HomeMy WebLinkAboutWPO202000008 Plan - Revision WPO VSMP 2020-05-27RIVANNA WATER & SEWER AUTHORITY
CHARLOTTESVILLE, VIRGINIA
WATER & SEWER AUTHORITY
MOORES CREEK ADVANCED WATER RESOURCE RECOVERY FACILITY
ENGINEERING BUILDING ADDITION
0 WPO 2020-00008
MAY 2020
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Lic. No. 045376 Z
HAZEN AND SAWYER
SToNAL �� 4011 WESTCHASE BLVD, SUITE 500
RALEIGH, NORTH CAROLINA 28217
CERTIFICATE OF AUTHORIZATION NUMBER: 2771
DEPARTMENT OF PLANNING AND COMMUNITY
DEVELOPMENT SIGNATURE PANEL:
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GENERAL NOTES:
1. SITE INFORMATION HAS BEEN PROVIDED BY SITE SURVEY PREPARED BY
DRAPER ADEN ASSOCIATES DATED OCTOBER 10, 2019.
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 SURVEY 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.
8 TEL PED
POWER POLE
TB20 SOIL BORING
® ROCK OUTLET PROTECTION
SLOPE STABILIZATION MATTING
MANAGED SLOPES
- - - SOIL TYPE BOUNDARY
1 1 REGULATORY REVIEW
REV ISSUED FOR
SYMBOLS
PROJECT
ENGINEER. -
DESIGNED BY:
DRAWN BY:
CHECKED BY:
15. CONTRACTOR SHALL MAKE EVERY EFFORT TO SAVE AND MAINTAIN ALL
PROPERTY IRONS, MONUMENTS, OTHER PERMANENT POINTS AND LINES OF
REFERENCE AND CONSTRUCTION STAKES. A REGISTERED VIRGINIA LAND
SURVEYOR AT THE CONTRACTOR'S EXPENSE SHALL REPLACE PROPERTY
IRONS, MONUMENTS, AND OTHER PERMANENT POINTS OF REFERENCE
DESTROYED BY THE CONTRACTOR.
16. FOR REFERENCE BENCHMARKS, SEE DRAWING C101.
TABLE OF EXISTING MONUMENTS
NO ELEVATION SHOWN ON
A 363.80 C101
17. ALL ACCESSIBLE FEATURES INCLUDING PARKING AND ROUTES MUST
COMPLY WITH ICC A177.1-2009.
18. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE
STRUCTURE MUST HAVE A VISIBLE INSPECTION PERFORMED BY THE
BUILDING DEPARTMENT.
19. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC
NUISANCE AND NOT OVER SIDEWALKS.
20. BUILDING PERMITS REQUIRED FOR NEW TRAILER INSTALLATION.
Al
Al
STRUCTURE LIFE SAFETY INFORMATION:
1. PROPOSED OFFICE TRAILER IS 1410 SF. EXISTING OFFICE TRAILERS ARE
3082 SF, FOR A OVERALL OFFICE TRAILER COMPLEX AREA OF 4492 SF.
EXISTING STRUCTURES ARE NOT SPRINKLED AND PROPOSED STRUCTURE
WILL NOT BE SPRINKLED.
2. PROPOSED TRAILER IS TYPE 5 B UNPROTECTED CONSTRUCTION, OR AS
NOTED OTHERWISE BY TRAILER MANUFACTURER.
