMETER,
SO THAT "c" WAS GOVERNED BY CONCRETE COVER RATHER THAN BY BAR SPACING. THEREFORE TABULATED VALUES ARE NOT
APPLICABLE FOR CENTER -TO -CENTER BAR SPACING LESS THAN 6".
5. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 INCHES OF CONCRETE CAST BELOW THE BARS.
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KEY SLAB INTO WALI
(KEY HEIGHT = 2Y2"
GALVANIZED METAL RAILING
(REFERENCE SPECIFICATION
SECTION 05 52 00)
TYPICAL HANDRAIL DETAIL
SCALE: 1/2"=1'0"
0 2' 4
3ROUT AT BASE
WALL
CARRY ALL
VERTICAL STEEL
THROUGH JOINT
1" CLEAR MIN BETWEEN
WATERSTOP AND STEEL
JOINT BETWEEN WALL AND SLAB/FOOTING
SCALE: 3/4"=1'0"
0 1' 2'
GENERAL CONCRETE NOTES:
1. ALL STRUCTURAL CONCRETE SHALL BE fc=4500 PSI. ALL CONCRETE SHALL ALSO BE AIR ENTRAINED (4.5 TO 7.5%) AND HAVE A MAXIMUM SLUMP
OF 5 INCHES WITHOUT WATER REDUCING ADMIXTURE AND 6.5 INCHES MAXIMUM WITH WATER REDUCING ADMIXTURE.
2. CONCRETE SHALL BE PREPARED, PLACED, AND CURED IN ACCORDANCE WITH THE REQUIREMENTS ADOPTED BY THE AMERICAN CONCRETE
INSTITUTE (ACI) AND LOCAL CODES.
3. MAINTAIN MINIMUM CONCRETE COVER AROUND REINFORCING STEEL AS FOLLOWS, UNLESS OTHERWISE INDICATED ON THE DRAWINGS:
WALLS EXPOSED TO WEATHER OR BACKFILL - 2 INCHES
WALLS CONTINUALLY EXPOSED TO WATER - 2.5 INCHES
FOOTINGS AND CONCRETE FORMED AGAINST EARTH - 3 INCHES
4. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL BARS CONFORMING TO ASTM 615,60 KSI YIELD GRADE.
5. IF GALVANIZED CHANNELS AND STUDS ARE SELECTED, THEY SHALL NOT BE IN CONTACT WITH PLAIN REINFORCING. IF UNAVOIDABLE, COAT
CHANNEL AND STUD WITH ASPHALTIC PAINT.
6. REINFORCING STEEL SPLICES NOT SHOWN ON THESE DRAWINGS SHALL BE SHOWN ON THE SHOP DRAWINGS AND APPROVED BY THE ENGINEER
IN ACCORDANCE WITH THE SPECIFICATIONS. LOCATE SPLICES AT POINT OF MINIMUM STRESS.
7. CHAMFER ALL EXPOSED EDGES, HORIZONTAL, TOP, AND VERTICAL JOINTS IN WALLS 3/4" UNLESS INDICATED ON THE DRAWINGS.
8. PROVIDE CONSTRUCTION, CONTRACTION, AND EXPANSION JOINTS AS INDICATED ON THE DRAWINGS, OR AS DIRECTED BY THE ENGINEER.
CONTRACTION JOINTS HAVE NO REINFORCING THROUGH THE JOINTS AND THE CONCRETE SURFACES ARE UNBONDED. 7" WATERSTOPS ARE
REQUIRED ON ALL CONTRACTION AND CONSTRUCTION JOINTS. ONLY STRAIGHT BUTT SPLICES MAY BE PERFORMED IN THE FIELD. ALL OTHER
SPLICES SHALL BE FACTORY MADE.
9. END VERTICAL WATERSTOP 3" FROM TOP OF WALLS.
10. WATERSTOP SHALL EXTEND FROM SLAB INTO WALLS. MINIMUM RADIUS OF BEND AROUND CORNERS SHALL BE 9"
11. THE FOLLOWING ABBREVIATIONS APPLY
"BF"=BACKFILL FACE "CST JT"=CONSTRUCTION JOINT
"FF"=FRONT (EXPOSED) FACE "CTN JT"=CONTRACTION JOINT
"EF"=EACH FACE "CTL JT"=CONTROL JOINT
"T+B"=TOP AND BOTTOM
POLYURETHANE SEALANT
PRIMER
BOND BREAK TAPE
BEVEL
EDGES
1„
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2
JOINT
JOINT SEALANT DETAIL - (BACKFILL FACE'
SCALE: 6"=1'0"
0 2" 4"
BEVEL
JOINT SEALANT DETAIL - (EXPOSED AND TOP FACE'
ENTIRE FACE
PAINTED WITH
BITUMINOUS PAINT
WATERSTOP
SCALE: 6"=1'0"
0 2" 4"
JOINT SEALANT SEE
DETAIL 5 THIS SHEET
DO NOT CARRY
HORIZONTAL STEEL
THROUGH JOINT.
NOTE:
COMPRESSIBLE MATERIAL IN
DOWEL CLIP SHALL BE AT
SIDES OF BAR.
2'-0" LONG %" SQ GALV STEEL
DOWEL (GRADE 40 MIN) @ 12" O.0
WITH DOWEL CLIP PLACED
PARALLEL TO TOP OF SLAB.
PROVIDE CONTINUOUS SUPPORT
FOR DOWELS TO MAINTAIN
PARALLEL ALIGNMENT.
CONTRACTION JOINT IN SLAB
SCALE: 3/4"=1'0"
0 1' 2'
VERTICAL BARS NOT
,eNn1A/N FOR CLARITY
WALL CORNER DETAIL - PLAN
SCALE: 3/4"=1'0"
0 1' 2'
/1�, NOTES: REFER TO CONTRACTOR'S APPROVED SHOP
DRAWINGS FOR ADDITIONAL STRUCTURAL DETAILS.
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PROJECT: 15615008.01
DATE: 7/2/2018
SHEET
S-3
Erosion &Sediment Control Narrative
SITE LOCATION:
THIS PROJECT IS LOCATED ALONG TIMBERWOOD PARKWAY (SR 1521) NEAR THE INTERSECTION OF SHADY
BROOK TRAIL IN THE COUNTY OF ALBEMARLE, VIRGINIA. THE PROJECT IS LOCATED WITHIN A WATER
PROTECTION ORDINANCE (WPO) 100-FT STREAM BUFFER. THE IMPACTS TO THE FORESTED STREAM BUFFER,
DUE TO CONSTRUCTION ACTIVITIES IS APPROXIMATELY 16,620 SF.
PROJECT DESCRIPTION:
THIS PROJECT WILL INVOLVE IMPROVEMENTS TO THE HOLLYMEAD DAM AND SPILLWAY INCLUDING REMOVAL
AND REPLACEMENT OF THE PRINCIPAL SPILLWAY RISER, INSTALLING ARTICULATED CONCRETE BLOCK (ACB)
REINFORCEMENT TO THE DOWNSTREAM SPILLWAY SLOPE, AND CONSTRUCTING NEW OUTLET STRUCTURE.
APPROXIMATELY 4.4 ACRES WILL BE DISTURBED BY EXCAVATION, GRADING OR OTHER CONSTRUCTION
ACTIVITIES.
EXISTING SITE CONDITIONS: TIMBERWOOD PARKWAY IS A 2-LANE RURAL ROADWAY WITH A POSTED SPEED OF
25 MPH. LANES ARE APPROXIMATELY 12' IN WIDTH WITH 7' SHOULDERS. STORMWATER RUNOFF IS PRIMARILY
SHEET FLOW.
ADJACENT PROPERTIES:
THE PROPERTIES ADJACENT TO THE PROJECT ARE RURAL IN NATURE WITH WALKING TRAILS. ALL WORK WILL
BE DONE WITHIN THE EXISTING OR PROPOSED RIGHT OF WAY AND/OR EASEMENTS.
OFF -SITE AREAS: ALL SOILS IMPORTED OR EXPORTED WILL BE TO A PERMITTED SITE. CONTRACTOR IS
RESPONSIBLE FOR COORDINATION OFF -SITE BORROW / WASTE SITE REVIEW AND APPROVAL WITH ALBEMARLE
COUNTY, ENGINEERING DIVISION, PRIOR TO OFF -SITE BORROW OR WASTE SITE LAND DISTURBANCE ACTIVITY.
