HomeMy WebLinkAboutSDP202100038 Architectural Drawings 2021-04-29GENERAL NOTES:
1. SITE INFORMATION HAS BEEN TAKEN FROM HAZEN AND SAWYER RECORD
DRAWINGS FROM PROJECT #31037-039 TITLED "MOORES CREEK WASTEWATER
TREATMENT PLANT NUTRIENT REMOVAL IMPROVEMENTS", DATED SEPTEMBER,
2014.
2. HORIZONTAL CONTROL IS REFERENCED TO NAD 83, VIRGINIA SOUTH ZONE,
AND VERTICAL CONTROL IS REFERENCED TO NAVD 88.
3. FLOOD PLAIN ELEVATIONS FROM FEDERAL EMERGENCY MANAGEMENT
AGENCY (FEMA) FLOOD INSURANCE RATE MAP FIRM PANEL 0289D
MAP NUMBER 51003CO289D DATED FEBRUARY 04, 2005
THE PROJECT IS LOCATED IN ZONE X, AREA OF MINIMAL FLOOD HAZARD.
4. CONTRACTOR SHALL VERIFY FIELD CONDITIONS BEFORE COMMENCEMENT
OF ANY CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL VERIFY EXISTING
ELEVATIONS AND DIMENSIONS WHERE NEW WORK WILL MATCH EXISTING.
DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER
FOR RESOLUTION PRIOR TO THE COMMENCEMENT OF WORK.
5. CONTRACTOR SHALL OBTAIN ALL THE NECESSARY PERMITS FROM THE
APPROPRIATE AUTHORITIES, DEPARTMENTS, AND/OR AGENCIES HAVING
JURISDICTION PRIOR TO COMMENCING WORK.
6. CONTRACTOR SHALL TAKE CARE TO AVOID DAMAGE TO EXISTING
PAVEMENT, TREES, VEGETATION, STRUCTURES, AND UTILITIES THAT ARE
NOT INDICATED TO BE DEMOLISHED OR REMOVED. ANY DAMAGE TO
EXISTING PAVEMENT, TREES, VEGETATION, STRUCTURES, AND UTILITIES
NOT INDICATED TO BE DEMOLISHED OR REMOVED SHALL BE REPAIRED AT
THE CONTRACTOR'S EXPENSE.
7. UTILITIES HAVE BEEN PLOTTED FROM AVAILABLE RECORD INFORMATION. IT
IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THEIR EXACT LOCATION
AND TO AVOID DAMAGE TO THEM. THE CONTRACTOR SHALL CONTACT
VIRGINIA 811 AT PHONE NUMBER 811 OR 1-800-552-7001 TO REQUEST
UNDERGROUND UTILITY LOCATION MARK -OUT AT LEAST THREE (3)
WORKING DAYS BUT NO MORE THAN TEN (10) WORKING DAYS PRIOR TO
BEGINNING EXCAVATION, INCLUDING SOIL DRILLING. THE CONTRACTOR
SHALL ALSO CONTACT AND REQUEST UTILITY LOCATION MARK -OUT FROM
BURIED UTILITY OWNERS WITH UTILITIES ON THE PROJECT SITE THAT ARE
NOT PARTICIPANTS OF VIRGINIA 811.
8. WHERE PROPOSED WORK IS IN THE VICINITY OF UTILITY POLES, SUCH THAT
SUPPORT OF THE POLE(S) WILL BE REQUIRED, THE CONTRACTOR SHALL BE
RESPONSIBLE FOR NOTIFYING THE UTILITY OF THE WORK. IT WILL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE UTILITY
FOR SUPPORT OF THE POLE.
9. WHERE OVERHEAD POWER LINES ARE PRESENT, CONTRACTOR MUST
CONTACT THE UTILITY PRIOR TO CONSTRUCTION ACTIVITIES TO DETERMINE
THE MINIMUM REQUIRED EQUIPMENT CLEARANCE (MEC) DISTANCE BASED
UPON LINE STRENGTH.
10. DURING EXCAVATION AND PLACEMENT OF UTILITIES THE CONTRACTOR
SHALL COMPLY WITH ALL APPLICABLE SAFETY REGULATIONS AND SHALL
SUBMIT TO THE ENGINEER FOR REVIEW SHEET PILING, SHORING AND/OR
BRACING DESIGNS AS MAY BE NECESSARY TO COMPLY WITH THESE
REGULATIONS.
11. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR DESIGN AND
INSTALLATION OF ALL EXCAVATION SUPPORT AT LOCATIONS AS MAY BE
SUGGESTED ON CONTRACT DRAWINGS OR FOR THEIR OWN CONVENIENCE.
CONTRACTOR SHALL SUBMIT ALL NECESSARY CALCULATIONS, DRAWINGS,
ETC. PREPARED BY A PROFESSIONAL ENGINEER REGISTERED IN THE
COMMONWEALTH OF VIRGINIA AS MAY BE NECESSARY FOR REVIEW BY THE
ENGINEER PRIOR TO INSTALLATION. REQUIREMENTS FOR EXCAVATION
SUPPORT DESIGN MAY BE FOUND IN SPECIFICATION SECTION 02200
EARTHWORK, SECTION 3.03.
12. GROUNDWATER FROM ALL DEWATERING OPERATIONS SHALL BE
DISCHARGED TO AN ENVIRONMENTALLY ACCEPTABLE LOCATION IN
ACCORDANCE WITH THE CONTRACT DOCUMENTS, OR AS DIRECTED BY THE
ENGINEER.
13. ALL TEMPORARY FACILITIES ARE SUBJECT TO THE SAME HEALTH AND
SAFETY REQUIREMENTS AS PERMANENT FACILITIES, AS SPECIFIED IN THE
CONTRACT DOCUMENTS AND HEALTH SAFETY PLAN (HASP).
14. THE CONTRACTOR SHALL REMOVE AND DISPOSE OF ALL DEBRIS
GENERATED DURING THE PROJECT OFF SITE AT A PROPERLY PERMITTED
DISPOSAL FACILITY.
NEW
STRUCTURES/SURFACES
DEMO EXISTING
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a 77 , eG G -
REV I ISSUED FOR I DATE I BY
BUILDING/STRUCTURE
CONCRETE CURB
AND GUTTER
CONCRETE PAD/SIDEWALK
LEGEND
SITE INFORMATION
PROJECT DESCRIPTION:
THE RIVANNA WATER AND SEWER AUTHORITY IS PROPOSING DEMOLITION OF THE
TWO IN -PLANT CLAIFIERS AND LIME SILO AND OTHER RELATED STRUCTURES. ALL
YARD PIPING ASSOCIATED WITH THE CLARIFIERS WILL BE DEMOLISHED AND
CAPPED WHEN NECESSARY. THERE WILL BE REROUTING OF EXISTING YARD PIPING
WHERE APPROPRIATE. WHERE SHOWN, EXISTING SIDEWALK WILL BE REPLACED,
AND ASPHALT WILL BE MILLED AND OVERLAID WITH SURFACE COARSE. AN
EXCAVATION SUPPORT SYSTEM OF 10' WILL BE DESIGNED BY THE CONTRACTOR
FOR MAJOR DEMOLITION ACTIVITIES. THIS PROJECT WILL RESULT IN
APPROXIMATELY 57500 SF OF LAND DISTURBANCE.
EXISTING SITE CONDITIONS:
THE PROJECT IS AT THE MOORES CREEK ADVANCED WATER RESOURCE RECOVERY
FACILITY (MCAWRRF) LOCATED AT 695 MOORES CREEK LANE, CHARLOTTESVILLE VA
22902. THE PROPERTY IS LOCATED IN UNINCORPORATED ALBEMARLE COUNTY. THE
PROPOSED DISTURBANCE WILL BE LOCATED ADJACENT TO THE PRIMARY
DIGESTERS AND THE SOLIDS HANDLING BUILDING. TOPOGRAPHY IN THESE THREE
AREAS ARE GENTLY SLOPED ALONG THE EXISTING INFRASTRUCTURE, RANGING IN
ELEVATIONS FROM 325 FT TO 355 FT.
THE NEAREST BODY OF WATER IS MOORES CREEK, WHICH IS APPROXIMATELY 500
FT DOWNSTREAM FROM THE NEAREST GROUND DISTURBING ACTIVITY. NO LAND
DISTURBANCE WILL TAKE PLACE IN THE FEMA FLOODPLAIN OR 100' MOORES CREEK
STREAM BUFFER. MOORES CREEK ULTIMATELY DISCHARGES TO THE RIVANNA
RIVER. ACCORDING TO THE 2016 TMDL REPORT, MOORES CREEK STREAM SEGMENT
IS SEVERELY IMPACTED FOR ITS AQUATIC LIFE USE. SEDIMENT WAS SELECTED AS
THE MOST PROBABLE STRESSOR. THE PROJECT IS LOCATED IN ZONE X, AREA OF
MINIMAL FLOOD HAZARD.
THE COMBINED MCAWRRF PARCELS ARE BOUND TO THE SOUTH BY THE 1-64
CORRIDOR. TO THE WEST AND NORTH ARE MULTIPLE OPEN PARCELS, ZONED
RURAL AND LIGHT INDUSTRIAL.
OFF -SITE AREAS:
CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING SELECT BACKFILL FROM AN
OFFSITE LOCATION. ANY VPDES PERMIT REQUIRED IN SUPPORT OF OFFSITE
ACTIVITIES SHALL BE OBTAINED BY THE CONTRACTOR
SOILS:
SOIL TYPES FOUND AT THE MCAWRRF SITE WERE IDENTIFIED BASED ON
INFORMATION OBTAINED FROM THE UNITED STATES DEPARTMENT OF
AGRICULTURE (USDA), NATURAL RESOURCE CONSERVATION SERVICE (NRCS). THE
PROJECTS LIMITS OF DISTURBANCE IS COMPOSED SOLELY OF RABUN CLAY LOAM,
15 TO 25 PERCENT SLOPES. RABUN CLAY LOAM IS IN HYDROLOGIC SOIL GROUP
(HSG) A. ADJACENT SOIL TYPES ARE SHOWN ON THE LEGEND BELOW AND ON C12
FOR BOUNDARY CLARIFICATION ONLY.
SOIL UNIT LEGEND
MAP UNIT
SYMBOL MAP UNIT NAME
71D
RABUN CLAY LOAM,
15 TO 25% SLOPES
71C
RABUM CLAY LOAM,
7 TO 15% SLOPES
83
COLVARD FINE SANDY LOAM,
0 TO 2% SLOPES,
OCCASIONALLY FLOODED
23C
YADKIN CLAY LOAM,
7 TO 15% SLOPES
NEW/OTHER
300 CONTOUR 300-
uYARD INLET
EXCAVATION SUPPORT
SOIL TYPE BOUNDARY O
YARD PIPING
t t t t MILL AND OVERLAY
PROJECT
ENGINEER:
DESIGNED BY:
191e7-TATA011:1'i
CHECKED BY:
IF THIS BAR DOES NOT
MEASURE 1" THEN DRAWING
IS NOT TO FULL SCALE
A. MARCH
A. MARCH
B. EDWARDS
0 1/2" 1"
HSG
SITE AREA
B
100%
B
0%
A
0%
B 0%
EXISTING
CONTOUR
FENCE
PROPERTY LINE
EASEMENT
-- STORM DRAIN LINE
MANHOLE
YARD INLET
POWER POLE
STORMWATER RUNOFF CONSIDERATIONS:
QUALITY
THE VIRGINIA RUNOFF REDUCTION METHOD (VRRM)
SPREADSHEET FOR RE -DEVELOPMENT WAS USED TO
DETERMINE THE NUTRIENT REDUCTION REQUIREMENTS.