3. BUILDING OCCUPANCY CLASSIFICATION IS BUSINESS GROUP B.
SILT FENCE SF NEW DEMO EXISTING
SOIL STABILIZATION BLANKETS BUILDING/STRUCTURE
OUTLET PROTECTION
TEMPORARY SEEDING
PERMANENT SEEDING
TREE PROTECTION FENCE
LIMITS OF DISTURBANCE
IF THIS BAR DOES NOT
05/2020 LMS IMEASURE 1" THEN DRAWING
DATE By IS NOT TO FULL SCALE
A. MARCH
A. MARCH
B. EDWARDS
0 1/2" 1"
TPF
PRELIMINARY DRAWING
DO NOT USE FOR
CONSTRUCTION
GRAVEL ROAD
CONCRETE CURB
AND GUTTER
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SITE INFORMATION
PROJECT DESCRIPTION:
THE RIVANNA WATER AND SEWER AUTHORITY IS PROPOSING SITE IMPROVEMENTS
TO FACILITATE THE EXPANSION OF THE EXISTING ENGINEERING BUILDING OFFICE
SPACE. THE OVERALL PROJECT INCLUDES THE ADDITION OF AN OFFICE TRAILER
AND AN EXPANSION TO THE EXISTING PARKING AREA. THE SITE IMPROVEMENTS
WILL INCLUDE CONCRETE PIERS TO SUPPORT THE PROPOSED ENGINEERING
BUILDING, AND A RETAINING WALL AROUND THE PARKING LOT EXPANSION. A
CANOPY WILL BE ADDED TO THE WALKWAY BETWEEN THE EXISTING AND
PROPOSED ENGINEERING BUILDINGS. THE OFFICE TRAILER WILL BE PROVIDED AND
PLACED ON THE PIERS BY OTHERS. ALL OTHER SITE IMPROVEMENTS, INCLUDING
UTILITY HOOKUPS AND PIERS, ARE THE RESPONSIBLY OF THE CONTRACTOR UNDER
THIS CONTRACT. THIS PROJECT WILL RESULT IN APPROXIMATELY 0.43 ACRES OF
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 TRAILER WILL BE LOCATED DIRECTLY ADJACENT TO THE EXISTING
ENGINEERING BUILDING, AND THE PROPOSED PARKING IS AN EXPANSION TO THE
EXISTING PARKING LOT. TOPOGRAPHY IN THIS AREA IS GENTLY SLOPED ALONG THE
EXISTING INFRASTRUCTURE, RANGING IN ELEVATIONS FROM 365 FT TO 368 FT.
IMMEDIATELY SOUTH OF THE ENGINEERING BUILDING AND PARKING LOT GRADE
SHARPLY DROPS OFF TO A 2:1 HILLSIDE. THERE ARE A FEW TREES ADJACENT TO
THE ENGINEERING BUILDING AND PARKING LOT, AND THE HILLSIDE IS DENSELY
WOODED.
THE NEAREST BODY OF WATER IS MOORES CREEK, WHICH IS APPROXIMATELY 200
FT DOWNSTREAM FROM THE PROJECT AREA. 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 MCAWRRF PARCEL IS BOUND TO THE SOUTH BY THE 1-64 CORRIDOR. TO THE
WEST AND NORTH ARE MULTIPLE OPEN PARCELS, ZONED RURAL AND LIGHT
INDUSTRIAL. TO THE NORTHEAST AND EAST ARE TWO ADDITIONAL PARCELS, BOTH
OWNED BY RIVANNA WATER AND SEWER AUTHORITY.
OFF -SITE AREAS:
NO OFFSITE DISTURBANCE IS PROPOSED AS A RESULT OF THIS PROJECT.
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
SITE LIMITS OF DISTURBANCE IS COMPOSED OF TWO TYPES OF SOILS, COLVARD
FINE SANDY LOAM, 0 TO 2 PERCENT SLOPES (83), AND RABUN CLAY LOAM, 15 TO 25
PERCENT SLOPES (71 D). COVARD FINE SANDY LOAM IS IN HYDROLOGIC SOIL GROUP
(HSG) A, AND RABUN CLAY LOAM IS IN HSG B.
CRITICAL EROSION AREAS:
A PORTION OF THE IMPROVEMENTS ARE LOCATED ON 2:1 SLOPES, CLASSIFIED AS
MANAGED STEEP SLOPES BY ALBEMARLE COUNTY. TO PREVENT EROSION, ALL
DISTURBED STEEP SLOPES WILL BE STABILIZED WITH GRASS COVER AND SOIL
STABILIZATION BLANKETS. RETAINING WALLS IN THE MANAGED SLOPES HAVE BEEN
LIMITED TO U TO CONFORM TO THE ALBEMARLE COUNTY ORDINANCE.
EROSION AND SEDIMENT CONTROL MEASURES:
TEMPORARY MEASURES:
• SILT FENCE PER STD 3.05
• TEMPORARY SEEDING PER STD 3.31
PERMANENT MEASURES:
• RIPRAP OUTLET PROTECTION PER STD 3.18
• 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.