SOILS: THE NRCS WEB SOIL SURVEY INDICATES PRIMARILY THE FOLLOWING
27B ELIOAK LOAM - GRAVELLY FINE SANDY LOAM,
2 TO 7 PERCENT SLOPES; HYDROLOGIC SOIL GROUP B
34C GLENELG LOAM - SILTY CLAY LOAM,
7 TO 15 PERCENT SLOPES; HYDROLOGIC SOIL GROUP B
39D HAZEL LOAM - CHANNERY LOAM, SILT LOAM,
15 TO 25 PERCENT SLOPES; HYDROLOGIC SOIL GROUP B
95 WEHADKEE SILT LOAM - SILT LOAM, SILTY CLAY LOAM,
VERY FINE SANDY LOAM; HYDROLOGIC SOIL GROUP B/D
CRITICAL EROSION AREAS:
DUE TO THE LIMITED AMOUNT OF SLOPE, THE STABILZED SURROUNDING AREA AND SOIL CHARACTERISTICS
THERE ARE NO CRITICAL EROSION AREAS. EARLY ESTABLISHMENT AND PROPER MAINTENANCE OF PERIMETER
CONTROLS WILL PROVIDE STRONG SEDIMENTATION CONTROL. DELIBERATE ATTENTION TO STABILIZATION
AND MAINTENANCE OF DITCHES AND FILL SLOPES IS REQUIRED TO CONTROL OFF -SITE EROSION FOR THIS
PROJECT.
EROSION AND SEDIMENT CONTROL MEASURES:
UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL
PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND
SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (latest edition). ALL
NECESSARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE IN PLACE PRIOR TO BEGINNING
CONSTRUCTION.
STRUCTURAL PRACTICES:
1.TEMPORARY STONE CONSTRUCTION ENTRANCE - 3.02
TEMPORARY CONSTRUCTION ENTRANCES, WITH A WASH RACK, SHALL BE INSTALLED WHERE
THE HAUL ROAD INTERSECTS WITH TIMBERWOOD PARKWAY.
2.TEMPORARY SILT FENCE - 3.05
SILT FENCE WILL BE INSTALLED DOWN -GRADIENT OF ALL FILLS AND WORK AREAS. WIRE -
BACKED SILT FENCE WILL BE INSTALLED ALONG THE EASTERN SIDE OF THE PROJECT, DOWN -
GRADIENT OF THE STEEP SLOPE WORK. SILT FENCE WILL BE INSTALLED IN LESS CRITICAL
AREAS, AS INDICATED ON THE PLANS.
33EMPORARY INLET PROTECTION - 3.07
ALL EXISTING STORM SEWER INLETS SHALL BE PROTECTED DURING CONSTRUCTION.
SEDIMENT -LADEN WATER SHALL BE FILTERED BEFORE ENTERING THE STORM SEWER
I N LETS.
4.DIVERSION DIKE - 3.09
DIVERSION DIKES WILL BE USED TO CONVEY SEDIMENT -LADEN RUNOFF TO THE TEMPORARY
SEDIMENT TRAPS, AS INDICATED ON THE PLANS. DIVERSION DIKES SHALL BE STABILIZED
IMMEDIATELY FOLLOWING INSTALLATION WITH TEMPORARY OR PERMANENT VEGETATION
TO PREVENT EROSION OF THE DIKES.
53EMPORARY SEDIMENT TRAP - 3.13
SEDIMENT TRAPS ARE THE PRIMARY STEP IN TREATING SEDIMENT -LADEN WATER ON SITE.
ALONG WITH OTHER PERIMETER CONTROL, THE SEDIMENT TRAPS SHALL BE CONSTRUCTED
AND MADE FUNCTIONAL PRIOR TO ANY UPSLOPE LAND DISTURBANCE ACTIVITIES. SEE PLANS.
6.ROCK CHECK DAMS - 3.20
A ROCK CHECK DAM SHALL BE PLACED AT THE DOWN STREAM END OF THE PROPOSED DITCH
ON THE NORTHERN EDGE OF THE PROJECT SITE, AS SHOWN IN PLANS.
7.DEWATERING STRUCTURE - 3.26
DEWATERING STRUCTURES ARE TO BE USED TO FILTER ANY SEDIMENT -LADEN WATER THAT
IS PUMPED FROM THE CONSTRUCTION SITE PRIOR TO DISCHARGING OFF -SITE. SEE PLANS
FOR POTENTIAL LOCATIONS OF DEWATERING STRUCTURES.
SEQUENCE OF CONSTRUCTION:
THE FIRST STEP IN THE TWO PHASE EROSION AND SEDIMENT CONTROL PROGRAM IS TO INSTALL ALL
PERIMETER CONTROLS. ALL PERIMETER CONTROLS SHALL BE IN PLACE PRIOR TO ANY EXCAVATION.
THE EROSION AND SEDIMENT CONTROL PROGRAM SHALL:
1. STAKE LIMITS OF DISTURBANCE AND HOLD PRE -CONSTRUCTION MEETING.
2. PROVIDE MINIMUM GRADING TO ALLOW PHASE I INSTALLATION.
3. INSTALL PERIMETER CONTROLS AS SHOWN IN PLAN, TO INCLUDE SILT FENCE, INLET PROTECTION
DIVERSION DIKES AND SEDIMENT TRAPS.
4. INSTALL TREE PROTECTION AS NEEDED WITHIN THE LOD. CONTRACTOR IS PROHIBITED FROM ANY
TREE TAKE BEYOND THE LOD.
5. INSTALL PERMANENT RIPRAP DITCH AND CHECK DAM ON NORTHERN SIDE OF SITE TO PERMANENTLY
DIVERT OFFSITE DISCHARGE TO DOWNSTREAM CHANNEL, AS SHOWN IN PLAN PRIOR.
6. BEGIN CLEARING AND GRUBBING AND STRIPPING SITE UPON INSTALLATION OF PERIMETER CONTROLS.
7. CONSTRUCT TEMPORARY COFFERDAM AT EXISTING PRINCIPAL SPILLWAY. CONTRACTOR IS REQUIRED
TO PROVIDE 72-HOUR NOTIFICATION TO THE COUNTY PRIOR TO COMMENCEMENT OF LAKE DRAW DOWN.
8. PROCEED WITH CONSTRUCTION PER WORK SEQUENCE SHOWN IN SPECIFICATIONS.
9. DURING EXCAVATION ACTIVITIES ENSURE ALL CONSTRUCTION DRAINAGE IS DISCHARGING TO THE
SEDIMENT TRAPS. ANY WATER THAT MUST BE PUMPED FROM THE SITE, SHALL BE DISCHARGED
THROUGH A DEWATERING STRUCTURE.
10. GRADE DOWNSTREAM EMBANKMENT DISPOSE OF SURPLUS SOIL AT AN OFF -SITE DISPOSAL AREA (TO BE
IDENTIFIED BY THE CONTRACTOR).
11. INSTALL ACB SYSTEM ON DOWNSTREAM EMBANKMENT SLOPE AND TOE AREA.
12. SPREAD TOP SOIL, AND PERMANENTLY SEED AND MULCH ALL DENUDED AREAS.
13, MILL AND REPAVE PORTION OF TIMBERWOOD PARKWAY AND RESTORE PAVED PEDESTRIAN WALKWAY
ON DOWNSTREAM EDGE OF CREST.
14. CLEAN SITE OF ALL TRASH AND DEBRIS.
15. ONCE ALL AREAS ARE STABILIZED TO THE SATISFACTION OF THE ALBEMARLE COUNTY INSPECTOR THE
CONTRACTOR SHALL REMOVE ALL PERIMETER CONTROLS.
ALL EROSION AND SEDIMENT CONTROL MEASURE MUST REMAIN IN PLACE AND CANNOT BE REMOVED
WITHOUT THE APPROVAL OF THE EROSION CONTROL INSPECTOR OR THE ALBEMARLE COUNTY
ENVIRONMENTAL ENGINEERING INSPECTOR.
MAINTENANCE:
IN GENERAL, THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER
EACH RUNOFF -PRODUCING RAINFALL EVENT PER SWPPP INSPECTION FREQUENCY. ANY NECESSARY REPAIRS
OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE
IMMEDIATELY. THE FOLLOWING ITEMS WILL BE CHECKED IN PARTICULAR:
1. THE SEDIMENT TRAPS SHALL BE CHECKED REGULARLY FOR SEDIMENT CLEANOUT. AT A MINIMUM, THE
TRAPS SHALL BE CLEANED OUT WHEN THEY ARE HALF FULL OF SEDIMENT.