BECAUSE OF THE REMOVAL OF IMPERVIOUS SURFACES, THE
PROPOSED PROJECT IS EXCEEDING THE PHOSPHORUS LOAD
REDUCTION BY 0.04 LBS/YR.
THE PRE -DEVELOPMENT PEAK FLOWS FOR THE 2-YR AND
10-YR 24-HR STORMS FOR EACH DRAINAGE AREA (DA) ARE AS
FOLLOWS:
2-YR, 24-HR
10-YR, 24-HR
DA1
0.1 CFS
0.4 CFS
DA2
1.0 CFS
2.1 CFS
DA3
0.9 CFS
1.9 CFS
DA4
0.2 CFS
0.5 CFS
THE POST -DEVELOPMENT PEAK FLOWS FOR THE 2-YR AND
10-YR 24-H5 STORMS FOR EACH DRAINAGE AREA ARE AS
FOLLOWS:
2-YR, 24-HR
10-YR, 24-HR
DA1
0.1 CFS
0.4 CFS
DA2
0.6 CFS
1.5 CFS
DA3
0.7 CFS
1.6 CFS
DA4
0.2 CFS
0.5 CFS
UNDER PRE -DEVELOPMENT CONDITIONS, RUNOFF FROM THE
PROJECT AREA SHEET FLOWS DOWNHILL AWAY FROM THE
CLARIFIERS, DOWN A STEEP HILL AND INTO THE NEAREST
STORMWATER INLET. NO CHANGE IN OVERALL DRAINAGE
PATTERNS IS PROPOSED POST -DEVELOPMENT. EACH
DRAINAGE AREA EITHER EXPERIENCES NO CHANGE OR A
DECREASE IN PEAK FLOW. AT THE POINT OF OUTFALL THE
DRAINAGE AREA OF MOORES CREEK IS APPROCIAMTELY 35.1
SQUARE MILES. THERE WILL BE NO CHANGE IN PRE AND
POST RUNOFF CONDITIONS AS A RESULT OF THIS PROJECT
AS ALL EXISTING DRAINAGE PATTERNS WILL REMAIN. DUE TO
PROJECT DEMOTION, THERE WILL BE A DECREASE IN PEAK
FLOW FOR THE PROJECT'S AFFECTED DRAINAGE AREAS AND
AS SUCH NO IMPACT ON MOORES CREEK AS IT RELATES TO
EROSION OR FLOODING.
EROSION AND SEDIMENT CONTROL
IP
SF SF
LOD- LOD-
B/M
TS
PS
DC
INLET PROTECTION
GRAVEL CONSTRUCTION
ENTRANCE
SILT FENCE
LIMITS OF DISTURBANCE
SOIL STABILIZATION BLANKETS
TEMPORARY SEEDING
PERMANENT SEEDING
DUST CONTROL
Digitally signed by Brian Y. Porter
Date: 2021.04.29 15:04:30-04' 00'
PRELIMINARY DESIGN Haze
DO NOT USED FOR
CONSTRUCTION HAZEN AND SAWYER
4011 WESTCHASE BOULEVARD, SUITE 500
RALEIGH, NORTH CAROLINA 27607
LICENSE NO.: C-0381
SITE SEEDING SCHEDULE AND NOTES
APPLICATION RATES IN POUNDS/ACRE
SEED
PLANTING
STRAW
MIXTURE
SEASON
SEED
LIME*
FERTILIZER**
MULCH***
COMMENTS
PREFERED SEASONS:
P
FEB 15 - APR 30
200
4000
1000
4000
SEPT 1 - SEPT 30
SEPT 1 OCT 31
FEB 15 - MARCH 30
OVERSEED WITH TYPE P
TW
SEPT 1 - FEB 15
100
*
600
4000
SEED MIXTURE DURING
NEXT PLANTING SEASON
OVERSEED WITH TYPE P
TSP
FEB 16 - APR 30
100
*
600
4000
SEED MIXTURE DURING
NEXT PLANTING SEASON
OVERSEED WITH TYPE P
TSU
MAY 1 - AUG 31
50
*
600
4000
SEED MIXTURE DURING
NEXT PLANTING SEASON
ABBREVIATIONS
P - 190 LB/AC KENTUCKY 31 TALL FESCUI
5 LB/AC PERENNIAL RYEGRASS
5 LB/AC KENTUCKY BLUEGRASS
TW - 50 LB/AC ANNUAL RYEGRASS
50 LB/AC CEREAL (WINTER) RYE
TSP - 100 LB/AC ANNUAL RYEGRASS
TSU - 50 LB/AC GERMAN MILLET
SEED MIXTURES TO BE USED ON THE PROJECT FOR PERMANENT (P), TEMPORARY WINTER (TW), TEMPORARY
SPRING (TSP) AND TEMPORARY SUMMER (TSU) SHALL BE AS FOLLOWS (ACCEPTABLE SUBSTITUTES PER SECTION
6.24 OF THE NC EROSION AND SEDIMENTATION CONTROL PLANNING AND DESIGN MANUAL MUST BE APPROVED
BY ENGINEER)
SEEDBED PREPARATION NOTES:
1. SCARIFY 2" DEPTH OF SUBGRADE PRIOR TO PLACING TOPSOIL.
2. TOPSOIL SHALL BE SPREAD AT 4" INCH CONSOLIDATED DEPTH
3. APPLY SEED UNIFORMLY WITH A CYCLONE SEEDER, DROP -TYPE SPREADER, OF HYDROSEEDER ON A FIRM,
FRIABLE SEEDBED. IN FINE SOILS, SEEDS SHOULD BE DRILLED 1/4 - 1/2 INCH. IN COARSE, SANDY SOILS,
SEEDS SHALL BE PLANTED NO DEEPER THAN 3/4 INCH. COVER BROADCAST SEED BY LIGHTLY RAKING OR
CHAIN DRAGGING; THEN FIRM SURFACE WITH A ROLLER OR CULTIPACKER TO PROVIDE GOOD SEED
CONTACT.
4. ON CUT AND FILL SLOPES 2:1 OR STEEPER ADD 20 LBS/AC OF WEEPING LOVEGRASS TO THE P SEED MIXTURE
IN THE SPRING AND ADD 20 LBS/AC ANNUAL RYEGRASS IN FALL AND WINTER.
* LIME SHALL BE APPLIED AT A MINIMUM OF 2 TONS PER ACRE WITH 3 TONS PER ACRE IN CLAY SOILS.
APPLICATION RATES AND/OR CHEMICAL ANALYSIS SHALL BE CONFIRMED OR ESTABLISHED BY SOIL TEST.
TACK MULCH BY APPLYING AT 0.10 GAL/YD2. RATE REQUIREMENTS FOR TEMPORARY SEEDING SHALL BE
BASED UPON A pH TEST AS SUCH:
<4.2 3 TONS/ACRE
4.2-5.2 2 TONS/ACRE
5.2-6.0 1 TON/ACRE
** FERTILIZER SHALL BE 10-20-10 MIX OR EQUIVALENT NUTRIENTS.
*** ALTERNATIVE METHODS OF MULCHING MAY BE UTILIZED. ALTERNATIVE METHODS SHALL CONFORM TO
REQUIREMENTS IN THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK.
TEMPORARY SEEDING:
1. LIMING: AN EVALUATION SHOULD BE CONDUCTED TO DETERMINE IF LIME IS NECESSARY FOR TEMPORARY SEEDING. SEE ABOVE
NOTES TO DETERMINE THE NEED AND APPLICATION OF LIME FOR TEMPORARY SEEDING.
2. FERTILIZER: SHALL BE APPLIED AT 600 LBS/AC OF 10-20-10 OR EQUIVALENT NUTRIENTS. LIME AND FERTILIZER SHALL BE
INCORPORATED INTO THE TOP 2 TO 4 INCHES OF THE SOIL.
3. SEEDING: SEEDING SHALL BE APPLIED WITH A BROADCAST SEEDER, DRILL, CULTIPACKER SEEDER OR HYDROSEEDER. SMALL
GRAINS SHALL BE PLANTED NO MORE THAN ONE INCH DEEP. GRASSES AND LEGUMES SHALL BE PLANTED WITH NO LESS THAN
1/4" SOIL COVER. FOR SEED SELECTION AND RATES SEE TABLE 3.31-13 (THIS SHEET).
4. MULCHING: SEEDING MADE IN FALL FOR WINTER COVER AND DURING HOT AND DRY SUMMER MONTHS SHALL BE MULCHED
ACCORDING TO MULCHING STD. & SPEC 3.35 (TABLE 3.35-A PROVIDED THIS SHEET), EXCEPT THAT HYDROMULCHES (FIBER
MULCH) WILL NOT BE CONSIDERED ADEQUATE. STRAW MULCH SHOULD BE USED DURING THESE PERIODS. TEMPORARY SEEDING
MADE UNDER FAVORABLE SOIL AND SITE CONDITIONS DURING OPTIMUM SPRING AND FALL SEEDING DATES MAY NOT REQUIRE
MULCH.
PERMANENT SEEDING:
1. LIMING & FERTILIZER: LIME AND FERTILIZER SHALL BE APPLIED PER SOIL TESTS. SOIL TEST MAY BE PREFORMED BY THE
COOPERATIVE EXTENSION SERVICE SOIL TESTING LABORATORY AT VPI&SU, OR BY A REPUTABLE COMMERCIAL LABORATORY.
INFORMATION CONCERNING THE STATE SOIL TESTING LABORATORY IS AVAILABLE FROM COUNTY EXTENSION AGENTS. IF SOIL
TESTS ARE NOT POSSIBLE, DUE TO UNUSUAL CONDITIONS, SEE THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK
SECTION 3.32 FOR LIMING AND FERTILIZER NEEDS.
2. SEEDING: SEEDING SHALL BE APPLIED WITH A BROADCAST SEEDER, DRILL, CULTIPACKER SEEDER, OR HYDROSEEDER ON A FIRM,
FRIABLE SEEDBED. SEED DEPTH SHOULD BE 1/4 TO 1/2 INCH. FOR SEED SELECTION AND RATES SEE TABLE 3.32-D (THIS SHEET).
3. MULCHING: ALL PERMANENT SEEDING SHALL BE MULCHED IMMEDIATELY UPON COMPLETION OF SEED APPLICATION. REFER TO
MULCHING, STD. & SPEC. 3.35 (TABLE 3.35-A PROVIDED THIS SHEET).
EOP
EDGE OF PAVEMENT
G
GAS
LOD
LIMITS OF DISTURBANCE
SS
SANITARY SEWER
OHE
OVERHEAD ELECTRIC
W
WATER
FOC
FIBER OPTIC CABLE
R
PROPERTY LINE
LP
LIGHT POLE
CENTER LINE
UGE
UNDERGROUND
ELECTRIC
PP
POWER POLE
RIVANNA WATER & SEWER AUTHORITY
CHARLOTTESVILLE, VIRGINA
MOORES CREEK ADVANCED WATER RESOURCE
RECOVERY FACILITY
IN -PLANT CLARIFIER AND LIME SILO DEMOLTION
SIGNATURE PANEL
NOTES
CIVIL
GENERAL NOTES AND LEGEND
DATE: APRIL 2021
HAZEN NO.: 31430-0106
CONTRACT NO.: 1
DRAWING
NUMBER:
C01
REV
9VAC25-840-40. MINIMUM STANDARDS.