FENCE
CONCRETE SIDEWALK
CONTOUR
SPOT ELEVATION
PROPERTY LINE
EASEMENT
STORMWATER RUNOFF CONSIDERATIONS:
QUALITY
THE VIRGINIA RUNOFF REDUCTION METHOD (VRRM) SPREADSHEET FOR
RE -DEVELOPMENT WAS USED TO DETERMINE THE NUTRIENT REDUCTION
REQUIREMENTS. THE PROPOSED PROJECT IS REQUIRED TO REDUCE THE TOTAL
PHOSPHORUS LOAD BY 0.21 LBS/YR. TO MEET THIS REQUIREMENT, 0.21 LBS/YR OF
PHOSPHORUS WILL BE PURCHASED FROM A NUTRIENT BANK WITHIN JAMES RIVER
BASIN. THIS PROJECT AREA IS IN THE 02080204 - JAMES 8 DIGIT HUC, AND PURSIANT
TO THE CODE OF VIRGINIA SECTION 62.1-44.15:35 NUTRIENT CREDITS WILL BE
PURCHASED FROM A BANK WITHIN THE NEIGHBORING 8 DIGIT HUC (02080203).
QUANTITY
PEAK FLOW WAS CALCULATED FOR THE PROJECT AREA USING TR-55
METHODOLOGIES. THE PRE -DEVELOPMENT PEAK FLOW FROM THE 2 AND 10-YR
24-HR STORMS ARE 0.8 CFS AND 1.7 CFS, RESPECTIVELY. THE POST -DEVELOPMENT
PEAK FLOW FROM THE 2 AND 10-YR 24-HR STORMS ARE 1.2 CFS AND 2.3 CFS,
RESPECTIVELY,
UNDER PRE -DEVELOPMENT CONDITIONS, RUNOFF FROM THE PROJECT AREA
SHEET FLOWS AWAY FROM THE ENGINEERING BUILDING AND PARKING LOT AND
DOWN A STEEP HILL. NO CHANGE IN OVERALL DRAINAGE PATTERNS IS PROPOSED
POST -DEVELOPMENT. THE INCREASE IN SHEET FLOW FOR THE 2 AND 10-YR 24-HR
STORM IS 0.4 CFS AND 0.6 CFS, RESPECTIVELY. AT THE POINT OF OUTFALL THE
DRAINAGE AREA OF MOORES CREEK IS APPROCIAMTELY 35.1 SQUARE MILES. GIVEN
THE MINIMAL INCREASE IN PEAK FLOW AND THE LARGE DRAINAGE AREA OF
MOORES CREEK, THE PROPOSED DEVELOPMENT WILL NOT CONTRIBUTE TO
DOWN -GRADIENT EROSION, SEDIMENTATION, OR FLOODING.
THE PARKING LOT EXPANSION WILL BE CURBED AND RUNOFF WILL DISCHARGE
THROUGH A CURB CUT. A RIPRAP OUTLET PROTECTION PAD HAS BEEN DESIGNED IN
ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK
(VESCH) TO ENSURE FLOW IS NON -EROSIVE FOR THE 2 AND 10-YEAR STORMS.
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.
NEW
EXISTING
APPROXIMATE WOODLINE
-----
YARD PIPING
--------
STORM DRAIN LINE
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MANHOLE
Hazen RIVANNA WATER &SEWER AUTHORITY
CHARLOTTESVILLE, VIRGINIA
11 a YARD INLET
12)�■ CURB INLET
13 1 FLARED END SECTION
(F.E.S.)
HAZEN AND SAWYER MOORES CREEK ADVANCED WATER RESOURCE
4011 WESTCHASE BLVD, SUITE 500 RECOVERY FACILITY
RALEIGH, NC 27607 1 ENGINEERING BUILDING ADDITION
ABBREVIATIONS
EOP
EDGE OF PAVEMENT
LOC
LIMITS OF CONSTRUCTION
OHE
OVERHEAD ELECTRIC
FOC
FIBER OPTIC CABLE
LP
LIGHT POLE
UGE
UNDERGROUND
ELECTRIC
PP
POWER POLE
SITEWORK
CIVIL
GENERAL NOTES AND LEGEND
G
GAS
SS
SANITARY SEWER
W
WATER
R
PROPERTY LINE
rt
CENTER LINE
RECM
ROLLED EROSION
CONTROL MATTING
DATE
HAZEN NO
CONTRACT NO.:
DRAWING
NUMBER:
MAY 2020 1
31442-002
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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 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.