2. SEEDED AREAS WILL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS
SHOULD BE FERTILIZED AND RESEEDED AS NEEDED.
($RICH
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ARD 0. DAMERON
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-jo Lie. No. 018153
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O Dameron Date: 2018.06.29
13:45:11-04'00'
(JMT RVA), Virginia
Water Resources
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EROSION & SEDIMENT CONTROL PROGRAM:
PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN (7)
VEGETATIVE PRACTICES:
DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL
STORMWATER POLLUTION PREVENTION PLAN (SWPPP):
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SEE SWPPP DOCUMENT FOR CONSTRUCTION POLLUTION PREVENTION REQUIREMENTS.
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BE APPLIED WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY NOT BEAT FINAL GRADE BUT WILL REMAIN
1.TOPSOILING - 3.30
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DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO
TOP SOIL WILL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILES FOR LATER
CONTRACTOR IS RESPONSIBLE FOR MEETING ALL MONITORING, INSPECTION,
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AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR.
USE. STOCKPILE LOCATIONS SHALL BE STABILIZED WITH TEMPORARY VEGETATION.
COMPLIANCE, AND ESC MAINTENANCE REQUIREMENTS SPECIFIED IN THE SWPPP,
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INCLUDING PERIODIC UPDATE OF THE SWPPP EXHIBIT.
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DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES SHALL BE STABILIZED AND PROTECTED WITH
2.TEMPORARY SEEDING - 3.31
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EMERGENCY RESPONSE AND REPORTING PRACTICES:
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SEDIMENT TRAPPING MEASURES. THE SITE SUPERINTENDENT IS RESPONSIBLE FOR THE TEMPORARY
TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN (7) DAYS TO DENUDED
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PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS KEEPING PUBLIC
AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER
IN THE EVENT OF THE RELEASE OF CONTAMINANTS TO LAKE HOLLYMEAD
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STREETS IN A MUD AND DUST -FREE CONDITION.
THAN 30 DAYS. SEE GENERAL NOTES ON ES-2 FOR TEMPORARY SEEDING MIX.
OR DOWNSTREAM TRIBUTARY, A REPORTABLE INCIDENT OR LARGE STORM
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EVENT, THE CONTRACTOR SHALL REPORT TO THE FOLLOWING:
A PRECONSTRUCTION MEETING SHALL BE HELD PRIOR TO COMMENCING
ANY CONSTRUCTION ACTIVITIES. PRECONSTRUCTION MEETING WILL
BE HELD AT THE FOLLOWING LOCATION:
COUNTY OFFICE BUILDING
401 McINTIRE ROAD
CHARLOTTESVILLE, VA
3.PERMANENT SEEDING - 3.32
PERMANENT SOIL STABILIZATION SHALL BE APPLIED ON DENUDED AREAS THAT WILL NOT
BE BROUGHT TO FINAL GRADE FOR A YEAR OR MORE OR WHERE PERMANENT, LONG-LIVED,
VEGETATIVE COVER IS NEEDED ON FINE -GRADED AREAS. SEE GENERAL NOTES ON ES-2 FOR
PERMANENT SEEDING MIX.
4.MULCH - 3.35
MULCH (STRAW OR FIBER) WILL BE USED ON RELATIVELY FLAT AREAS AND WILL BE APPLIED
AS A SECOND STEP IN THE SEEDING OPERATION.
5.SOIL STABILIZATION BLANKETS/MATTING - 3.36
MULCH OR EROSION CONTROL BLANKETS WILL BE INSTALLED OVER FILL SLOPES WHICH
HAVE BEEN BROUGHT TO FINAL GRADE AND HAVE BEEN SEEDED TO PROTECT THE SLOPES
FROM RILL AND GULLY EROSION AND TO ALLOW SEED TO GERMINATE PROPERLY.
VIRGINIA DEQ - VALLEY REGIONAL OFFICE - 540-574-7800 (NORMAL BUSINESS HOURS)
VIRGINIA DEPARTMENT OF EMERGENCY MANAGEMENT 804-674-2400 (24-HOURS)
SEE SWPPP DOCUMENT FOR FURTHER REQUIREMENTS.
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PROJECT: 15615008.01
DATE: 6/28/2018
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Lie. No. 018153
�SSI ON A L ECG\
Richard O Dameron Date: 2018.06.29
13:49:18-04'00'
(JMT RVA), Virginia
1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION Water Resources
CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK This Erosion & Sediment Control Plan is consistent with the following Minimum Standards:
PRIOR TO THE FINAL INSPECTION.
2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO
MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL
HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS.
3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN
CLEARING.
4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT
ALL TIMES.
5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS
(INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A
SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING
AUTHORITY.
6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES
NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY.
7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING
LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED.
8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE.
9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF
PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE
EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY.
10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA.
11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT
MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS.
12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING
ORDINANCE SECTION 5.1.28.
13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF
ALBEMARLE.
14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO
THE HOURS OF 7:OOAM TO 9:OOPM.
MS-1: Permanent or temporary soil stabilization shall be applied to denuded areas within
seven days after final grade is reached on any portion of the site.
MS-2: During construction of the project, soil stock piles and borrow areas shall be stabilized
or protected with sediment trapping measures.
MS-3: A permanent vegetative cover shall be established on denuded areas not otherwise
permanently stabilized.
MS-4: Sediment basins and traps, perimeter dikes, sediment barriers and other measures
intended to trap sediment shall be constructed as a first step in any land -disturbing
activity and shall be made functional before upslope land disturbance takes place.
MS-5: Stabilization measures shall be applied to earthen structures such as dams, dikes and
diversions immediately after installation.
MS-6: Sediment traps and sediment basins shall be designed and constructed based upon the
total drainage area to be served by the trap or basin. m
MS-7: Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. w 0
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MS-8: Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate 0
temporary or permanent channel, flume or slope drain structure.
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MS-9: Whenever water seeps from a slope face, adequate drainage or other protection shall be 3 0
provided.
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MS-10: All storm sewer inlets that are made operable during construction shall be protected so that
sediment -laden water cannot enter the conveyance system without first being filtered or
otherwise treated to remove sediment.
MS-11: Before newly constructed stormwater conveyance channels or pipes are made operational,
adequate outlet protection and any required temporary or permanent channel lining shall be
installed in both the conveyance channel and receiving channel.
MS-12: When work in alive watercourse is performed, precautions shall betaken to minimize
encroachment, control sediment transport and stabilize the work area to the greatest extent
possible during construction.
MS-13: When alive watercourse must be crossed by construction vehicles more than twice in any
six-month period, a temporary vehicular stream crossing constructed of nonerodible material
shall be provided.
15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS SUPPORT, IN
ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, MS-14: All applicable federal, state and local requirements pertaining to working in or crossing live
AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. watercourses shall be met.
16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT
STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES BY THIS PLAN
REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY.
17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE
75LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST OF A 50/50 MIX OF ANNUAL
RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE APPLIED AT
80LBS/100SF.
18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING AND MULCH.
AGRICULTURAL LIMESTONE SHALL BE APPLIED AT 90LBS/1,000SF, INCORPORATED INTO THE TOP 4-6 INCHES
OF SOIL. FERTILIZER SHALL BE APPLIED 1,000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX.
PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL
FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED
AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR.
19. MAINTENANCE: ALL MEASURE ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE
OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIRED IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED
WHEN 50% OF THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE
RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES
WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY.
20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS
OF FINAL SITE STABILIZTATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE
COUNTY EROSION CONTROL INSPECTOR.
MS-15: The bed and banks of a watercourse shall be stabilized immediately after work in the
watercourse is completed.
MS-16: Underground utility lines shall be installed in accordance with the standards in the
Virginia Erosion and Sediment Control Handbook.
MS-17: Where construction vehicle access routes intersect paved or public roads, provisions shall
be made to minimize the transport of sediment by vehicular tracking onto the paved surface.
MS-18: All temporary erosion and sediment control measures shall be removed within 30 days after
final site stabilization or after the temporary measures are no longer needed, unless otherwise
authorized by the VESCP authority.
MS-19: Properties and waterways downstream from development sites shall be protected from
sediment deposition, erosion and damage due to increases in volume, velocity and peak flow
rate of stormwater runoff.