A VESCP MUST BE CONSISTENT WITH THE FOLLOWING CRITERIA,
TECHNIQUES AND METHODS:
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. TEMPORARY SOIL STABILIZATION SHALL BE
APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT
FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 14 DAYS.
PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE
LEFT DORMANT FOR MORE THAN ONE YEAR.
2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCK PILES AND
BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT
TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY
PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON
SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED
FROM THE PROJECT SITE.
3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON
DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT
VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND
COVER IS ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND
WILL INHIBIT EROSION.
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.
5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN
STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER
INSTALLATION.
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.
a. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134
CUBIC YARDS PER ACRE OF DRAINAGE AREA AND THE TRAP SHALL ONLY
CONTROL DRAINAGE AREAS LESS THAN THREE ACRES.
b. SURFACE RUNOFF FROM DISTURBED AREAS THAT IS COMPRISED OF
FLOW FROM DRAINAGE AREAS GREATER THAN OR EQUAL TO THREE ACRES
SHALL BE CONTROLLED BY A SEDIMENT BASIN. THE MINIMUM STORAGE
CAPACITY OF A SEDIMENT BASIN SHALL BE 134 CUBIC YARDS PER ACRE OF
DRAINAGE AREA. THE OUTFALL SYSTEM SHALL, AT A MINIMUM, MAINTAIN THE
STRUCTURAL INTEGRITY OF THE BASIN DURING A 25-YEAR STORM OF
24-HOUR DURATION. RUNOFF COEFFICIENTS USED IN RUNOFF CALCULATIONS
SHALL CORRESPOND TO A BARE EARTH CONDITION OR THOSE CONDITIONS
EXPECTED TO EXIST WHILE THE SEDIMENT BASIN IS UTILIZED.
7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A
MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE
ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION
SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL
THE PROBLEM IS CORRECTED.
8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES
UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT
CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE.
9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE
OR OTHER PROTECTION SHALL BE PROVIDED.
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.
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.
12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS
SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT
TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT
POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED
FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL
MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER
MATERIALS.
13. WHEN A LIVE 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.
14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REQUIREMENTS
PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE
MET.
15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED
IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED.
16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE
WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE
CRITERIA:
a. NO MORE THAN 300 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE
TIME.
b. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF
TRENCHES.
C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR
PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH,
AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT
FLOWING STREAMS OR OFF -SITE PROPERTY.
d. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY
COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION.
e. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH
PROJECT
ENGINEER:
DESIGNED BY:
I9I:L TA011:l'fi
CHECKED BY:
IF THIS BAR DOES NOT
MEASURE 1"THEN DRAWING
ISSUED FOR DATE gy IS NOT TO FULL SCALE
THIS CHAPTER.
f. APPLICABLE SAFETY REQUIREMENTS SHALL BE COMPLIED WITH
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. WHERE
SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE
ROAD SURFACE SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY.
SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR
SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA.
STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN
THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT
LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES.
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. TRAPPED SEDIMENT AND THE
DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY
MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER
EROSION AND SEDIMENTATION.
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 FOR THE STATED FREQUENCY STORM OF 24-HOUR
DURATION IN ACCORDANCE WITH THE FOLLOWING STANDARDS AND
CRITERIA. STREAM RESTORATION AND RELOCATION PROJECTS THAT
INCORPORATE NATURAL CHANNEL DESIGN CONCEPTS ARE NOT MAN-MADE
CHANNELS AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND
VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS:
a. CONCENTRATED STORMWATER RUNOFF LEAVING A DEVELOPMENT SITE
SHALL BE DISCHARGED DIRECTLY INTO AN ADEQUATE NATURAL OR
MAN-MADE RECEIVING CHANNEL, PIPE OR STORM SEWER SYSTEM. FOR
THOSE SITES WHERE RUNOFF IS DISCHARGED INTO A PIPE OR PIPE SYSTEM,
DOWNSTREAM STABILITY ANALYSES AT THE OUTFALL OF THE PIPE OR PIPE
SYSTEM SHALL BE PERFORMED.
b. ADEQUACY OF ALL CHANNELS AND PIPES SHALL BE VERIFIED IN THE
FOLLOWING MANNER:
(1) THE APPLICANT SHALL DEMONSTRATE THAT THE TOTAL DRAINAGE AREA
TO THE POINT OF ANALYSIS WITHIN THE CHANNEL IS ONE HUNDRED TIMES
GREATER THAN THE CONTRIBUTING DRAINAGE AREA OF THE PROJECT IN
QUESTION; OR
(2) (A) NATURAL CHANNELS SHALL BE ANALYZED BY THE USE OF A
TWO-YEAR STORM TO VERIFY THAT STORMWATER WILL NOT OVERTOP
CHANNEL BANKS NOR CAUSE EROSION OF CHANNEL BED OR BANKS.
(b) ALL PREVIOUSLY CONSTRUCTED MAN-MADE CHANNELS SHALL BE
ANALYZED BY THE USE OF A TEN-YEAR STORM TO VERIFY THAT STORMWATER
WILL NOT OVERTOP ITS BANKS AND BY THE USE OF A TWO-YEAR STORM TO
DEMONSTRATE THAT STORMWATER WILL NOT CAUSE EROSION OF CHANNEL
BED OR BANKS; AND
(c) PIPES AND STORM SEWER SYSTEMS SHALL BE ANALYZED BY THE USE OF
A TEN-YEAR STORM TO VERIFY THAT STORMWATER WILL BE CONTAINED
WITHIN THE PIPE OR SYSTEM.
C. IF EXISTING NATURAL RECEIVING CHANNELS OR PREVIOUSLY
CONSTRUCTED MAN-MADE CHANNELS OR PIPES ARE NOT ADEQUATE, THE
APPLICANT SHALL:
(1) IMPROVE THE CHANNELS TO A CONDITION WHERE A TEN-YEAR STORM
WILL NOT OVERTOP THE BANKS AND A TWO-YEAR STORM WILL NOT CAUSE
EROSION TO THE CHANNEL, THE BED, OR THE BANKS; OR
(2) IMPROVE THE PIPE OR PIPE SYSTEM TO A CONDITION WHERE THE
TEN-YEAR STORM IS CONTAINED WITHIN THE APPURTENANCES;
(3) DEVELOP A SITE DESIGN THAT WILL NOT CAUSE THE PRE -DEVELOPMENT
PEAK RUNOFF RATE FROM A TWO-YEAR STORM TO INCREASE WHEN RUNOFF
OUTFALLS INTO A NATURAL CHANNEL OR WILL NOT CAUSE THE
PRE -DEVELOPMENT PEAK RUNOFF RATE FROM A TEN-YEAR STORM TO
INCREASE WHEN RUNOFF OUTFALLS INTO A MAN-MADE CHANNEL; OR
(4) PROVIDE A COMBINATION OF CHANNEL IMPROVEMENT, STORMWATER
DETENTION OR OTHER MEASURES WHICH IS SATISFACTORY TO THE VESCP
AUTHORITY TO PREVENT DOWNSTREAM EROSION.
d. THE APPLICANT SHALL PROVIDE EVIDENCE OF PERMISSION TO MAKE
THE IMPROVEMENTS.
e. ALL HYDROLOGIC ANALYSES SHALL BE BASED ON THE EXISTING
WATERSHED CHARACTERISTICS AND THE ULTIMATE DEVELOPMENT
CONDITION OF THE SUBJECT PROJECT.
f. IF THE APPLICANT CHOOSES AN OPTION THAT INCLUDES STORMWATER
DETENTION, HE SHALL OBTAIN APPROVAL FROM THE VESCP OF A PLAN FOR
MAINTENANCE OF THE DETENTION FACILITIES. THE PLAN SHALL SET FORTH
THE MAINTENANCE REQUIREMENTS OF THE FACILITY AND THE PERSON
RESPONSIBLE FOR PERFORMING THE MAINTENANCE.
g. OUTFALL FROM A DETENTION FACILITY SHALL BE DISCHARGED TO A
RECEIVING CHANNEL, AND ENERGY DISSIPATORS SHALL BE PLACED AT THE
OUTFALL OF ALL DETENTION FACILITIES AS NECESSARY TO PROVIDE A
STABILIZED TRANSITION FROM THE FACILITY TO THE RECEIVING CHANNEL.
h. ALL ON -SITE CHANNELS MUST BE VERIFIED TO BE ADEQUATE.
i. INCREASED VOLUMES OF SHEET FLOWS THAT MAY CAUSE EROSION OR
SEDIMENTATION ON ADJACENT PROPERTY SHALL BE DIVERTED TO A STABLE
OUTLET, ADEQUATE CHANNEL, PIPE OR PIPE SYSTEM, OR TO A DETENTION
FACILITY.
j. IN APPLYING THESE STORMWATER MANAGEMENT CRITERIA, INDIVIDUAL
LOTS OR PARCELS IN A RESIDENTIAL, COMMERCIAL OR INDUSTRIAL
DEVELOPMENT SHALL NOT BE CONSIDERED TO BE SEPARATE DEVELOPMENT
PROJECTS. INSTEAD, THE DEVELOPMENT, AS A WHOLE, SHALL BE
CONSIDERED TO BE A SINGLE DEVELOPMENT PROJECT. HYDROLOGIC
PARAMETERS THAT REFLECT THE ULTIMATE DEVELOPMENT CONDITION SHALL
BE USED IN ALL ENGINEERING CALCULATIONS.
A. MARCH
A. MARCH
B.EDWARDS
0 1/2" 1"
PRELIMINARY DESIGN
DO NOT USED FOR
CONSTRUCTION
k. ALL MEASURES USED TO PROTECT PROPERTIES AND WATERWAYS SHALL
BE EMPLOYED IN A MANNER WHICH MINIMIZES IMPACTS ON THE PHYSICAL,
CHEMICAL AND BIOLOGICAL INTEGRITY OF RIVERS, STREAMS AND OTHER
WATERS OF THE STATE.
I. ANY PLAN APPROVED PRIOR TO JULY 1, 2014, THAT PROVIDES FOR
STORMWATER MANAGEMENT THAT ADDRESSES ANY FLOW RATE CAPACITY
AND VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS
SHALL SATISFY THE FLOW RATE CAPACITY AND VELOCITY REQUIREMENTS FOR
NATURAL OR MAN-MADE CHANNELS IF THE PRACTICES ARE DESIGNED TO (I)
DETAIN THE WATER QUALITY VOLUME AND TO RELEASE IT OVER 48 HOURS;
(II) DETAIN AND RELEASE OVER A 24-HOUR PERIOD THE EXPECTED RAINFALL
RESULTING FROM THE ONE YEAR, 24-HOUR STORM; AND (III) REDUCE THE
ALLOWABLE PEAK FLOW RATE RESULTING FROM THE 1.5, 2, AND 10-YEAR,
24-HOUR STORMS TO A LEVEL THAT IS LESS THAN OR EQUAL TO THE PEAK
FLOW RATE FROM THE SITE ASSUMING IT WAS IN A GOOD FORESTED
CONDITION, ACHIEVED THROUGH MULTIPLICATION OF THE FORESTED PEAK
FLOW RATE BY A REDUCTION FACTOR THAT IS EQUAL TO THE RUNOFF
VOLUME FROM THE SITE WHEN IT WAS IN A GOOD FORESTED CONDITION
DIVIDED BY THE RUNOFF VOLUME FROM THE SITE IN ITS PROPOSED
CONDITION, AND SHALL BE EXEMPT FROM ANY FLOW RATE CAPACITY AND
VELOCITY REQUIREMENTS FOR NATURAL OR MAN-MADE CHANNELS AS
DEFINED IN ANY REGULATIONS PROMULGATED PURSUANT TO § 62.1-44.15:54
OR 62.1-44.15:65 OF THE ACT.