PROJECT
ENGINEER. -
DRAWN BY:
CHECKED BY:
IF THIS BAR DOES NOT
REGULATORY REVIEW 05/2020 LMS MEASURE 1" THEN DRAWING
ISSUED FOR DATE gY IS NOT TO FULL SCALE
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.
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 (1)
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.
C It 1 . O
A. MARCH
A. MARCH
B. EDWARDS
0 1/2" 1"
PRELIMINARY DRAWING
DO NOT USE FOR
CONSTRUCTION
l20.05.21 08:58:49-
L. MICHAEL
SANTOWASSO
Lic. No.045376
\��'ONAL
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.
SOIL UNIT LEGEND
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 02276, AND OTHERS, REQUIRE OVERSIGHT THROUGHOUT THE CONSTRUCTION AND
DEVELOPMENT PROCESS TO ASSURE THAT ALL WATER QUALITY STANDARDS ARE PROTECTED. SEE
SPECIFICATION SECTION 02276 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 WORK DAY AND DISTURBED AREA SEEDED WITH TEMPORARY
SEEDING MEASURES, AS APPROPRIATE.
6. ALL EROSION CONTROL MEASURES SHALL REMAIN IN PLACE UNTIL CONSTRUCTION IS COMPLETE,
MAP UNIT
PERMANENT VEGETATION IS ESTABLISHED ON ALL DISTURBED AREAS, AND APPROVAL BY THE
SYMBOL
MAP UNIT NAME
HSG
ENGINEER IS GIVEN. AREAS WHERE EROSION AND SEDIMENTATION CONTROL MEASURES ARE
REMOVED SHALL BE REGRADED AND SEEDED TO MATCH ORIGINAL SITE CONDITIONS.
12E
CATOCTIN SILT LOAM,
B
EROSION & SEDIMENTATION CONTROL CONSTRUCTION SEQUENCING
25 TO 45 PERCENT SLOPES
1. NO CONSTRUCTION OR LAND DISTURBANCE ACTIVITIES SHALL BEGIN UNTIL TEMPORARY
71D
RABUN CLAY LOAM,
g
SEDIMENT AND EROSION CONTROL MEASURES HAVE BEEN INSTALLED. CONTRACTOR SHALL
15 TO 25 PERCENT SLOPES
INSTALL SILT FENCE AS SHOWN ON THE DRAWING FOR TEMPORARY PERIMETER EROSION
CONTROL.
83
COLVARD FINE SANDY LOAM,
A
0 TO 2 PERCENT SLOPES,
2. ONCE ALL SILT FENCE HAS BEEN INSTALLED ALL DEMOLITION AND CLEARING ACTIVITIES MAY
OCCASIONALLY FLOODED
BEGIN. ONCE THE SITE HAS BEEN CLEARED AND GRUBBED, GRADING ACTIVITIES FOR RETAINING
WALL CONSTRUCTION MAY BEGIN.
Hazen
HAZEN AND SAWYER
4011 WESTCHASE BLVD, SUITE 500
RALEIGH, NC 27607
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:1V 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 3H:1V 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.
RIVANNA WATER & SEWER AUTHORITY
CHARLOTTESVILLE, VIRGINIA
MOORES CREEK ADVANCED WATER RESOURCE
RECOVERY FACILITY
ENGINEERING BUILDING ADDITION
SITEWORK
CIVIL
EROSION AND SEDIMENT CONTROL NOTES
DATE: MAY 2020
HAZEN NO.: 31442-002
CONTRACT NO.: 01
DRAWING
NUMBER:
C002
NOTES:
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CHECKED BY:
IF THIS BAR DOES NOT
05/2020 LMS MEASURE 1" THEN DRAWING
DATE By I IS NOT TO FULL SCALE
C It 1 . o
A. MARCH
A. MARCH
B. EDWARDS
0 1/2" 1"
PRELIMINARY DRAWING
DO NOT USE FOR
CONSTRUCTION
_.�0.05.21 08:59:09-04rb
o L. MICHAEL
f SANTOWASSO
Lic. No.045376
\��'ONAL
PLAN
SCALE: 1" = 20'
Hazen
HAZEN AND SAWYER
4011 WESTCHASE BLVD, SUITE 500
RALEIGH, NC 27607
RIVANNA WATER & SEWER AUTHORITY
CHARLOTTESVILLE, VIRGINIA
MOORES CREEK ADVANCED WATER RESOURCE
RECOVERY FACILITY
ENGINEERING BUILDING ADDITION
1. CONTRACTOR SHALL COORDINATE WITH PLANT
STAFF ABOUT RELOCATION OF SPEED LIMIT SIGN.