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PROJECT:15615008.01
DATE: 6/28/2018
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SWM NARRATIVE
SWM DESIGN DISCLAIMER: "SWM-RELATED DATA, INCLUDING SITE IMPERVIOUS AREA ASSUMPTIONS AND
SUMMARY INFORMATION FROM THE VIRGINIA RUNOFF REDUCTION METHOD SPREADSHEET, VERSION 3.0
(VRRM_REDEV_COMPLIANCE_SPREADSHEET_V3_082017) IS INCLUDED BY JMT AS A STRICT CQLI_R_=.
JMT DID NOT PREPARE AND DOES NOT WARRANTY OR SUPPORT ANALYSIS, ASSUMPTIONS, OR COMPLIANCE
EVALUATION RELATING TO SWM REQUIREMENTS OR DESIGN ELEMENTS OF THIS PROJECT, WHICH WILL BE
REVIEWED BY LOCAL VSMP AUTHORITY (ALBEMARLE COUNTY), THE SAME ENTITY THAT PREPARED AND
DEVELOPED SWM-RELATED INFORMATION, INCLUDING VRRM .XLS. ALBEMARLE COUNTY SPECIFICALLY
REQUESTS A SWM-RELATED DESIGN DISCLAIMER APPEAR ON PROJECT PLANS."
1. THIS (PROJECT) LAND DISTURBING ACTIVITY IS SUBJECT TO THE VSMP (SEC. 17-302) AND IS NOT EXEMPT
FROM THE SMP (SEC. 17-302). WATER QUALITY COMPLIANCE IS SUBJECT TO TOTAL PHOSPHORUS LOAD
REDUCTION REQUIREMENTS.
2. ALBEMARLE CONTENDS WATER QUANTITY REQUIREMENTS (9VAC25-870-66) DO NOT APPLY TO OR AFFECT
PORTIONS OF PROJECT THAT IMPROVE PRIMARY SPILLWAY RISER OR REPAIR PRIMARY AND EMERGENCY
SPILLWAY CONDUITS, INCLUDING A NEW OUTFALL STRUCTURE. THESE ACTIVITIES `MAINTAIN THE ORIGINAL
LINE AND GRADE, HYDRAULIC
CAPACITY, AND ORIGINAL CONSTRUCTION
OF
THE PROJECT' (SEC. 17-303/G.).
REMAINING PORTION OF THIS
PROJECT ARMORS THE DOWNSLOPE FACE
OF
HOLLYMEAD DAM WITH
ARTICULATING CONCRETE BLOCK (ACB), AND CONSTRUCTS CREST WALLS TO ENSURE STABILITY AND
INTEGRITY DURING THE PMP EVENT, PER STATE DAM SAFETY REGULATIONS.
3. ALBEMARLE COUNTY CHOSE TO USE THE RE -DEVELOPMENT SPREADSHEET. INITIAL DAM CONSTRUCTION
IS CONSIDERED INITIAL (NEW) DEVELOPMENT.
4. ALBEMARLE COUNTY ACCEPTS 0.0 AC. PRE -REDEVELOPMENT AND 0.0 AC. POST -DEVELOPMENT IMPERVIOUS
VALUES, SINCE NEW IMPERVIOUS IS A NEW OUTFALL STRUCTURE DESIGNED IN -LINE WITH OUTFALL AT AN
ELEVATION LESS THAN (<) RECEIVING STREAM NORMAL WATER ELEVATION. ALBEMARLE VIEWS THIS AREA AS
PARTIALLY SUBMERGED, COMPARABLE TO EXISTING WATER SURFACE (PERVIOUS). ARTICULATING CONCRETE
BLOCK (ACB) IS A PERVIOUS EMBANKMENT ARMORING SYSTEM.
5. 1.0 AC. OF PRE -REDEVELOPMENT FOREST IS A CONSERVATIVE ESTIMATE.
6. CONVERSION OF FOREST TO TURF IS REQUIRED; DAM EMBANKMENT MUST BE CLEAR OF VEGETATION.
7. THE VARRM .XLS CALCULATES 0.20 TP LOAD REDUCTION (LB./YR.) REQUIRED.
8. ALBEMARLE INTENDS TO PURCHASE 0.20 NUTRIENT CREDITS (LB.) FROM AN ELIGIBLE NUTRIENT BANK.
9. ALBEMARLE CANNOT CONSTRUCT ON -SITE SWM. THE SITE IS A DAM. THE DOWNSLOPE FACE IS A STRUCTURAL
SURFACE. ALBEMARLE HAS ACQUIRED OFFSITE TEMPORARY CONSTRUCTION /PERMANENT DRAINAGE EASEMENTS
TO CONSTRUCT SPILLWAY IMPROVEMENTS AND PERFORM PERIODIC SPILLWAY MAINTENANCE, ONLY.
10. ALBEMARLE COUNTY IS SOURCE OF STORMWATER MANAGEMENT -RELATED ASSUMPTIONS AND COMPLIANCE
EVALUATION WITH RESPECT TO ORDINANCE. SEE SWM DESIGN DISCLAIMER.
FLOODPLAIN DEVELOPMENT NARRATIVE
1. ALBEMARLE COUNTY WILL PREPARE A FLOODPLAIN PERMIT APPLICATION, AND REQUESTS SCHNABEL
ENGINEERING SIGN THE APPLICATION AND PROVIDE PE -CERTIFICATION LETTER TO COUNTY ENGINEER
(FLOODPLAIN ADMINISTRATOR) THAT SPILLWAY DESIGN CAUSES NO INCREASE IN THE BASE FLOOD
ELEVATION OF POWELL CREEK AND HOLLYMEAD LAKE, TO EITHER ZONE AE FLOODWAY, OR FLOODWAY
FRINGE. SCHNABEL STATEMENT THAT THE `HYDROLOGIC ROUTINGS AND HYDRAULIC DESIGN OF SPILLWAY
IMPROVEMENTS TO THIS HIGH -HAZARD CLASSIFICATION DAM CONTAINED IN A FINAL DESIGN REPORT
(MARCH 9, 2018) ARE SUFFICIENT EVIDENCE TO SUPPORT PE -SEAL `NO RISE' IN BFE CERTIFICATION.
2. NO RISE PE -CERTIFICATION IS PREREQUISITE TO VSMP APPROVAL. (CODE SEC. 30.3.12).
DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0
BMP Design Specifications List: 2013 Draft Stds & Specs
Site Summary
Project Title: Hollymead Dam Spillway Improvement
Date: 6/4/18, by CDD /Engineering I Total Rainfall (in): 43
Total Disturbed Acreage: 4.29
Site Land Cover Summary
Pre-ReDevelopment Land Cover (acres)
A soils
B Soils
C Soils
D Soils
Totals
%of Total
Forest/Open (acres)
0.00
1.00
0.00
0.00
1.00
23
Managed Turf (acres)
0.00
3.29
0.00
0.00
329
77
Impervious Cover (acres)
0.00
0.00
0.00
0.00
0.00
0
4.29
100
Post-ReDevelopment Land Cover (acres)
A soils
B Soils
C Soils
D Soils
Totals
% of Total
Forest/Open (acres)
0.00
0.00
0.00
0.00
0.00
0
Managed Turf (acres)
0.00
4.29
0.00
0.00
4.29
100
Impervious Cover (acres)
0.00
0.00
0.00
0.00
0.00
0
4.29
100
Site Tv and Land Cover Nutrient Loads
Final Post -Development
Post-
Post-
Adjusted Pre-
(Post-ReDevelopment
Development
Impervious)
& New )
p
ReDevelopment
(New Impervious)
ReDevelopment
Site Rv
0.20
0.20
0.16
Treatment Volume (ft3)
3,115
3,115
2,498
TP Load (lb/yr)
1.9b
1.96
--
1.57
Baseline TP Load (lb/yr): 1.75931* *Reduction below new development load limitation not required
Total TP Load Reduction Required (lb/yr) 0.20 0.20 0
Final Post -Development Load
(Post-ReDevelopment & New Impervious)
Pre-
ReDevelopment
TN Load (lb/yr)
14.00
11.23
Site Compliance Summary
Maximum % Reduction Required Belo
Pre-ReDevelopment Load 20%
Total Runoff Volume Reduction (ft)
0
Total TP Load Reduction Achieved (lb/yr)
0.00
Total TN Load Reduction Achieved (lb/yr)
0.00
Remaining Post Development TP Load
(lb/yr)
1.96
Remaining TP Load Reduction (lb/yr)
Required
0.20
*Reduction below new development load limitation not required
�PLTH pF
RICHARD 0. DAMERON q
Lie. No. 018153
FSS ON A L ECG\
Richard O Dameron Date: 2018.06.29
13:50:44-04'00'
(JMT RVA), Virginia
Water Resources
Pre -
Final Post -Development
Post-ReDevelopment TP
ReDevelopment
TP Load per acre
Load per acre
TP Load per acre
(lb/acre/yr)
(lb/acre/yr)
(lb/acre/yr)
0.37
0.46
0.46
* Note: % Reduction will reduce post -development TP load to less than or equal to baseline load of 1.761b/yr (0.41 lb/ac/yr)
[Required reduction far Post-ReDev. = Post-ReDev TP load - baseline load of 1.75931 lb/yr], baseline load = site area x 0.41 ib/ac/yr
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PROJECT:15615008.01
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DATE:6128/2018
SHEET
ES-2A
E&SLEGEND
100-Year Floodplain
WPO Stream Buffer (100-ft)
Steep Slopes
Limits of Disturbance LOD
ESC MEASURE DESCRIPTION (VESCH Std. No.) KEY SYMBOL
Safety Fence (3.01)
$AF
— SAF
Temporary Stone Construction Entrance (3.02)
CE
Silt Fence (3.05)
SF
ra—r
Wire -Backed Silt Fence (3.05)
WBS
Storm Drain Inlet Protection (3.07)
IP
Temporary Diversion Dike (3.09)
DD
Temporary Sediment Trap (3.13)
ST
Stormwater Conveyance Channel (3.17)
SCC
Outlet Protection (3.18)
OP
O O
Rock Check Dams (3.20)
CD
Dewatering Structure (3.26)
DS
Topsoiling (3.30)
TO
Temporary Seeding (3.31)
TS
Permanent Seeding (3.32)
PS
Mulching (3.35)
MU
Soil Stabilization Blankets and Matting (3.36)
O
Tree Preservation and Protection (3.38)
O
APPROX 18" HIGH
EARTH BERM FOR
SPILL DETENTION
AND CONTROL
OTS TEMP SEED 001
BERM f:SF
/\� I JI I
R-QP c; Q SF
SF { J O�� 0�\0'19p�
PROPOSED PERMANENT RIPRAP
PROVIDE TREE POTECTION
AT LOD WHEREVERPROJECT
EXTENDS BEYON EXISTING
TREE LINE.