M. FOR PLANS APPROVED ON AND AFTER JULY 1, 2014, THE FLOW RATE
CAPACITY AND VELOCITY REQUIREMENTS OF § 62.1-44.15:52 A OF THE ACT
AND THIS SUBSECTION SHALL BE SATISFIED BY COMPLIANCE WITH WATER
QUANTITY REQUIREMENTS IN THE STORMWATER MANAGEMENT ACT
(§ 62.1-44.15:24 ET SEQ. OF THE CODE OF VIRGINIA) AND ATTENDANT
REGULATIONS, UNLESS SUCH LAND -DISTURBING ACTIVITIES ARE IN
ACCORDANCE WITH 9VAC25-870-48 OF THE VIRGINIA STORMWATER
MANAGEMENT PROGRAM (VSMP) REGULATIONS.
n. COMPLIANCE WITH THE WATER QUANTITY MINIMUM STANDARDS SET
OUT IN 9VAC25-870-66 OF THE VIRGINIA STORMWATER MANAGEMENT
PROGRAM (VSMP) REGULATIONS SHALL BE DEEMED TO SATISFY THE
REQUIREMENTS OF SUBDIVISION 19 OF THIS SUBSECTION.
STATUTORY AUTHORITY
§ 62.1-44.15:52 OF THE CODE OF VIRGINIA.
HISTORICAL NOTES
FORMER 4VAC50-30-40, DERIVED FROM VR625-02-00 § 4; EFF SEPTEMBER 13,
1990; AMENDED, VIRGINIA REGISTER VOLUME 11, ISSUE 11, EFF. MARCH 22,
1995; VOLUME 29, ISSUE 4, EFF. NOVEMBER 21, 2012; AMENDED AND
RENUMBERED, VIRGINIA REGISTER VOLUME 30, ISSUE 2, EFF. OCTOBER 23,
2013.
Digitally signed by Brian Y. Porter
Date: 2021.04.29 15:04:46-04'00' 1 Haze
RIVANNA WATER & SEWER AUTHORITY
CHARLOTTESVILLE, VIRGINA
HAZEN AND SAWYER MOORES CREEK ADVANCED WATER RESOURCE
4011 WESTCHASE BOULEVARD, SUITE 500 RECOVERY FACILITY
RALEIGH, NORTH CAROLINA27607 IN -PLANT CLARIFIER AND LIME SILO DEMOLTION
LICENSE NO.: C-0381
OVERALL EROSION & SEDIMENTATION CONTROL NOTES
1. THE CONTRACTOR IS ENCOURAGED TO PHASE CONSTRUCTION TO MINIMIZE EXPOSED SOIL AREAS
THROUGHOUT THE PROJECT.
2. ALL ONSITE ACTIVITIES SHALL BE MANAGED TO INSURE NO ADVERSE IMPACTS TO WATER QUALITY
OCCUR DURING AND AFTER CONSTRUCTION. THE ACTIVITIES, AS DESCRIBED IN SPECIFICATION
SECTION 31 25 00, AND OTHERS, REQUIRE OVERSIGHT THROUGHOUT THE CONSTRUCTION AND
DEVELOPMENT PROCESS TO ASSURE THAT ALL WATER QUALITY STANDARDS ARE PROTECTED. SEE
SPECIFICATION SECTION 3125 00 FOR FURTHER REQUIREMENTS.
3. THE CONTRACTOR SHALL FURNISH AND INSTALL ALL NECESSARY EROSION CONTROL MEASURES
WHETHER OR NOT SHOWN ON THE PLANS TO PROTECT ADJACENT CREEKS, RIVERS, ROADWAYS, ETC.
FROM SILTATION AND EROSION.
4. EACH EROSION AND SEDIMENTATION CONTROL MEASURE SHALL BE INSPECTED AT LEAST ONCE
EVERY FOUR BUSINESS DAYS OR AT LEAST ONCE EVERY FIVE BUSINESS DAYS AND NO LATER THAN 48
HOURS FOLLOWING A MEASURABLE STORM EVENT. IN THE EVENT THAT A MEASURABLE STORM EVENT
OCCURS WHEN THERE ARE MORE THAN 48 HOURS BETWEEN BUSINESS DAYS, THE INSPECTION SHALL
BE CONDUCTED ON THE NEXT BUSINESS DAY.
5. ALL PIPE WORK SHALL BE INSTALLED IN ACCORDANCE WITH STANDARD CONSTRUCTION TECHNIQUES.
ONLY THE LENGTH OF TRENCH IN WHICH PIPE CAN BE INSTALLED IN ONE DAYS TIME SHALL BE OPEN
AT ANY TIME, WITH SPOIL MATERIAL PLACED ON THE UPHILL SIDE OF THE TRENCH. PIPING SHALL BE
CAPPED AT THE END OF EACH WORK DAY TO PREVENT SEDIMENT FROM ENTERING PIPE. TRENCH
SHALL BE BACKFILLED AT END OF EACH WORKDAY AND DISTURBED AREA SEEDED WITH TEMPORARY
SEEDING MEASURES, AS APPROPRIATE.
6. ALL EROSION CONTROL MEASURES SHALL REMAIN IN PLACE UNTIL CONSTRUCTION IS COMPLETE,
PERMANENT VEGETATION IS ESTABLISHED ON ALL DISTURBED AREAS, AND APPROVAL BY THE
ENGINEER IS GIVEN. AREAS WHERE EROSION AND SEDIMENTATION CONTROL MEASURES ARE
REMOVED SHALL BE REGRADED AND SEEDED TO MATCH ORIGINAL SITE CONDITIONS.
EROSION & SEDIMENTATION CONTROL CONSTRUCTION SEQUENCING
1. NO CONSTRUCTION OR LAND DISTURBANCE ACTIVITIES SHALL BEGIN UNTIL TEMPORARY
SEDIMENT AND EROSION CONTROL MEASURES HAVE BEEN INSTALLED. CONTRACTOR SHALL
INSTALL SILT FENCE AS SHOWN ON THE DRAWING FOR TEMPORARY PERIMETER EROSION
CONTROL.
2. ONCE THE SITE HAS BEEN CLEARED AND GRUBBED, AND ALL SILT FENCE HAS BEEN INSTALLED,
ALL APPROPRIATE UTILITY REROUTING SHALL COMMENCE. ONCE ALL PERMANENT UTILITIES HAVE
BEEN ROUTED, THE EXCAVATION SUPPORT SYSTEM MAY BE FURBISHED. ALL MAJOR EXCAVATION
AND DEMOLITION ACTIVITIES MAY OCCUR AFTER SUPPORT SYSTEM HAS BEEN VERIFIED BY THE
ENGINEER.
3. TEMPORARY SEEDING MEASURES SHALL BE EMPLOYED THROUGHOUT THE DURATION OF
CONSTRUCTION ACTIVITIES ON ANY AREA WHICH WILL REMAIN UNDISTURBED FOR MORE THAN 7
WORKING DAYS OR 14 CALENDAR DAYS, WHICHEVER IS SHORTER. ALL SLOPES STEEPER THAN
3H:1 V SHALL BE PLANTED OR OTHERWISE PROVIDED WITH TEMPORARY OR PERMANENT GROUND
COVER, DEVICES, OR STRUCTURES SUFFICIENT TO RESTRAIN EROSION WITHIN 7 CALENDAR DAYS.
ALL OTHER SLOPES OF 3HA V OR FLATTER, EXCEPT THOSE GREATER THAN 50 FT IN LENGTH,
SHALL BE PROVIDED WITH TEMPORARY OR PERMANENT GROUND COVER, DEVICES, OR OTHER
STRUCTURES SUFFICIENT TO RESTRAIN EROSION WITHIN 14 CALENDAR DAYS.
4. PERMANENT SEEDING SHALL BE INSTALLED, IN THE PROPER PLANTING SEASON, FOR ALL AREAS
REACHING FINAL GRADE WHICH WILL NOT BE DISTURBED AGAIN. IF PLANTING SEASON IS NOT
APPROPRIATE FOR PERMANENT SEEDING CONTRACTOR SHALL RE -SEED AREA WITH PERMANENT
SEEDING WHEN SEASON ALLOWS.
5. UPON COMPLETION OF FINAL GRADING, PERMANENT STRUCTURAL OR VEGETATIVE STABILIZATION
SHALL BE ESTABLISHED.
6. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE MAINTAINED THROUGHOUT
THE DURATION OF CONSTRUCTION ACTIVITIES AND THE SITE HAS BEEN PERMANENTLY
STABILIZED WITH STRUCTURAL AND/OR PERMANENT VEGETATIVE MEASURES.
7. CONTRACTOR SHALL PERFORM SITE INSPECTION AND MAINTENANCE ONCE EVERY5 BUSINESS
DAYS AND WITHIN 48 HOURS AFTER MEASURABLE STORM EVENT.
8. ONCE PERMANENT STABILIZATION HAS OCCURRED, TEMPORARY SEDIMENT CONTROL MEASURES
MAY BE REMOVED UPON APPROVAL FROM THE ENGINEER AND ALBEMARLE COUNTY. ANY AREAS
DISTURBED BY THE REMOVAL OF EROSION CONTROL MEASURES SHALL BE RETURNED TO THE
ORIGINAL, OR BETTER, CONDITION BEFORE SEEDED, MULCHED, AND FERTILIZED.
EROSION AND SEDIMENT CONTROL MEASURES:
TEMPORARY MEASURES:
• CONSTRUCTION ENTRANCE PER STD 3.02
• SILT FENCE PER STD 3.05
• GRAVEL DROP INLET SEDIMENT FILTER PER STD 3.07-2
• CURB INLET SEDIMENT FILTER PER STD 3.07-6
• TEMPORARY SEEDING PER STD 3.31
PERMANENT MEASURES:
• SOIL STABILIZATION BLANKETS PER STD 3.36
• PERMANENT STABILIZATION: AREAS OF THE SITE THAT WILL NOT BE PAVED
WILL BE SEEDED AND MULCHED ACCORDING TO THE VIRGINIA EROSION AND
SEDIMENT CONTROL HANDBOOK REQUIREMENTS PER STD 3.32
EROSION AND SEDIMENT CONTROL MAINTENANCE NOTES:
IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE
CHECKED AFTER EACH RAINFALL OR WEEKLY, WHICHEVER IS MORE FREQUENT,
AND SHOULD BE CLEANED AND REPAIRED ACCORDING TO THE FOLLOWING
SCHEDULE:
1. EROSION AND SEDIMENT CONTROLS WILL BE CHECKED REGULARLY FOR
UNDERMINING OR DETERIORATION AND BUILDUP OR CLOGGING WITH
SEDIMENT. CORRECTIVE ACTION SHALL BE TAKEN IMMEDIATELY.
2. FREQUENT INSPECTIONS AND CLEANING OF MUD AND DEBRIS FOUND
OUTSIDE OF THE LIMITS OF DISTURBANCE IS REQUIRED, ALONG WITH ANY
OTHER REMEDIES REQUIRED BY THE COUNTY.
3. ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO SEE THAT A GOOD
STAND OF GRASS IS MAINTAINED. AREAS SHALL BE RESEEDED AS NEEDED.
TEMPORARY STABILIZATION WILL BE USED AS REQUIRED BY THE COUNTY.