2. CONTRACTOR SHALL HAVE VIRGINIA LICENSED
SURVEYOR ESTABLISH NEW BENCHMARK TO
REPLACE BENCHMARK DEMOLISHED IN NEW
LOCATION WHICH WILL NOT INTERFERE WITH
CONSTRUCTION ACTIVITIES.
3. COMMUNICATIONS STRUCTURE SHALL BE LOCATED
OUTSIDE OF PROPOSED PARKING LOT AREA.
CONTRACTOR SHALL COORDINATE RELOCATION
WITH CENTURY LINK.
4. DEMOLITION OF WOODEN RAMP AND HANDRAIL
SHALL BE COORDINATE WITH PLANT STAFF.
TIMEFRAME EXISTING ENGINEERING BUILDING IS
WITHOUT ADA ACCESS SHALL BE KEPT TO A
MINIMUM.
5. THE PROJECT AREA IS OUTSIDE THE 100-YEAR
FLOODPLAIN, 100 FT STREAM BUFFER, AND STATE
DAM BREAK INUNDATION ZONES. THE PROJECT
AREA IS WITHIN THE FEDERAL DAM BREAK
INUNDATION ZONE.
RELOCATE COMM. STRUCTURE,
SEE NOTE 3
RELOCATE SIGN,
SEE NOTE 1
AREA TO BE CLEARED AND GRUBBED. TYP
BENCHMARK B
ELEV:369.55
CHISELED SQUARE ON CORNER OF CONC. PAD
TREE REMOVAL
ELECTRICAL STRUCTURE TO BE
MODIFIED, SEE ELECTRICAL PLANS
SITEWORK
CIVIL
EXISTING CONDITIONS AND DEMOLITION PLAN
DATE: MAY 2020
HAZEN NO.: 31442-002
CONTRACT NO.: 01
DRAWING
NUMBER:
C101
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Q DC2
LIMITS OF DISTURBANCE, TYP
c RIPRAP OUTLET PROTECTION
PAD, SEE NOTE 2
°0243300
TREE LINE, TYP
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_ CONCRETE PIER, TYP
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NOTES:
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1. ANY AREA DISTURBED WITHIN THE MANAGED
SLOPES OVERLAY SHALL BE STABILIZED WITH SOIL
o II STABILIZATION MATTING, SEE DETAIL 1/DC2.
cn
I-- 2. RIPRAP OUTLET PROTECTION PAD SHALL BE 12'
I o I CONTRACTOR WIDE X 10' LONG X 2' THICK WITH TYPE II
OO
LAYDOWN AREA TS PS LIMITS OF DISTURBANCE, TYP SEPARATOR GEOTEXTILE UNDERNEATH. RIPRAP
TPF PF LL SHALL BE CLASS I PER VDOT ROAD AND BRIDGE
= v) U- I SPECIFICATIONS.
�_ — SF SF I I
TPF SF ~ O I I SILT FENCE, TYP 3. CONTRACTOR SHALL KEEP EXISTING ROADWAY
I FREE OF SEDIMENT AT ALL TIMES. IF SEDIMENT
�------- - r —� TPF � rPF` I 0227000
SF 1 —I
I Z TRACKING DOES OCCUR, CONTRACTOR SHALL
W 3 5 a TpF sp U) TREE PROTECTION FENCE, TYP
w DC2 TAKE ACTION IMMEDIATELY TO REMOVE DEBRIS
W SF FROM EXISTING ROAWAY.