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o� XI C
CD WBS
100-year Floodplain— ----- 9
/ k
APPROX �—
OQ + DE -WATERING
TEMP SEED
TS SE11. CRAP AREA
GO
11101
LOD = 4.291 Ac.
, Y
rr r
WBS 007—� GO
,
TS TEMP SEED
SED. TRAP AREA
/ 12' x 55' 398
2
PROTECT MH
AND SW LINE
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Lic. No. 018153
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Richard O Dameron Date: 2018.06.29
13:51:41-04'00'
(JMT RVA), Virginia
Water Resources
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LINED CHANNEL DD AREA r
CLASS Al 06
1 FT BOTTOM / m-� .: -� + PROVIDE TREE PROTECTION
TRAPEZOIDAL DITCH IN THIS AREA TO BE ADJUSTED _ _ AT LOD WHEREVER PROJECT
2:1SIDES } - '
EXISTING RIPRAP DIVERSION TO , WITH OUTLET CONSTRUCTION ¢�' DD �% EXTENDS BEYOND EXISTING
18" DEPTH Ey` x - ' __q10 TREE LINE,
EXISTING RIPRAP
DITCH TO REMAIN
TIE TO PROPOSED
CHANNEL
PROTECT MH —
AND SW LINE
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s<A!i� IP �Qp
PROTECT MH J
AND SW LINE
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SAF
NOTE:
SAFETY FENCE
ON 3 SIDES OF
STAGING AREA
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Notes:
1. This plan is provided for the implementation of erosion and sediment control measures only.
2. The existing land cover is mostly grass, with some woods, and pavement.
3. All control measures required by the plan shall be designed and installed in accordance with good
engineering practices.
4. The maintenance responsibilities of the owner will be to ensure that the land disturbing activity
will satisfy the purpose and requirements of Chapter 17 of the Albemarle County Code.
5. All proposed work is within the WPO limits (100') of Lake Hollymead.
6. The Hollymead Dam Spillway Improvements have No Impact on the FEMA Floodway/Flood plain;
FEMA FIS 51003CV000C (Rev 5/16/2016) and Map Panel 51003CO285D (Effective Date 2/4/2005)
DITCH TO BE DIRECT DITCH '+ _ _ _ - - - , - F i - Ste-
REMOVED rn� / _ - - - p S!Opes
EXISTING TREELIKE X Tp /
- S FLOW TO TRAP /y - ��b�
Ll
DD ; PROTECT MH
AND SW LINE
DIVERSIONS TO DIRECT '
PROPERTY LINE (TYP)
UPGRADIENT FLOWS r.
- - - - - i - - - - - TO TRAPS _ 1 _P Slope
TEMPORARY C)j '
_.
-- - '
120
_ S CONSTRUCTION
�SteeP-S� - - - - - - - - - - - - " r APPROX. ENTRANCE0 FTx14 FT x /
APPROX LOCATION OF PROT@CT ALL RCPs AND
- TEMPORARY STONE HAUL ROAD. Q- - "
- - MHs I� HAUL ROAD AREA e0 • WBS j
ACTUAL LOCATIONS TO BE - , 5�_
- ' - - COORDINATED WITH SITE
ENGINEER 8 ENVIRONMENTAL-
-1 ---
INSPECTOR DURING _ _ _ _ _ _ I I -430- J1' _ _ _ - - - - O
If
CONSTRUCTION --- I I------- - i� -- II - - / - ----_ ---- - ----- _-------- �i`-_-----100.year Flo P/airf�_ 1 9'
TEMPORARY CONSTRUCTION - - - - { -1 _ _ _ Al- r- - - - - _ _ _ _ - _ 1 \\v
- ENTRANCE LOCATION - r - —440 - - - - - ��£
------LL-----------I�------- ---------------- - - - i ---- �� IL --ILL rE
APPROX. 70 FT X 14 FT -rtl Tr _ L 'Steep SG0S_-FM_
— - -'= ----- a�.—. - -----
-
I I ye eur _
-.
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3 r E— �'E �-E 8-E— �/_E - - -�� r3i-E f✓-E -E— 6l-E w E �kl E— N ® `'il'- —�1-E
t _ E _ e-E — d — �iq — �- -
E
� `_ - -440-_ _ rTEMPORARY 4G- x -- x x x x x x
r I— _ STONE HAUL ROAD T- �= T T AP 0 E LQ
TEMPORARY CONSTRUCTION _ _ - - _ - LOD LOD _ LOD LOD �_
---
APPROX. ENTRANCEOLOCFT X LO14 CATION - - - - - - - - - ` ` - - - - i §tpeP StoPe`� = =` = -
-- - WBSF x SF --------- ----- SF -----
' IN THIS AREA TO BE ADJUSTED - - , Steep S19P8
_WBSF WITH COFFER DAM INSTALLATION - Steep Slopes \ - Q Q
o �" ya' I >
x—T—x�T—x :ite2p Slopr's �- - -,� v� vvv v.v
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w APPROX,, W
DE-WATERINP
o AREA x
POTENTIAL T
CONTRACTOR SAF
STAGING AREA
APPROX. v
75 FT X 80 FT x
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I Wgs '
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7D SAF $00
SAF
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E & S CONTROLS PLAN - PHASE I
SCALE: 1 "=30'
0 30' 60'
HOLLYMEAD LAKE
NORMAL POOL EL 426.4
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PROJECT:15615008.01
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DATE:6/28/2018
SHEET
ES-3
E&SLEGEND
100-Year Floodplain
WPO Stream Buffer (100-ft) - - - - - -
Steep Slopes
Limits of Disturbance LOD
ESC MEASURE DESCRIPTION (VESCH Std. No.)