DATE:
19MA00110[�]
CIVIL CONTRACT NO.:
EROSION AND SEDIMENT CONTROL NOTES DRAWING
NUMBER:
APRIL 2021
31430-006
1
CO2
MAIN PLANT ENTRANCE
PROPERTY LINE, TYP.
Igo
/ F- d�
0 O \\ / /
10� `Y�q'
N CITY OF CHARLOTTESVILLE LIMITSNee
�yQ-../ .......... O /�\
100 YEAR FLOODPLAIN, TYP. R` R . % 1 QDYA 5
�/.".".".". aoaY.. .... MOORES CREEK PUMP STATION
...................... _ �__
oy
yf
/,'•'•','• / EXPANSION, SDP2010-82
............
p.."..'/..".'.".".'.".".".".".'.".".'. ............/.......... 6 "
FLOODWAY, TYP. y ... �/ ' ^Y.............. . �_ O CA
/................♦.................................................. /W I ♦ DIGESTER IMPROVEMENTS,
�................... \}�_ \ \ SDP2012-40 .................. ............................... _
>...."/ .............. a o.
/..'.'.'.'.'.'.'.'..'.'.'.'.'.' .... ............. ...... ... .. .
100'STREAM BUFFER, TYP. .. .....................I .... .. ... . g oa`
1�A , . ".".".".".."."•...... ................ ♦ V _ �•��
r. O .. .
0 ♦ '
LOD
�../.......:.:.:.:. - .' ' .'.' ...:.." " :. moo`..".".".
o�P....../.......................
♦ o .....� . _ .. _ ♦��.. RIVANNA PUMP STATION .
/..................... ` 6 r- OD r� " "[/ CONSTRUCTION, SDP2013-33
/.:.:.jam ..................... ♦ + _ :,.5:?_..,:.- L 1.-''/\�X�%�%�`��� .t�♦
` �4Q........ ".. ".. A".. It
I
................... I+
g I
PROPOSED USE: INDUSTRIAL (UTILITY)
OWNER: RIVANNA WATER & SEWER AUTHORITY
PROPERTY: MOORES CREEK ADVANCED WATER
RESOURCE RECOVERY FACILITY
TOTAL PROPERTY SIZE: 89.46 ACRES
TAX MAP/PARCEL: 077-40A
ZONING: LI (LIGHT INDUSTRIAL); ENTRANCE CORRIDOR (EC)
MAGISTERIAL: SCOTTSVILLE
COUNTY: ALBEMARLE
STATE: VIRGINIA
ENGINEER: HAZEN AND SAWYER
4011 WESTCHASE BLVD
SUITE 500
RALEIGH NC 27607
NO SURVEY CONDUCTED FOR THIS PROJECT; SITE TOPOGRAPHY IS FROM
BASE FILES FROM PREVIOUS PLANT IMPROVEMENT SURVEYS.
DATUM: HORZ: NAD83 VIRGINIA SOUTH ZONE
VERT:NAVD88
THIS SITE IS NOT LOCATED WITHIN THE WATERSHED OF A PUBLIC WATER
SUPPLY RESERVOIR.
100 YEAR FLOODPLAIN ELEVATION: 324.00'
REFERENCE: FEMA MAP # 51003CO289D, EFFECTIVE 2/4/2005 AND LOMR
16-03-1107P, EFFECTIVE 2/6/2017.
WAIVERS FOR DETENTION, TRAVELWAY WIDTH AND LANDSCAPE PLAN
REQUIREMENTS HAVE BEEN GRANTED UNDER THE MAJOR AMENDMENT
REVIEW OF SDP200800100.
SETBACKS (MET OR N/A)
FRONT MINIMUM: 10' FROM THE R-O-W OR EXTERIOR EDGE OF
SIDEWALK IF SIDEWALK IS OUTSIDE OF R-O-W
FRONT MAXIMUM: NONE
SIDE AND REAR MINIMUM: 50' BETWEEN PUBLIC R-O-W, RURAL AREAS, OR
THE MONTICELLO HISTORIC DISTRICT AND
STRUCTURE; 30' BETWEEN OFF-STREET PARKING
AND THE DISTRICT BOUNDARY.
SIDE AND REAR MAXIMUM: NONE
GRIT REMOVAL FACILITY
IMPROVEMENTS,SDP2015-145
CLARIFIER COVER
CONSTRUCTION, SDP2015-145
�� INTERSTATE 64 CORRIDOR
i
ADJACENT PARCELS
NO. OWNER TAX MAP PARCEL NO I DB-PG ZONING USE
1
RIVANNA WATER AND SEWER AUTHORITY
77
38B
5111 - 166
LIGHT INDUSTRY
INDUSTRIAL
2
RIVANNA WATER AND SEWER AUTHORITY
78
22A
5125-573
LIGHT INDUSTRY
INDUSTRIAL
3
ELEMENTAL ECOTECH LLC
77
40B
495-325
LIGHT INDUSTRY
OPEN
4
TREM COMMERICAL RENTALS LLC
77
40N
2893-653
LIGHT INDUSTRY
WAREHOUSE
5
LACY MECHANICAL INC
77
40P
3655-442
LIGHT INDUSTRY
GARAGE
6
BROADWAY CENTER LLC
77
40P1
4436-471
LIGHT INDUSTRY
WAREHOUSE
7
WOOLEN MILLS
78
21B
639-193
C1 COMMERCIAL
COMMERCIAL
IVA- MEOW,
-ASS CIATED SITE PLANS:
SDP20800100 (APPROVED JAN 2009)
SITE PLAN SUBMITTAL FOR THE EXPANSION OF MOORES CREEK WWTP WITH REGARDS TO
THE NUTRIENT REMOVAL IMPROVEMENT PROJECT.
ASSOCIATED SITE PLAN REVISIONS:
SDP2010-82 (APPROVED JAN 2011)
SITE PLAN SUBMITTAL FOR IMPROVEMENTS TO THE EXISTING MOORES CREEK
PUMP STATION AND ITS ASSOCIATED PROPOSED FORCE MAIN.
SDP2012-40 (APPROVED OCT 2012)
Nim SITE PLAN SUBMITTAL FOR DIGESTER IMPROVEMENTS AT THE EXISTING
MOORES CREEK WWTP
SDP2013-33 (APPROVED SEPT 2013)
SITE PLAN FOR CONSTRUCTION OF NEW RIVANNA PUMP STATION AND
INTERCEPTOR TUNNEL.
SDP 2015-145 (APPROVED SEPT 2015)
MINOR SITE PLAN AMENDMENT FOR ODOR CONTROL IMPROVEMENTS.
SDP 2020-015 (APPROVED OCT 2020)
MINOR SITE PLAN AMENDMENT FOR ENGINEERING TRAILER ADDITION AND
PARKING LOT EXPANSION
PROJECT
ENGINEER: B. PORTER
Digitally signed by Brian Y.
Porter
Date:2021 0029
PRELIMINARY DESIGN
DO NOT USED FOR
CONSTRUCTION
_
HAZENANDSAWYER
4011 WESTCHASE BOULEVARD, SUITE 500
RALEIGH, NORTH CAROLINA 27607
LICENSE NO.: C-0381
RIVANNA WATER & SEWER AUTHORITY
CHARLOTTESVILLE, VIRGINA
NOTES
CIVIL
LOCATION INFORMATION
DATE: APRIL 2021
DESIGNED BY: A. MARCH
HAZENNO.: 31430-006
DRAWN BY: A MARCH
CONTRACT NO.: 1
MOORES CREEK ADVANCED WATER RESOURCE
RECOVERY FACILITY
IN -PLANT CLARIFIER AND LIME SILO DEMOLTION
CHECKED BY: B.EDWARDS
NDRAWING
UMBER:
CO3
IF
E1"THAR DOESNOT o 1 "
MEASURE
MEASURE 1" THEN DRAWING
IS NOT TO FULL SCALE
REV
ISSUED FOR
DATE
BY
100A
♦d0 ♦
MAIN PLANT ENTRANCE
PROPERTY LINE, TYP.
♦e
n /♦
1dpVR �1p0VR ♦♦
g
I/w
W I
! 7ax 0 000
I
C
m
•
o.
C
G�C15
1 �
q. --ice •
pill
0•
PLAN
SCALE: 1" = 150'
m
/ *1004, \ \
I .p
2
/ 11192Z
�� 9�iL
I
100YR 1 /�
IN -PLANT CLARIFIERS TO BE DEMOLISHED
/ LIME SILO AND ELECTRICAL SHED i /
/ TO BE DEMOLISHED
w
LIMITS OF DISTURBANCE, TYP.
.. . A I * / wool,
2" MILL AND OVERLAY, TYP.J/ /�` �♦
I —
- I I
_ UMITS OF DISTURBANCE:57500 SIF
X�
64 cORRIOOR
�� INTERSTPTE --
PROJECT
ENGINEER: B. PORTER
Digitally signed by Brian Y.
Porter
Date: 2021.04.29
15:07:40-04'00'
PRELIMINARY DESIGN
DO NOT USED FOR
CONSTRUCTION
_
HAZEN AND SAWYER
4011 WESTCHASE BOULEVARD, SUITE 500
RALEIGH, NORTH CAROLINA 27607
LICENSE NO.: C-0381
RIVANNA WATER & SEWER AUTHORITY
CHARLOTTESVILLE, VIRGINA
SITE
CIVIL
OVERALL SITE PLAN
DATE:
DESIGNED BY: A. MARCH
HAZEN NO.: 3'1430-006
DRAWN BY: A. MARCH
CONTRACT NO.:
MOORES CREEK ADVANCED WATER RESOURCE
RECOVERY FACILITY
IN -PLANT CLARIFIER AND LIME SILO DEMOLTION
CHECKED BY: B. EDWARDS
NDRAWING
UMBER:
C10
IF
E1"THAR DOESNOT o 1
MEASURE
MEASURE 1"THEN DRAWING
IS NOT TO FULL SCALE
REV
ISSUED FOR
DATE
BY
HL
11/ // / 6" SUPERNATANT DIGESTOR BUILDING 1y� I /
wl'' RETURN TO MH N _� EIECTJBOX cn
�
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— — — — — —
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SCALE: 1" = 20' SCALE: 1" = 20'
PROJECT
ENGINEER: B. PORTER RIVANNA WATER & SEWER AUTHORITY Digitally signed by Brian Y. Porter DATE:
DESIGNED BY: A. MARCH Date: 2021.04.2915:07:53-04'00CHARLOTTESVILLE, VIRGINA HAZENNO., 31430-006
DRAWN BY: A. MARCH PRELIMINARY DESIGN SITE CONTRACT NO.: 1
DO NOT USED FOR _ CIVIL DRAWING
CHECKED BY: B. EDWARDS CONSTRUCTION HAZEN AND SAWYER MOORES CREEK ADVANCED WATER RESOURCE EXISING SITE AND YARD PIPING PLAN NUMBER
IF THIS BAR DOES NOT 0 111
4011 WESTCHASE BOULEVARD, SUITE 500 RECOVERY FACILITY
MEASURE 1" THEN DRAWING RALEIGH, NORTH CAROLINA 27607
REV ISSUED FOR DATE BY IS NOT TO FULL SCALE LICENSE NO.: C-0381 IN -PLANT CLARIFIER AND LIME SILO DEMOLTION C11
t
1'c- p'?,01
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L
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CURB INLET PROTECTION
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TANK STRUCTURE
(ABANDONED)
SILT FENCE, TYP.