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TpF F _ I SF — SF -TPF
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0 LIMITS OF DISTURBANCE = 0.43 ACRES
Q -
II SOIL: 71 D 10 5 0 10,
I I SLOPE STABILIZATION MATTING 1 SCALE: 1" = 10, �_W '� '
1 W AR I DC2
SCALE: 1" = 10'
PROJECT
ENGINEER: B. EDWARDS AL H
RIVANNA WATER &SEWER AUTHORITY DATE:
MAY 2020
DESIGNED BY: A. MARCH 2 .05.21 08:59:28-04 CHARLOTTESVI LLE, VI RG I N IA HAZEN NO.: 31442-002
PRELIMINARY DRAWING o L. MICHAEL �� SITEWORK
DRAWN BY: A. MARCH DO NOT USE FOR u SANTOWASSO �
_ CIVIL CONTRACT NO.: 01
CHECKED BY: B. EDWARDS CONSTRUCTION Z� Llc. No.045376 HAZEN AND SAWYER MOORES CREEK ADVANCED WATER RESOURCE EROSION AND SEDIMENT CONTROL PLAN DRAWING
IF THIS BAR DOES NOT 0 1/2" 1" ' 0NUMBER:
� � 4011 WESTCHASE BLVD, SUITE 500 RECOVERY FACILITY
1 REGULATORY REVIEW 05/2020 LMS MEASURE 1" THEN DRAWING SIONAL RALEIGH, NC 27607 ENGINEERING BUILDING ADDITION C102
REV ISSUED FOR DATE BY IS NOT TO FULL SCALE
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ENGINEERING BUILDING
FFE = 366.20
ALUMINUM LANDING AND
ADA RAMP TO BE PROVIDED
BY TRAILER SUPPLIER
WALL MOUNTED LIGHTING
FIXTURE, TYP
SEE ELEC DWGS
E
CANOPY TO BE RESTRUCTURED TO
ACCOMMODATE PROPOSED TRAILER
/ 3q3
mmw�
ENGINEERING BUILDING
FFE = 366.20
60' X 23.5'
116
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1
INTERNAL PROPERTY LINE, TYP
CURB AND GUTTER N
1 0242000
ASPHALT PAVEMENT o
0251000 0
E___4 0
TIE SIDEWALK INTO EXISTING
ELEVATIONS, 1:48 MAXIMUM SLOPE A, o
PARKING LOT °
CURB AND GUTTER 0242000 EXISTING SPACES: 8 0
PROPOSED: 20 0
LANDSCAPING, TYP \
4' SIDEWALK, TYP
0245000 ASPHALT PAVEMENT
0251000
ADA CURB RAMP WITH Z
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SEE NOTE 2
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SEE NOTE 4
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- O_ o GRADE: 365.00 2.30%
LIP 365.50 GRADE: 366.00 -
1 BW: 363.52 TW: 366.50
GUARD RAIL BW: 361.62 - GRADE: 367.00
_ TW: 367.50
0244503 - BW: 361.89
360
0
1 358
350 -
348
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SCALE: 1" = 10'
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CURB AND GUTTER, TYP
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TREE LINE, TYP
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OUTLET PROTECTION PAD
- STAIRS WITH LANDING AND HANDRAIL
TO BE PROVIDED BY TRAILER SUPPLIER
#57 STONE, SEE NOTE 3
(CONCRETE PIER, TYP, SEE
STRUCTURAL DRAWINGS
LIGHT POLE, TYP _
SEE ELEC DWGS
C
NOTES:
1. ACCESSIBLE PARKING SPACE AND ACCESS AISLE SHALL BE AS PER THE
REQUIREMENTS OF THE AMERICANS WITH DISABILITIES ACT (ADA). ACCESS
SPACES SHALL HAVE PAVEMENT MARKINGS, SIDEWALK ACCESS RAMP AND
SIGNAGE. SIGN MUST INCLUDE PHRASE "VAN -ACCESSIBLE." SIGNS SHOULD BE
MOUNTED SO THAT THE LOWER EDGE OF THE SIGN IS AT LEAST SEVEN (7)
FEET ABOVE THE GROUND. SEE DETAIL 1 ON DC1.
2. CURB RAMP SHALL HAVE A MAXIMUM SLOPE OF 1:12 AND A MAXIMUM CROSS
SLOPE OF 1:48. SIDE FLARE MAY HAVE A MAXIMUM SLOPE OF 1:10. PROVIDE A
LANDING PAD WITH MINIMUM DIMENSIONS OF 26" X 48" AT TOP OF CURB LAMP.
3. PROVIDE 6" THICK SECTION OF #57 STONE IN AREAS BETWEEN EXISTING AND
PROPOSED ENGINEERING BUILDING, DIRECTLY UNDER TRAILER, AND 4'
BEYOND TRAILER WALLS ON SOUTH AND EAST SIDES. PROVIDE TYPE II
GEOTEXTILE SEPARATOR BENEATH GRAVEL LAYER.