KEY
SYMBOL
Safety Fence (3.01)
LSA)
— SAF
Temporary Stone Construction Entrance (3.02)
CE
Silt Fence (3.05)
Wire -Backed Silt Fence (3.05)
WBS
r—x�
Storm Drain Inlet Protection (3.07)
IP
Temporary Diversion Dike (3.09)
DD
Tem ora Sediment Tra (3 13)
ST
10
PROVIDE TREE P OTECTION
r
AT LOD WHEREV PROJECT / \
EXTENDS BEYON EXISTING s�
TREE LINE. /
-- T
- - + WBS /
o~'rov: li 0p Grp
o RICHARD 0. DAMERON'
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,;c Lic. No. 018153
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� 4NAL E�G�
Date:
\ard O Dameron 2018.06.29
13:52:33-04'01
(JMT RVA), Virginia
Water Resources
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WBS x 7 >
401 PROTECT MH
Stormwater Conveyance Channel (3.17) SCC CO Wg ST#1 ; I AND SW LINE
100-Year Flo r PS
Outlet Protection (3.18) OP O O x - _ Oapla'n�� _ O x O WB N
W
398 $ o NCO
Slav W
PROPOSED PERMANENT RIPRAP
Rock Check Dams 3.20 CD
( ) LINED CHANNEL D PS + �
CLASS Al /M - " _ - ' w
Dewaterin Structure 3.26 DS 1 FT BOTTOM
g ( ) O TRAPEZOIDAL DITCH O^ L > w O
PROVIDE TREE PROTECTION z
2:1 SIDES O + X WBS AT LOD WHEREVER PROJECT z ❑ d w
Topsoiling (3.30) TO 18" DEPTH _ m' _ WBSF xJ/ _ _ _ _ �� - ' / - ��� EXTENDS BEYOND EXISTING wq 0= 0 o
EXISTING RIPRAP PS MU I PS M �-_41� teep Slopes' TREE LINE. i ❑ ¢ w
Temporary Seeding (3.31) TS DITCH TO REMAIN // — I w
O 20 TP 0 &
CONNECTED TO O - , - s % / } 0
Permanent Seeding 3.32 PS ;' ro 4`10 a
RIPRAP CHANNEL q n v
COUNTY ESC INSPECTOR ^ + _ _ P OTECT Mr -I / x
Mulching (3.35) MU IS TO EVALUATE EXISTING \ +` P�LL _ t _ _ - _ _ - - IVERT_Si _ _ ' s� A EI SW JANE / ' - - - W of
O RIPRAP CHANNEL AT END - - _ _ _ _ _ NEEDED TO FACT - - _ _ - \ )"0 ❑
OF CONSTRUCTION FOR
Soil Stabilization Blankets and Matting3.36 O ACCEPTANCE -_ _ - - I `
( ) — — ago_ _ - I PASC0IJTS ORz9 + - - _ MFORARY of
` -- --- -- -- -- GNEDBY �
PROTECT MH -- y—_— _-- — 0 - — CON$TRIJCTIO
Tree Preservation and Protection 3.38 TP AND SW LINE _ - - - - Slopes — — - _ _ - - NT NCE
cT "
N ACCOR
( ) O - - - - - - - - - - - - - - - - SPECIFICATION
5760. oQe AP P OX 70 FTx14 Fy
—�-430
- x ,
APPROXIMATE LOCATIONS FOR:
OR STEEPER
ITEMS AND ACTIVTIES COVERED - I +. _ -- _ - __
QO� +-� r— —_- TO 3 1 --- ---
+
ER SWPPP REQUIREMENTS " - - - --� :- - E - Stee _ z ow
440
UNDER nr1 �- -
- - 001 - . - - ��_ I - \a
SEE SWPPP EXHIBIT SHEET -- - - _ _ _ _ _ _ - - - - - - - - _
— __ `jtn'rn�no
SF --- tom- II 0`0 ,--' i earn 3 = - �— a =WC
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-EBB-EB-E—
/ - ,-.- - B_E — �-EI — — 'lo'tq — $ E `� E $ E — '� E — '�-� �' E f✓-E _ �✓-E --` w u w _ a
--- - - _ - - - •� sro
a
ROAD --- - s�
--- ----- ---------------------- _ -LOD ------ ---LOD - -- - LO �6. - -- /J- epSlope
/ II-------fWB3Ft - ---- -- - - - - - -_ - 7 /
4�
P ------------- - - - -- '--
SF QP�(,,�� " _� ,440' ,'" -'- -- -- - -- It--- - -- - - - -- _ �F -- -
GqO� l R��G _ — — — �% — — — — — -------------------- \ r SteepS��s o e
OCR P?G� / a - /r _ - - 430— - - — 4-50 — — _ , Steep Slopes \ 1 ' / Q Q
G _ `v.
' 4 _ - - - - -Steep Slopes' � ` � ` \` \ I i �
i- -- _ - - p-------
------ - - - - - -- I _ o PROTf=CT MH r` 3G \ O
AND: SW LINE v--------- - `4 / J'�I J
CAD
WBSF - _ O =
SF >W =S9
1 O
CONTRACTOR\\\
STAGING AREA AF O s/
W a Q NOTE:
SAFETY FENCE APPROX. t Qj ass \ fir
ON 3 SIDES OF r 75 FT X 80 FT x OD 0QO 4 \ } — W
/ b / STAGING AREA pu. f J m / p s� O °� CD\ d J J �
iIt LOD LOD O Qspw
+ was 'I °� ,
HOLLYMEAD LAKE
SAF + SAF LAKE DRAWDOWN LEVEL EL 420.3 \ .
1
t
Notes: y �� `�0
1. This plan is provided for the implementation of erosion and sediment control measures only. Q ❑
2. The existing land cover is mostly grass, with some woods, and pavement.
3. All control measures required by the plan shall be designed and installed in accordance with good O y S�
engineering practices. l 4 \ E & S CONTROLS PLAN - PHASE 11 T�M�
4. The maintenance responsibilities of the owner will be to ensure that the land disturbing activity 1 ' 1 Q OD
will satisfy the purpose and requirements of Chapter 17 of the Albemarle County Code. cc
5. All proposed work is within the WPO limits (100') of Lake Hollymead. SCALE: 1 "=30' N PROJECT: 15615008.01
6. The Hollymead Dam Spillway Improvements have No Impact on the FEMA Floodway/Flood plain; DATE: 6/28/2018
FEMA FIS 51003CV000C (Rev 5/16/2016) and Map Panel 51003CO285D (Effective Date 2/4/2005)
0 30' 60' o SHEET
ES-4
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N �
SILT FENCE DROP INLET CONSTRUCTION OF A SILT FENCE CONSTRUCTION OF A SILT FENCE GRAVEL CURB INLET SEDIMENT
PROTECTION (WITH WIRE SUPPORT) (WITHOUT WIRE SUPPORT) FILTER
1. SET POSTS AND EXCAVATE A 4"X4" 2.. STAPLE WIRE FENCING TO THE POSTS. 1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH
2 X 4° WOOD FRAME
TRENCH UPSLOPE ALONG THE LINE UPSLOPE ALONG THE LINE OF
WIDTH GRATE INLET of Posrs. STAKES.
6•MAX.
1.5' MAX, FRAME
Jill
Z-1m§Rh*x�2% 3' MIN �/ ( /�/ O
FLOW
GATHER (� IIIII III " w
ESS
AT4"CCORNERS - II I— IIII
_
FLOW ��LIIII„
3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT RUNOFF WATER GRAVEL FILTER 12^ WIRE MESH
PERSPECTIVE VIEWS 4 IIIII IT ISTOKTHEAND TRENCH ND THE EXCAVATED SOIL. FILTERED WATER
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STAKE 3. ATTACH THE FILTER FABRIC TO THE WIRE 4. BACKFILL AND COMPACT THEJ 14 _— a —
FENCE AND EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. I IIIII �. Q
_ — IIIIII n - Of
FABRI1'�l
.IIII, -� IIII SEDIMENT IIII a d .�2
1\ { �� IEI Irlf
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/ CONCRETE GU ER 2' CURB INLETOf
R�l
V MIN.
_ IIII FLOW _
SPECIFIC APPLICATION
00
/ / A SHEET FLOW INSTALLATION
�7 7�7 T,� STAKE
/ THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS
ELEVATION ATIOIV OF tiJTAi1E AND V r �/ 1 (PERSPECTIVE VIEW) WHERE BONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE U O N
INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED U o
FABRIC ORIENTATION DETAIL A 1- FLOW / = AREAS. 8
III IIII I /—I .I FLOW " GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. p w
III I'1 3'MA%. Z
w co
\ A B A \�\ SOURCE: VA. DSWC PLATE 3.07-6 m ❑ d w
SPECIFIC APPLICATION EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. 0 Z
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THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE ���/\ } { ( ��/ TEMPORARY DIVERSION DII1L�i o w W
� III l i � II � { I, ��I � I'�I of i� f � i I7 ��I'
INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER FILTER FABRIC
THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT ❑ 0
EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT a
APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS o
IN STREET OR HIGHWAY MEDIANS. "—WIRE IIII POINTS A SHOULD BE HIGHER THAN POINT B. W ❑
DRAINAGEWAY INSTALLATION P c=i
Com acted Soil
—I
(FRONT ELEVATION) o E
SOURCE: N.C. Erosion and Sediment Control Planning and Design Manual 1988 PLATE 3.07-1 SOURCE: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control, PLATE. 3.05-1 SOURCE: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control,VA. DSWC PLATE. 3.05-2 18" mm.