IP
DIGESTOR BUILDING
EXCAVATION SUPPORT SYSTEM
BY CONTRACTOR
IN -PLANT
CLARIFIER
ASPHALT PAVEMENT
I
Cow!0"
I
BOILER FACILITY
LOD — LOD — LOD
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X_
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PLAN 20 10 0 20'
SCALE: 1" = 20' SCALE: 1" = 20'
PROJECT Digitally signed by Brian Y. DATE: APRIL 2021
ENGINEER: B. PORTER Porter RIVANNA WATER & SEWER AUTHORITY
DESIGNED BY: A. MARCH Date: 2021.04.29 CHARLOTTESVILLE, VIRGINA
PRELIMINARY DESIGN HAZEN NO.: 31430-006
15:08:07-04'00' SITE
DRAWN BY: A. MARCH DO NOT USED FOR Hazen CIVIL CONTRACT NO.: 1
CHECKED BY: B. EDWARDS CONSTRUCTION MOORES CREEK ADVANCED WATER RESOURCE DRAWING
HAZEN AND SAWYER EROSION AND SEDIMENT CONTROL PLAN NUMBER:
IF THIS BAR DOES NOT 0 1/2" ill 4011 WESTCHASE BOULEVARD, SUITE 500 RECOVERY FACILITY
MEASURE 1" THEN DRAWING RALEIGH, NORTH CAROLINA 27607
REV ISSUED FOR DATE BY IS NOT TO FULL SCALE LICENSE NO.: C-0381 IN -PLANT CLARIFIER AND LIME SILO DEMOLTION C12
RET.
WALL
SLUDGE
STORAGE
C3\� L D LOD LOD
REROUTE EW,PW
SEE NOTE 3
p
01
I I I DEMOLISH ABANDONED I F
I I I I CONDITIONING TANK
r -ti
I I DEMOLISH AND CAP 16" FM
DEMOLISH AND CAP 24" RAS I •:�•:
1 I i DEMOLISH AND CAP MS
SIEA 1 I I 1
\ i i REROUTE 8" TS, SEE NOTE 3
REROUTE 8" DS, SEE NOTE 341
J I I I
DEMOLISH AND CAP 8" HWS00
I I I T
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DEMOLISH AND CAP 8" H I I I +,
DEMOLISH AND CAP 6" A
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00
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DIGESTOR BUILDING ti \ I i / NOTES:
\ I 1. EXCAVATION SUPPORT SYSTEM IS SHOWN
�• ' � I % PICTORIALLY ONLY FOR CONTRACTOR REFERENCE
AND SHALL NOT BE CONSIDERED TO INCLUDED
II •3 ---- ,� Tt— \\\ I
O ALL REQUIRED EXCAVATION SUPPORT TO PERFORM
\\\ \ THE REQUIRED WORK. CONTRACTOR SHALL BE
DEMOLISH 12" SD I i I \\\� I I \\ O EXCLUSIVELY RESPONSIBLE FOR EXCAVATION
�ioSEE NOTE 2 REROUTE 4" / 1 4' EW, SEE NOTE 3 \�\__-- I-_- SUPPORT SYSTEM DESIGN AND INSTALLATION O
I—_—------- —_ —_—_--�---I__ --� - _= INCLUDING VIBRATION MONITORING AND
PLUG SS MANHOLE ASPHALT PAVEMENT ---- — AVID DEMOLISH 1 4' EW -- —_------_-__ — !__====—t== _-- \�----- ---- PROVIDING A VIBRATION MONITORING PLAN.
----------------
____-_,-----\\ CONTRACTOR SHALL SUBMIT DRAWINGS AND
DEMOLISH SIDEWALK, TYP. I I r �r==11 ,I I I \\ N DESIGN CALCULATIONS FOR PROPOSED /
-= DEMOLISH 12" SS EXCAVATION LOD L LO EXCAVATION SUPPORT SYSTEM SEALED BY A
SEE NOTE 4 I/-- o - - ____ -- I \� -- ---- CURRENTLY REGISTERED PROFESSIONAL
I p I \\ ENGINEER IN THE COMMONWEALTH OF VIRGINIA.
CONTRACTOR SHALL REFERENCE CONTRACT
BOILER FACILITY I SPECIFICATION SECTION 3100 01 - EARTHWORK.
:`'•'' `•::` - "' EXCAVATION SUPPORT SYSTEM SHALL BE
DEMOLISH (2) 24" PE I REMOVED IN IT'S ENTIRETY AT COMPLETION OF
SEE NOTE 4 { I CONSTRUCTION ACTIVITIES.
GENERATORS I�
= PLUGJAULT I 2. CONTRACTOR SHALL BE RESPONSIBLE FOR
I I TEMPORARILY REROUTING STORMWATER FROM 12"
-- - - - - - - - - - - - - - - ___ SD DURING EXCAVATION ACTIVITIES. SEE C15
- - - - - - - - - f - - - - - - - - - - I FOR RECONNECTION DETAILS OF 15" SD AFTER
DEMOLISH IN -PLANT CLARIFIERS ________ -- i i I DEMOLITION ACTIVITIES ARE COMPLETE.
ILI I I I I 3. EXISTING 2PW, 1 4' EW, 8" TS, AND 8" DS
IIOD LOD LOD LOD J
SHALL BE REROUTED BEFORE EXCAVATION
I 0 / ACTIVITIES, AS SHOWN ON C14. CONTRACTOR
I I L---_-____p --__ / SHALL EXERCISE EXTREME CAUTION AROUND THE
L__________________ ______�� I REROUTED PIPES DURING EXCAVATION.
I I EXCAVATION SUPPORT SYSTEM i i i CONTRACTOR SHALL COORDINATE WITH OWNER
SEE NOTE 1 I I I FOR ANY REROUTING THAT WILL CAUSE A
PROCESS DISTURBANCE TO THE PLANT.
I I I I 4. (2) 24" PE AND 12" SS LINES SHALL BE
COIJIIRC I I I I I DEMOLISHED PRIOR TO MAJOR EXCAVATION
�0 I I I I ACTIVITIES TO AVOID CONFLICT WITH
DEMOLISH 8" D I i i i i EXCAVATION SUPPORT.
O
}'; I LIMITS OF DISTURBANCE, TYP. p I I I 5. DEMOLITION OF LIME SILO AND ASSOCIATED
DEMOLISH (3) 24" MIL
8" SD I I I STRUCTURES SHALL EXCLUDE CONCRETE PAD.
I I I I I
CONTRACTOR SHALL RESTORE AND FILL ANY
OO I I I I I I DAMAGES OR HOLES LEFT BY DEMOLITION
DEMOLISH 18" BYPASSII� ACTIVITIES. SEE DRAWINGS S20-S23 FOR
DEMOLISH SIDEWALK AND STAIRS I I I I o LOD i LFJD LOD LOD LOD STRUCTURAL DETAILS OF LIME SILO.
DEMOLISH SD MH l DEMOLISH AND CAP 12" FM i i i i i i �\ i I -
DEMOLISH AND CAP 2" EW I I I I I I I \
DEMOLISH AND CAP 6" DISCHARGE PLUG SS MANHOLE I 0II 1003 003 003 003—CIO-1__—
—_
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a SOLIDS HANDLING IIII I III I I RECLAIM BASIN
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° :4 a ° - III ASPHALT PAVEMENT
° I III I I I
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11 _—��\�/ � � III °❑ � I
�— ------------------------------------------------------ -- — —------------
I
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of
OUT
PLAN
SCALE: 1" = 20'
PROJECT
ENGINEER: B. PORTER
Digitally signed by Brian Y.
Porter
Date: 2021.04.29
15:08:24-04'00'
PRELIMINARY DESIGNDO NOT USED FOR
CONSTRUCTION
HAZEN AND SAWYER
4011 WESTCHASE BOULEVARD, SUITE500
RALEIGH, NORTH CAROLINA27607
LICENSE NO.: C-0381
RIVANNA WATER & SEWER AUTHORITY
CHARLOTTESVILLE, VIRGINA
DESIGNED BY: A. MARCH
DRAWN BY: A. MARCH
MOORES CREEK ADVANCED WATER RESOURCE
RECOVERY FACILITY
IN -PLANT CLARIFIER AND LIME SILO DEMOLTION
CHECKED BY: B. EDWARDS
IF THIS BAR DOES NOT 0 1/2" 1"
MEASURE 1" THEN DRAWING
IS NOT TO FULL SCALE
DATE
BY
I
I
II i I
I
III �
x x, x
20 10 0 20'
SCALE: 1" = 20'
DATE: APRIL 2021
HAZEN NO.: 31430-006
SITE CIVIL CONTRACT NO.:DRAWING
1
DEMOLITION PLAN NUMBER:
C13
x
hcs AREA
pg-13
16
Mc
.�
REV ISSUED FOR
SLUDGE
STORAGE
LOD wu LOD
uN
356 DROP INLET,
SEE C15
354
100YEARFLOODPLAIN 344
NTREA
\ 401011UFFER 338
A0 \
\ FLOODWAY
��X
tx
t00YR
_x-
"01
0
PROJECT
ENGINEER: B. PORTER
PRELIMINARY DESIGN
DO NOT USED FOR
CONSTRUCTION
DESIGNED BY: A. MARCH
DRAWN BY: A. MARCH
CHECKED BY: B. EDWARDS
IF THIS BAR DOES NOT 0 1/2" 1"
MEASURE 1" THEN DRAWING
IS NOT TO FULL SCALE
DATE
EBBY
DIGESTOR BUILDING
352
i
EIECTJ BOX
El
r 11wIF_10rwAakyAlaan
LOD LOD
r
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w
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/ IJ
/ 52 L LOD LOD LOD r
— / o
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O
/ ppNTRO� 348
/ 0
/ 346 0
\vl 344
REPLACE 4' CONC. STAIR O LOD
C-32-0521 342
340 OOl 00"
E CURB
AS NEC
LOD
40-1
w
NOTES:
1. CONTRACTOR SHALL MATCH THE EXISTING GRADE
AND DRAINAGE PATTERNS OF THE ASPHALT
PAVEMENT. SEE C10 FOR FULL EXTENT OF 2" MILL
AND OVERLAY.
i u
TERTIARY
FILTERS
Aw
LOD ILOD —�L + ] + + + + + + + +
+� + + + + +
QO1001
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100YR
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a Al. a a
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/ a /
4 Q A a
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+ + + + + + + + O+ + + + + + + + + + + + + + + + i X
+ + +.. . + + +� ' + + . +, + + + + + + + + + +
+ + + + + + + + + + + + + + +- +� � + + + + + + +
+ + + + + + + + + + + + + +j + + ' + + + +. + + +�J.
/ + + + + + + + + + + + + + + + + + I + + + Q❑15 + + + + + +
3
x�x 22
x x x x —x x x x k ++++++++ +
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+ + + , + + + + + + p+g.16
. 0,11 . 311.0
+ + + + + + + + + + + +
PLAN i _ x x x
SCALE: 1" = 20'
Digitally signed by Brian Y.