Sherwood & Wyant Sherwood and Wyant —Flow
CURB INLET PROTECTION SAFETY FENCE F011111 I W_ III I 0 I—Il1lII�
�/�� j� /� � % /� BLOCK CK Vic° J��I���jA V�E�jL CURB INLET
WITH 2—I1V'll 4—INCH SEDI1�1E1V 1 FILTER 4.5' min.
WOO EN WEIR
INLET CURB --- .�••�■
* OE
GRAVEL 6° MAXIMUM SPACING �— OEM on...�
_
OF 2" X 4"
SPACERS ONE Emu
2" X 4" ANCHORS _�—1 %� z
— SOURCE: VA. DSWC PLATE 3.09-1 I � ° m
/ EMERGENCY OVERFLOW p W N M z^ o
/� W m¢co� o+
TYPICAL WATERWAY s- a�oov
CROSS —SECTIONS tu� °�^
04 Z � a o
w s
PERSPECTIVE VIEW - COMPACTED SOIL
WIRE SCREEN CONCRETE BLOCK
s
------- GRAVEL FILTER
2" X 4" WEIR y, IIIIIIIII IIIIII IIII IIIII-I III II O N
TYPICAL CONCRETE LINED DITCH TYPICAL GRASS LINED DITCH m
PERSPECTIVE VIEW TYPICAL VEE CROSS -SECTIONS } '�
2" X 4" SPACER SAND BAG OR ,), \ < V
2' MINIMUM LENGTH ALTERNATE WEIGHT RUNOFF OVERFLOW - �„..
P.
WATER WITH FILTERED WATER
OF 2" X 4" SEDIMENT 'f:;`;�1
7a
2" X 4" WEIR -- — --' <% r c ,
" a :•,a,,; : > - / 15
PARABOLIC WATERWAY CROSS-SECTION vJ Z � m
II U� cc €�
GRAVEL ,. — n ., 6.. � _ ♦ _ �-� �� G W 0 4Aa
_ _
i •
SIDE ELEVATION > °
_ o �1 CI�
n . - ��- TYPICAL RIRRAP CHANNEL Q LJJ U O •.�i
�7 a // y
2" X 4" SPACER SEDIMENT ) III IIIIII >o - IIII Dk _/� � O ui
J = �^
WIRE MESH _ - — y W = (KEY IN CWTH) Q 4�
WIRE SCREEN v —III IIIII Q
11=-IIII �_ 2 X 4 WOOD STUD IIIIIMIIIIIRIIIIII�IIIII IIIIII I5IIIIII IIIIII II —IIIIIHT IIII W a FF01CURB INLET 2° INLET 'I FABNO FILTER CLOTH NOTE ALTHOUGH FILTER CLOTH IS w
SPECIFIC APPLICATION TO FILTER
A GRANULAR FILTER MAY HE SUBSTITUTED FOR
�I a FABRIC*"nE"E uxc eos FILTER CLOTH ( FOR PHYSICAL REQUIREMENTS, SEE STD. & J m
PIPE SPECIAL APPLICATION (MC"
A°„,° o uu. SPEC. 3.19, RIPRAP) _! J
POSTS WR„
THIS METHOD OF INLET PROTECTION IS APPLICABLE 6' MAX. METAL
➢EWIFEs) ° NO LINE O Q ``�_
TO CURB INLETS WHERE A STURDY, COMPACT INSTALLATION II 5' MIN. °°"°T"°ONAL as lK ooTw = 1 \—
THIS METHOD OF INLET PROTECTION IS APPLICABLE AT (E,'Aa�TS TYPICAL CONCRETE CHANNEL
IS DESIRED. EMERGENCY OVERFLOW CAPABILITIES ARE jl EXPANSION JOINT A „
MINIMAL, SO EXPECT SIGNIFICANT PONDING WITH THIS i CURB INLETS WHERE AN OVERFLOW CAPABILITY IS NECESSARY PERSPECTIVE VIEW PERSPECTIVE VIEW (90' SPACING)
MEASURE. TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE. PLASTIC FENCE METAL FENCE •
#3, #357 OR #5 #3#
*GRAVEL SHALL BE VDOT COARSE AGGREGATE o
* GRAVEL SHALL BE VDOT , 5 COARSE AGGREGATE SOURCE: CONWED PLASTICS PLATE. 3.1-1 e a" E
# 357 OR e
VDOT ROAD AND BRIDGE STANDARDS
VA. DSWC NOT TO SCALE 6„� #4-18" DOWEL A "
LOCATED AT JOINTS
SOURCE: USDA SCS PLATE 3.07-7 SOURCE: VA. DSWC PLATE 3.07-8 6X6 WELDED WIRE FABRIC o
4 AS REQUIRED
W w
usp �O 3• A WEEP a
HOLE, 8' o.c. A1
SECTION A -A
TRAPEZOIDAL WATERWAY CROSS -SECTIONS
SOURCE: VA. DSWC PLATE 3.17-1 PROJECT:15615008.01
DATE: 6/28/2018
SHEET
ES-5
m
N 0
N
SOURCE: VA. DSWC PLATE. 3.20-1
PORTABLE SEDIMENT TANK
55 GAL. DRUMS, OR SIMILAR, WELDED END TO END
ENDS OF BARRELS CUT TO ACT AS BAFFLES (TYP)
A
FILTERS FABRIC
3' DIA. INTAKE FROM SUMP PUMP A OIB NOSE TO
SUITABLE OUTLET
ELEVATION
If (APPROX.) CLEANOUT SLOT
�ffii
CUr OUT (INTERIOR
ONLY)
rX4' WOOD CRADLEAPPROX. 3/4 DIA.
BARREL END TO
ACT AS BAFFLE
CROSS—SECTION A —A
Source: USDA-SCS Plate 3.26-1
SPA CI V C BETWEEN CHECK DAMS
SOURCE: VA. DSWC
Source: Va. DSWC
L = THE DISTANCE SUCH THAT POINTS
A AND B ARE OF EQUAL ELEVATION
FIL TER BOX
PLATE. 3.20-2
HOSE (INSTALL SECURELY)
WELD
INCOMING
1 Y MIN. SEDIMENT
LADEN 55 GALLON STEEL DRUMS OR
WATER SIMILAR, WELDED TOP TO BOTTOM
EXFLR'RATION ACROSS WELL -
VEGETATED AREA WHICH HAS
A MINIMUM 50' LENGTH
ELEVATION VIEW
WOODEN BASE 2- 2"X4"
STUDS NAILED TOGETHER
Plate 3.26-2
DRIP LINE
PROTECTIVE DEVICE
MAXIMUM LIMITS OF
CLEARING AND GRADING
PROPOSED GRADING \
� w w
wrr w W° "11 w
w w
MIN.
A5r1 WHERE DRIPLINE
IS LESS THAN
5' "
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CONSTRUCTION ORERATDONS RELATIVE
TO THE LOCATION OF PROTECTED TREES
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Source: Public Facilities Manual, Vol. III, Fairfax Co., Vo., 1976 Plate 3.38-1
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STRAW BALE/SILT FENCE PIT
FILTER
CLASS Al RIPRAP
SPLASH BLOCK V DEPTH
PUMP DISCHARGE
''� a• -*
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2 STAKES PER
-m
BALE (TYP.)
NOTE: FILTER CLOTH
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COVERS ENTIRE
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MIN.
INSIDE FACE OF
SC
SQUARE
i
STRAW BALE DIKES.
I EXCAVATED
INSTALL AS PER STD.
:•
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h SPEC. 3.05. SILT
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FENCE.
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VDOT 025 OR 02e
AGGREGATE
CLASS Al RIPRAP
Source: Va. DSWC
EXISTING
GROUND
PLAN VIEW
i 3'-0' MIN. MA�VA¢U- (
I
FLAT
BOTTOM
CROSS—SECTION A —A
1:
4'
.II�II�II�IL B�nllp�pp.
EXCAVATED
DRY RIP
CLASS AJ
CROSS—SECTION B—B
Plate 3.26-3
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PROJECT: 15615008.01
DATE: 6/28/2018
SHEET
ES-6
FBI
Sediment Trap #1 Design
Drainage Area (acres) (<3) 1.1
Trap Volumes
Elevation ft Areas Volume c
401
460
402
705
21.6
403
1,000
53.1
404
1,344
96.6
405
1,739
153.6
406
2,183
226.3
Wet Storage:
Wet Storage Required (cy) (67 x DA)
74
Bottom of Stone Weir (ft)
403.5
Wet Storage Provided at this Elevation
(cy)
75.0
Slope of Wet Storage Sides
2:1
Weir Length (ft) (6 x DA)
Dry Storage: Bottom of Trap Elevation (ft)
Dry Storage Required (cy) (67 x DA) 74 Bottom of Trap Dimensions
Crest of Stone Weir (ft) 405 Top of Dam Elevation (ft)
Dry Storage Provided at this Elevation (cy) 79.0 Top Width of Dam (ft)
Slope of Dry Storage Sides 2:1 Top Trap Dimensions:
Sediment Trap #2 Design
Drainage Area (acres) (<3)
Trap Volumes
Elevation ft Areas Volume c
398
477
399
764
23.0
400
1,089
57.3
401
1,451
104.3
402
1,849
165.5
Wet Storage:
Wet Storage Required (cy) (67 x DA) 52
Bottom of Stone Weir (ft) 400
Wet Storage Provided at this Elevation (cy) 57.3
Slope of Wet Storage Sides 2:1
Weir Length (ft) (6 x DA)
Dry Storage: Bottom of Trap Elevation (ft)
Dry Storage Required (cy) (67 x DA) 52 Bottom of Trap Dimensions
Crest of Stone Weir (ft) 401 Top of Dam Elevation (ft)
Dry Storage Provided at this Elevation (cy) 47.0 Top Width of Dam (ft)
Slope of Dry Storage Sides 2:1 Top Trap Dimensions:
6.6
401
Approx. 15' x 40'
406
4
Approx. 35' x 90'
4.7
398
Approx. 12' x 55'
402
4
Approx. 35' x 80'
ORIGINAL
GROUND
ELEV.
'SEE PLATE 3.13-1
f
1.0'
67 CU. YDJACRE r
i VARIABLE
67 CU. YDJACRE
(EXCAVATED) 4' MAX,
I \ FILTER CLOTH ORIGINAL
GROUND
ELEV.
COARSE AGGREGATE CLASS I RIPRAP
CROSS SECTION of OUTLET
CLASS I RIPRAP
LENGTH (IN FEET) _
6 X DRAINAGE AREA
DIVEON DI
COARSE AGGREGATE / Q-
EXCAVATED / AREA FILTER CLOTH �\
---ice
COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5
OUTLET (PERSPECTIVE VIEW)
SOURCE: VA. DSWC PLATE. 3.13-2
MINIMUM TOP WIDTH (W)
REQUIRED FOR SEDIMENT
TRAP EMBANKMENTS
ACCORDING TO HEIGHT OF
EMBANKMENT (FEET)
W H HO W
- _ _ _ _ _ 1.5 0.5 2.0
1 2.0 1.0 2.0
2.5 1.5 2.5
3.0 2.0 2.5
ti 3.5 2.5 3.0
HG H 4.0 3.0 3.0
4.5 3.5 4.0
5.0 4.0 4.5
_ :III=III III
EXCAVATED AREA -
11-III�.I
MAX. DEPTH - 4'
ORIGINAL
GROUND
ELEV.
SOURCE: VA. DSWC PLATE. 3.13-1
STONE CONSTRUCTION ENTRANCE
GROUND
70' MIN
I:
FILTER CLDTH - 6" MIN.I A
SIDE ELEVATION
12' MIN."
70' MIN.
B WASHRACK
(OPTIONAL)
L VDOT #1 �� POSITIVE DRAINAGE
COURSE AGGREGATE B TO SEDIMENT
TRAPPING DEVICE
' MUST EXTEND FULL WIDTH
INGRESSOF AND EGRESS
OPERATION
PLAN VIEW
" SECTION A
REi,.r u..,..... urcHLry �rH�e.
10, MI
EXISTING
PAVEMENT
5:1
MOUNTABLE BERM
(OPTIONAL)
10' MIN.
EXISTING
PAVEMENT
10' MIN.
1
SECTION B-B
SOURCE: ADAPTED from 1983 Maryland Standards for Soil erosion and Sediment Control, and Va. DSWC
STONE 70' MIN.
CONSTRUCTION
ACCESS 3" SM-2A ASPHALT TOP
COURSE
2% f 2%
STONE
CONSTRUCTION
ACCESS -\
6" MIN. 2.A AGGR�_GAI- HASE
PROFILE
70' MIN.
ASPHALT PAVED
WASHRACK
Plate 3.02-1
PAVEMENTI
2% 1 2% PAVEMENT
I2% 12' MIN.
j I
� � t -POSITIVE DRAINAGE
*MUST EXTEND FULL WIDTH I---Q TO SEDIMENT
OF INGRESS AND EGRESS OPERATION TRAPPING DEVICE
PLAN
12' MIN.
SITIVE DRAINAGE
SEDIMENT
4PPING DEVICE
FILTER CLOTHl
SECTION A -A
A nnittuutun water tap of 1 itch roust be installed with a uLimiumu 1 inch ballcock
shutoff valve supplying a wash hose with a diameter of 1.; inches for adequate
constant pressure. Wash water must be carried away fi-om the entrance to all
approved settling area to remove sediutent. All sediment shall be prevented from
entering stone drains, Glitches or watercoufses.
PAVED WASH RACK
NO SCALE
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PROJECT:15615008.01
~
DATE:6/28/2018
SHEET
ES-7
100-Foot Stream Buffer
3_ -
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100
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t1�PLT
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o RICHARD 0. DAMERON?
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Lic. No. 018153 W
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�ssIONAL
E�G�
Date:
lard O Dameron 2018.06.29
13:53:23-04'00'
(JMT RVA), Virginia
Water Resources
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1.) This area may be used for the following items/activities and
must be protected with silt fence and earth berm, See Phase I ESC Plan:
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I. Storage areas for chemical such as acids, fuels, fertilizer - ��'' / ` ' - - - i '� /, ,` ' U tO a
and other lawn care chemicals; in an onsite locked storage
bin or trailer. / I i / o W
ii. Concrete wash out areas. O^ - -------------------
ill.- __ _ - } Ld
Vehicle fueling and maintenance. 1 - - - / m o d W
iv. Sanitarywaste facilities - - - _ _ _ , - _ O�j //
v. Construction waste storage, bins, etc. ? - - - - ' - - - - _ , f _ _ _ - - _ - - 0� , - / W o
2.) On -site fuel station requires double -wall and 10-ml plastic -lined - - �" ,��' - - _ - ' ' ' —` / New Tr a L'me / ,� + ' "� o 0
containment; berm sufficient to hold 1.1 x 10-yr. rainfall event Vol. / , - "' \ _ �P _ _ - - - - - " _ ' _ 2 + / � ,' / o a
(See 3/28 comment #33.b.) _ _ _ _ -
41U
—410
3.) Contractor may change initial locations of storage areas, -concrete Washout, - - - - - - _ _ _ _ _ - - - _ _ - - - _ - / _ _ _ ' , ' ->
vehical fueling, portable sanitary facilities, and solid waste dumpsier: _ - - - - - - - - _ _ - - - - ' ' _ - ' sc , ' / ,' / ,' / / ' W
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y� /*v1` \ 100-Foot,Stre`atm ri 1 I I i I, `\, E i- z C1„��IiV°
LU
IP'/ 100-Foot Stream Buffer F I I ' I ; COFFER DP�M - " y
�1------' --- $$
� LLI Z ❑ $
'4- ` 0 O J = �o
I CONTRACTOR
STAGING AREA (� � \ W � Q '
I APOROX, � i ' / V ,'' - - \ \ mot, � � ,r , 175FTX80FT , I \ \ — 111
4�0 L0D - ` \ O Q
A ���
HOLLYMEAD LAKE
' LAKE DRAWDOWN LEVEL EL 420.3
SAF SAF L /
II I Ir7
I '� 11 I \ I I
SWPPP EXHIBIT
SCALE: 1 "=30'
0 30' 60'
EN
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PROJECT:15615008.01
~
DATE:6128/2018
SHEET
ES-8