Porter
Date: 2021.04.29
15:08:36-04'00' Hazen
HAZEN AND SAWYER
4011 WESTCHASE BOULEVARD, SUITE 500
RALEIGH, NORTH CAROLINA 27607
LICENSE NO.: C-0381
RIVANNA WATER & SEWER AUTHORITY
CHARLOTTESVILLE, VIRGINA
MOORES CREEK ADVANCED WATER RESOURCE
RECOVERY FACILITY
IN -PLANT CLARIFIER AND LIME SILO DEMOLTION
20 10 0 20'
SCALE: 1" = 20' �I
DATE: APRIL 2021
HAZEN NO.: 31430-006
SITE
CIVIL CONTRACT NO.: 1
FINAL SITE PLAN NUMBDRAWING
C14
I
I
I
I
I
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I
I❑pg-13
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I
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O
O
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n
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D
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2 4' PW
3" EW
8" DS
8" TS
SLUDGE
STORAGE
PLUG MANHOLE
CAP 8" HWR
CAP 8" HWS
CAP 16" FM
CAP 6"A
CAP (2) 8" PS
CAP 24" RAS
xx
CAP (?)"MS
CAP 8" HWS — —
CAP 8" HWR
\\\-12
vs-12 \ \ \
x
J I jDIGESTOR BUILDING
EIECiPoC BOX
—fit ----- ` '---------------- ,: I'D�1
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-- EX. DROP INLET
-- TOP: 355.00' I I I \\\ I \ /
INV OUT: 352.15' I I \\\� I \ /
:.21\ -
30 LF, 12" DIP SD @ 6.83% I �--�-------------
--- -- __
----------_ —_. _ .mil=====— — -----�
--------------------- — — -
-- ASPHALT PAVEMENT ------------- -- — t-----~'\�--------------
-------�--- __--------
^--- — rr• �F�T,TuT--rr—�—
DROP INLET
TOP: 353.80'
INV IN: 350.10'
INV OUT: 349.07'
C-22-0302
141 LF, 15" DIP SD @ 13.4%
CAP 6" A
CAP 6" DISCHARGE
CAP 2" EW
EX. DROP INLET
II TOP:333.55' El-�
INV IN: 330.15,
ET. WALL
INV OUT: 329.65'
PROJECT
ENGINEER: B. PORTER
PRELIMINARY DESIGN
DO NOT USED FOR
CONSTRUCTION
DESIGNED BY: A. MARCH
DRAWN BY: A. MARCH
CHECKED BY: B. EDWARDS
IF THIS BAR DOES NOT 0 1/2" 1"
MEASURE 1" THEN DRAWING
IS NOT TO FULL SCALE
DATE
BY
r I BOILER FACILITY
PLUG VAULT
I
L-------
PLUG MANHOLE
CAP 18" FM
------ -----
---------- — — L L------
I \�I \
GENERATORS }1
I
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as a °a : .. c —'°°oorR —100 I
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_ -_ _ -_-_ -- - - - - - - - - - - - - - - - - - - - - - - - - All
_ —------—_—_—_—_—_—_—_—_—_— _
----��/----------------------- �— ----------_ __---= -- —fir — — — — — — — — — — — — — — — — — — — — — — — — — —
ft
ASPHALT PAVEMENT pg.N III O
Digitally signed by Brian Y.
Porter
Date: 2021.04.29
15:08:52-04'00'
————————————————————————————————————
I
out 311.0
HAZEN AND SAWYER
4011 WESTCHASE BOULEVARD, SUITE 50
RALEIGH, NORTH CAROLINA 27607
LICENSE NO.: C-0381
PLAN
SCALE: 1" = 20'
RIVANNA WATER & SEWER AUTHORITY
CHARLOTTESVILLE, VIRGINA
MOORES CREEK ADVANCED WATER RESOURCE
o RECOVERY FACILITY
IN -PLANT CLARIFIER AND LIME SILO DEMOLTION
X
TERTIARY
FILTERS
Aw
I I\'00
II
BACKWASH WASTE
RECLAIM BASIN
II
II
II
x____ ______--
- -- --------
I
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I
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x x�
SCALE: 1" = 20'
SITE
CIVIL
FINAL YARD PIPING PLAN
-x
20 10 0 20'
DATE: APRIL 2021
HAZENNO.: 31430.006
CONTRACT NO.: 1
DRAWING
NUMBER:
C15
PRE -DEVELOPMENT: DA-1
PRE -DEVELOPMENT: DA-2
a
v
REV
COVER DESCRIPTION
HSG
CN
Area
CN x Area
IMPERVIOUS
A
98
0.00
0.0
B
98
0.01
1.0
LAWN
A
39
0.00
0.0
B
61
0.23
14.0
TOTALS
0.2
15
COMPOSITE CN
63
TIME OF CONCENTRATION, tc (HOURS)
STORM FREQUENCY (YR)
RAINFALL (IN)
RUNOFF,Q
PEAK FLOW (CFS)
2 10
3.66
5.54
0.72
1.82
0.1
0.4
POST -DEVELOPMENT: DA-1
0.04
COVER DESCRIPTION
HSG
CN
Area
CN x Area
IMPERVIOUS
A
98
0.00
0.0
B
98
0.01
0.5
LAWN
A
39
0.00
0.0
B
61
0.24
14.6
TOTALS
0.2
15
COMPOSITE CN
62
TIME OF CONCENTRATION, t, (HOURS)
STORM FREQUENCY (YR)
RAINFALL (IN)
RUNOFF,Q
PEAK FLOW (CFS)
2 10
3.66
5.54
0.68
1.76
0.1
0.4
PRE -DEVELOPMENT: DA-3
0.04
COVER DESCRIPTION
HSG
CN
Area
CN x Area
IMPERVIOUS
A
98
0.00
0.0
B
98
0.41
40.2
LAWN
A
39
0.00
0.0
B
61
0.70
42.7
TOTALS
1.1
83
COMPOSITE CN
75
TIME OF CONCENTRATION, t. (HOURS)
STORM FREQUENCY (YR)
RAINFALL (IN)
RUNOFF. Q
PEAK FLOW (CFS)
2 10
3.66
5.54
1.39
2.86
0.9
1.9
POST -DEVELOPMENT: DA-3
M•
COVER DESCRIPTION
HSG
CN
Area
CN x Area
IMPERVIOUS
A
98
0.00
0.0
B
98
0.30
29.4
LAWN
A
39
0.00
0.0
B
61
0.81
49.4
TOTALS
1.1
79
COMPOSITE CN
71
TIME OF CONCENTRATION, tc (HOURS)
STORM FREQUENCY (YR)
RAINFALL (IN)
RUNOFF, Q
PEAK FLOW (CFS)
2 10
3.66
5.54
1.17
2.53
0.7
1.6
PROJECT
ENGINEER:
DESIGNED BY:
CHECKED BY:
IF THIS BAR DOES NOT
MEASURE 1" THEN DRAWING
ISSUED FOR DATE gY IS NOT TO FULL SCALE
COVER DESCRIPTION
HSG
CN
Area
CN x Area
IMPERVIOUS
A
98
0.00
0.0
B
98
0.32
31.4
LAWN
A
39
0.00
0.0
B
61
0.39
23.8
TOTALS
0.7
55
COMPOSITE CN
78
TIME OF CONCENTRATION, tc (HOURS)
STORM FREQUENCY (YR)
2 10
RAINFALL (IN)
3.66
5.54
RUNOFF, Q
1.60
3.14
PEAK FLOW (CFS)
1.0
2.1
POST -DEVELOPMENT: DA-2
0.04
COVER DESCRIPTION
HSG
CN
Area
CN x Area
IMPERVIOUS
A
98
0.00
0.0
B
98
0.17
16.7
LAWN
A
39
0.00
0.0
B
61
0.54
32.9
TOTALS
0.7
50
COMPOSITE CN
70
TIME OF CONCENTRATION, t. (HOURS)
STORM FREQUENCY (YR)
RAINFALL (IN)
RUNOFF,Q
PEAK FLOW (CFS)
2 10
3.66
5.54
1.10
2.43
0.6
1.5
PRE -DEVELOPMENT: DA-4
COVER DESCRIPTION
HSG
CN
Area
CN x Area
IMPERVIOUS
A
98
0.00
0.0
B
98
0.05
4.9
LAWN
A
39
0.00
0.0
B
61
0.41
25.0
TOTALS
0.5
30
COMPOSITE CN
65
TIME OF CONCENTRATION, tc (HOURS)
STORM FREQUENCY (YR)
RAINFALL (IN)
RUNOFF, Q
PEAK FLOW (CFS)
2 10
3.66
5.54
0.84
2.02
0.2
0.5
POST -DEVELOPMENT: DA-4
COVER DESCRIPTION
HSG
CN
Area
CN x Area
IMPERVIOUS
A
98
0.00
0.0
B
98
0.05
4.9
LAWN
A
39
0.00
0.0
B
61
0.41
25.0
TOTALS
0.5
30
COMPOSITE CN
65
TIME OF CONCENTRATION, tc (HOURS)
STORM FREQUENCY (YR)
RAINFALL (IN)
RUNOFF,Q
PEAK FLOW (CFS)
B. PORTER
A. MARCH
A. MARCH
B.EDWARDS
0 1/2" 1"
2 10
3.66
5.54
0.84
2.02
0.2
0.5
PRELIMINARY DESIGN
DO NOT USED FOR
CONSTRUCTION
i 1•
Digitally signed by Brian Y
Porter
Date: 2021.04.29
15:09:25-04'00'
1»_11
SCALE: 1" = 50'
RIVANNA WATER & SEWER AUTHORITY
Haze
CHARLOTTESVILLE, VIRGINA
HAZEN AND SAWYER MOORES CREEK ADVANCED WATER RESOURCE
4011 WESTCHASE BOULEVARD, SUITE 500 RECOVERY FACILITY
RALEIGH, NORTH CAROLINA27607 IN -PLANT CLARIFIER AND LIME SILO DEMOLTION
LICENSE NO.: C-0381
SITE
CIVIL
STORMWATER CALCULATIONS
LEGEND
IMPERVIOUS AREA (EXISTING)
IMPERVIOUS AREA (REMOVED)
OPEN SPACE
DIRECTION OF SURFACE FLOW
DATE: APRIL 2021
HAZEN NO.: 31430.006
CONTRACT NO.: 1
DRAWING
NUMBER:
C17
m
a
N
U)
w
w
Z
J
IS
I I .
REI 1�LAT"�
STEEL POST
TOP STRAND
STAY WIRES
GALV WIRE FABRIC
AND SILT FENCE
MATERIAL. BURY TOE
OF MATERIAL FABRIC A
MIN OF 8"
BOTTOM STRAND
GRADE LINE
LYj
_Z co
o W
n F
J
u=
8"
MIN
ELEVATION SECTION
SILT FENCE SILT FENCE
NOTE:
1. EXTRA STRENGTH SILT FENCE MATERIAL (AS APPROVED BY
ENGINEER) WITH 6'-0" POST SPACING DOES NOT REQUIRE MESH
SUPPORT FENCE.
2. SILT FENCE MATERIAL SHALL BE WIRED DIRECTLY TO POST.
C-31-0400
ROADWAY
GRATE INLET
FILTER BAG BETWEEN
FRAME AND GRATE
CATCH BASIN INLET
NOTES:
1. IN PAVED AREAS, USE FILTER BAG FOR INLET PROTECTION (NO MESH, BOX STONE REQUIRED).
2. FILTER BAG SHALL BE MANUFACTURED FROM A WOVEN POLYPROPYLENE GEOTEXTILE AND
SEWN BY A DOUBLE NEEDLE MACHINE USING A HIGH STRENGTH NYLON THREAD.
3. BAG SHALL BE SILTSACK® BY ACF ENVIRONMENTAL, OR EQUAL, AS APPROVED BY THE
ENGINEER.
MAINTENANCE REQUIREMENTS:
1. INSPECT GRATE AND BAG ON A WEEKLY BASIS AND AFTER EACH RAINFALL EVENT PRODUCING }
INCH OR MORE OF RAIN. ANY DEBRIS OR SEDIMENT VISIBLE SHALL BE REMOVED IMMEDIATELY.
2. DAMAGE TO THE BAG SHALL BE REPAIRED IMMEDIATELY.
3. WHEN THE RESTRAINT CORD IS NO LONGER VISIBLE, THE BAG IS FULL AND SHOULD BE EMPTIED.
4. USE 1" DIAMETER REBAR TO SLIDE THROUGH THE LIFTING LOOPS/POCKETS ON EACH SIDE OF THE
BAG TO FACILITATE LIFTING.
5. REMOVE SEDIMENT FROM BAG AND DISPOSE OF OFF -SITE IN ACCORDANCE WITH ALL STATE AND
LOCAL REGULATIONS.
BELOW GRADE INLET PROTECTION
C-31-0418
50'-0"MIN
0 0"0 00-0000v -0 0 0�0 "o c
0 0 0
C7 } o0
Z o 2" - 3" COARSE
Z ¢ o o AGGREGATE
>� O o0 0
Z w (If000 0 0
00000 00
� �i o00o bOO o000�
0 0 00o 00000 0000 c
N � o0 00 0 000 0000 0oSoo 00 00
(V
lf"`SILT FENCE*
PLAN
EXISTING
ROADWAY
iorzm
NOTES:
NOTES:
1.
*SILT FENCE SHOULD BE INSTALLED TO ENSURE
0
v
CONSTRUCTION ENTRANCE IS USED.
2.
IF CONSTRUCTION ON THE SITES ARE SUCH THAT
THE MUD IS NOT REMOVED BY THE VEHICLE
TRAVELING OVER THE STONE, THEN THE TIRES OF
THE VEHICLE MUST BE WASHED BEFORE
ENTERING THE PUBLIC ROAD OR THE LENGTH OF
THE CONSTRUCTION ENTRANCE EXTENDED.
3.
MAINTENANCE: ADD ADDITIONAL STONE AND
"FLUFF" TOP DRESSING WITH 2" STONE.
TYPICAL
TREATMENT
— 2
NEW CONSTRUCTION -
CROSS SECTION
SEE N.C. DENR EROSION AND SEDIMENT CONTROL
PLANNING and DESIGN MANUAL FOR CONDITIONS
WHERE PRACTICE APPLIES; PLANNING
CONSIDERATION & DESIGN CRITERIA.
GRAVEL ENTRANCE/EXIT
C-31-0490
CURB OPENING
WITHOUT GRATE MANHOLE
OVERFLOW GAP
AGGREGATE ••
POUCH r r. _ ... _ `► :���=
CURB FILTER
GUTTERGATOR ®BY
ACF ENVIRONMENTAL
OR APPROVED EQUAL
1. INSTALL CURB FILTERS AT ALL INLETS WITHOUT GRATES TO KEEP SILT, SEDIMENT AND
CONSTRUCTION DEBRIS OUT OF THE STORM SYSTEM
2. THE CURB FILTER SHALL BE DANDY CURB AS MANUFACTURED BY DANDY PRODUCTS INC., OR
EQUAL. SUBMIT SHOP A SHOP DRAWING FOR THE CURB FILTERS.
3. THE CURB FILTER SHALL FORM OF A CYLINDRICAL TUBE PLACED IN FRONT OF AND EXTENDING
BEYOND THE INLET OPENING ON BOTH SIDES.
4. THE CURB FILTER SHALL HAVE A POUCH ON THE STREET SIDE OF THE UNIT FOR STONE
AGGREGATE TO HOLD THE FILTER IN PLACE.
5. THE CURB FILTER SHALL BE CONSTRUCTED OF A HIGH VISIBILITY ORANGE MONOFILAMENT
FABRIC.
6. FILL POUCH WITH #57 STONE AGGREGATE TO A LEVEL (AT LEAST HALF -FULL) THAT WILL KEEP
UNIT IN PLACE DURING A RAIN EVENT AND CREATE A SEAL BETWEEN THE CURB FILTER AND THE
SURFACE OF THE STREET.
7. CENTER THE UNIT AGAINST CURB OR MEDIAN INLET OPENING SO THAT THE CURB SIDE OF THE
UNIT CREATES A SEAL WITH THE CURB OR MEDIAN BARRIER AND INLET STRUCTURE. THERE WILL
BE APPROXIMATELY TWELVE (12) INCHES OF THE INLET PROTECTION UNIT OVERHANGING ON
EACH SIDE OF THE OPENING.
8. THE CONTRACTOR SHALL REMOVE ALL ACCUMULATED SEDIMENT AND DEBRIS FROM SURFACE
AND VICINITY OF UNIT AFTER EACH RAIN EVENT.
CURB INLET PROTECTION
C-31-0414
_0film- Vol�//1Li1reff1iT/IIF/w1 ylkyra
SLOPE INSTALLATION
FILL SLOPE SECTION
SOIL STABILIZATION MATS SHOULD
BE INSTALLED VERTICALLY
DOWNSLOPE FOR BEST RESULTS.
IhM
TOE
MAINTAIN SLOPE ANGLE
SLOPE LINING
(WET SLOPE
11:77_\IbI��IQ'�
POLYPROPELYENE
NON -WOVEN
(NEEDLE PUNCHED)
GEOTEXTILE FILTER
CLOTH (BEHIND
TREATMENT - 2) \
SOIL
4TEP
i
BOTTOM OF CUT SLOPE
SLOPE SURFACE
SHALL BE SMOOTH
AND FREE OF
ROCKS, LUMPS OF
DIRT, GRASS AND
STICKS. MAT SHALL
BE PLACED FLAT
ON SURFACE FOR
PROPER SOIL
CONTACT.
DIRT SHALL BE
TAMPERED PRIOR
TO LAYING TOP
LAP OVER
BERM
TRENCH INTO BERM AND
PROGRESS DOWNSLOPE
SLOPE LINING TOP OF
CUT SLOPE
(DRY SLOPE
5`P � F�ERi
BOTTOM OF FILL
TREATMENT - 2
BOTTOM OF CUT SLOPE
- OR SHOULDER
BREAK POINT
21
SOURCE: VDOT ROAD AND BRIDGE STANDARDS PLATE: 3.36-5
DETAIL F 1
SCALE: N.T.S. I CDl
PROJECT
ENGINEER: B. PORTER
Digitally signed by Brian Y.
Porter
Date: 2021.04.29
15:09:39-04'00'Hazen
PRELIMINARY DESIGN
DO NOT USED FOR
CONSTRUCTION
_
HAZEN AND SAWYER
4011 WESTCHASE BOULEVARD, SUITE 500
RALEIGH, NORTH CAROLINA27607
LICENSE NO.: C-0381
RIVANNA WATER & SEWER AUTHORITY
CHARLOTTESVILLE, VIRGINA
DETAILS
CIVIL
EROSION AND SEDIMENT CONTROL DETAILS
DATE:
DESIGNED BY: A. MARCH
HAZEN NO.: 31430-006
DRAWN BY: A. MARCH
CONTRACT NO.:
MOORES CREEK ADVANCED WATER RESOURCE
RECOVERY FACILITY
IN -PLANT CLARIFIER AND LIME SILO DEMOLTION
CHECKED BY: B. EDWARDS
DRAWING
NUMBER:
CD1
IF THIS BAR DOES NOT 0 1/2" 1"
MEASURE 1" THEN DRAWING
IS NOT TO FULL SCALE
LREV
ISSUED FOR
DATE
BY
48' MAX SPACING BETWEEN
1/2" EXPANSION JOINTS
4" THICK CONCRETE WALK
1/2" EXPANSION JOINT MATL
REQUIRED WHEN WALK ABUTS
RIGID STRUCTURES
TYPICAL CONTRACTION JOINT
4'
T.
WHEN WIDTH OF SIDEWALK, PAD, ETC
EXCEEDS 6', LONGITUDINAL CONTRACTION
JOINTS SHALL BE PLACED AS REQUIRED
TYPICAL CONCRETE WALKWAY
C-32-0520
VARIES, SEE
PLAN FOR
WIDTH
11" #4 NOSING BAR, TYP
LVTREAD
9" WIDE SIDEWALLS
SIDEWALK 2-#4 IN SIDEWALLS
244 OWELS @
8" ODC IN SIDEWALLS
#4 BARS TO EXTEND ?
INTO SIDEWALLS, ti
SIDEWALK
SPACED AT 12" OC
#4 BARS @ 12"
12"
NOTE:
YARD STEPS HAVING MORE THAN THREE RISERS
SHALL HAVE HANDRAILS IN THE SIDEWALLS. THE
WIDTH OF THE YARD STEPS TREAD SHALL BE THE
SAME AS THE ADJACENT SIDEWALK.
WHERE VERTICAL DIFFERENCE BETWEEN SIDEWALK
ELEVATIONS IS GREATER THAN 12'-0", AN INTERMEDIATE
LANDING IS REQUIRED, SEE DETAIL
CONCRETE YARD STEPS
C-32-0521
FRAME AND GRATE, EAST JORDAN
FINISHED GRADE SLOPE VARIES
IRON WORKS V5660, NEENAH
BACK OF CURB
R-1878-B7G, OR EQUAL
12" 2'-6"
/�\/\
/ 7
7
MIN
GRADEFINISHED
6„
CONCRETE CURB
#4 BARS CONTINUOUS WITH
�
AND GUTTER ASPHALT
18" LAP AT CORNERS
�,
PAVEMENT -
�� 3" R 1 1/2" SLOPE
CLASS A CONCRETE
co
�O
8"CONCRETE BLOCK
%0
7
OR BRICK WALL
#4 DOWELS
w
�O �0 00 00
0 Q
@16"OC
PIPE SIZE VARIES
FILL WITH
NON -SHRINK
CONCRETE
GROUT
1'-6" MIN\\/
NOTES:
PIPE JOINT 24"
1. CONTRACTION JOINTS SHALL BE PLACED AT 10 FOOT INTERVALS, OR 15
MAX
FOOT INTERVALS WHEN A MACHINE IS USED TO PLACE THE CURB.
2. EXPANSION JOINTS SHALL BE PLACED AT 90 FOOT INTERVALS AND
6„
ADJACENT TO ALL RIGID OBJECTS.
TYP
CURB AND GUTTER
BEND AS NECESSARY
C-32-0530
TO CLEAR PIPE
CLASS A CONCRETE
FLOOR SLAB
GROUT CATCH BASIN
INVERT TO ELEV OF
EFFLUENT PIPE INVERT
PROJECT
ENGINEER:
DESIGNED BY:
CHECKED BY:
IF THIS BAR DOES NOT
MEASURE 1" THEN DRAWING
REV ISSUED FOR DATE gY IS NOT TO FULL SCALE
'v
YARD INLET
C-22-0302
A. MARCH
A. MARCH
B.EDWARDS
0 1/2" 1"
EW
NOTE:
YARD INLET MAY BE PRECAST
CONCRETE - SEE SPECIFICATIONS
PRELIMINARY DESIGN
DO NOT USED FOR
CONSTRUCTION
Digitally signed by Brian Y.
Porter
Date: 2021.04.29 15:09:59-04' 00' Ha.zen
HAZEN AND SAWYER
4011 WESTCHASE BOULEVARD, SUITE 500
RALEIGH, NORTH CAROLINA 27607
LICENSE NO.: C-0381
RIVANNA WATER & SEWER AUTHORITY
CHARLOTTESVILLE, VIRGINA
MOORES CREEK ADVANCED WATER RESOURCE
RECOVERY FACILITY
IN -PLANT CLARIFIER AND LIME SILO DEMOLTION
DETAILS
CIVIL
STANDARD DETAILS
DATE: APRIL 2021
HAZEN NO.: 31430-006
CONTRACT NO.: 1
DRAWING
NUMBER:
CD2