4. CURB AND GUTTER SHALL BE INSTALLED TO ALLOW DRAINAGE THROUGH BACK
OF CURB ISLAND TO CURB CUT.
5. PER ALBEMARLE COUNTY CODE 30.7.5.; RETAINING WALLS SHALL BE A
MAXIMUM HEIGHT OF 6 FT. MAXIMUM RETAINING WALL HEIGHT AS DESIGNED IS
5.6 FT.
340
360
358
355
353
GRADE: 368.00
TW:368.50
BW: 364.00
SCALE: 1" = 10,
� 36$
GRADE: 368.40
TW: 368.90
BW: 365.55
0
1 1 1
m m m m m
ME
PROJECT
ENGINEER: B. EDWARDS
� T RIVANNA WATER &SEWER AUTHORITY DATE:
MAY 2020
0.05.21 08:59:47-04' CHARLOTTESVI LLE, VI RG I N IA 31442-002
DESIGNED BY: A. MARCH � SITEWORK HAZEN NO.:
DRAWN BY: A. MARCH PRELIMINARY DRAWING 0 L. MICHAEL CONTRACT NO.: 01
DO NOT USE FOR SANTOWASSO CIVIL
CHECKED BY: B. EDWARDS CONSTRUCTION 0 Lic. No,0453'76 AV HAZEN AND SAWYER MOORES CREEK ADVANCED WATER RESOURCE GRADING AND DRAINAGE PLAN DRAWING NUMBER:
Ar
1 REGULATORY REVIEW 05/2020 LMS IF MEASURE IR DOES NOT
DRAWING 0 1/2 1 �SIo ����� 4011 WRA EIGHENC 27607ITE 500 RECOVERY FACILITY
NAB ENGINEERING BUILDING ADDITION C103
REV ISSUED FOR DATE BY IS NOT TO FULL SCALE
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3
35a
gS,she ss 1 3g5
A
ss 3" SS
al
FIRE HYDRANT
WITH 6" TS&V DC2
w w
"b
ENGINEERING C
BUILDING E
0
45° VERTICAL BEND, TRANSITION
TO BELOW GRADE PIPING
CLEANOUT
0260200
REPAIR WOODEN RAMP, /
LANDING, AND CANOPY /
SANITARY SEWrn
4" SS PVC SCHE
WYE CONNECT
AND CLEANOUI
343
GRINDER PUMP
/ 341
— 340 /
W
_ ; W
\ 1Lo
1
10
PLAN
SCALE: 1" = 10'
W
3E W
Eel
v„
n
W
WALL MOUNTED
LIGHTING FIXTURE, TYP
0
6�
NOTES:
1. LOCATION OF 4" SS LINE APPROXIMATE, NOT
FROM SURVEY. CONTRACTOR SHALL DETERMINE
EXACT LOCATION AND ELEVATION IN FIELD.
N 2. PROPOSED 4" SS SHALL HAVE A MINIMUM SLOPE
OF 1/8" PER FOOT.
3. EXACT LOCATION OF WATER AND SEWER
CONNECTION TO BE DETERMINED IN FIELD. ALL
ABOVE GROUND WATER PIPING MUST BE HEAT
TRACED.
4. LOCATION OF 1" PW LINE APPROXIMATE, NOT
FROM SURVEY. CONTRACTOR SHALL DETERMINE
EXACT LOCATION AND ELEVATION IN FIELD. IF A
° CONFLICT EXISTS, 1" PW SHALL BE RE-ROUTED
O TO AVOID BUILDING PIERS.
W
W
-- -- w
00
� o
\ M
- / u
WATER METER, PROTECT
DURING CONSTRUCTION
360 LIGHT POLE, TYP 363
v
—358 - VALVES, PROTECT DURING
CONSTRUCTION
PRV AND RPZ FOR TRAILER WATER SERVICE,
360
PROPOSED CONNECTION SHALL BE LOCATED
DOWN STREAM OF STRUCTURE
355
TEE CONNECTION TO WATER SERVICE 3S8\
3 1" PW, COPPER PIPE
TRAILER CONNECTION, SEE NOTE 3 3SS\
350 -_
353\ 8 NEW TREE LINE, TYP
c 3S0
345
INTERNAL PROPERTY LINE 348___
10 5 0 10,
SCALE: 1" = 10'
PROJECT
ENGINEER: B. EDWARDS
� � x
``
2 620.05.21 09:00:13-04 �
PRELIMINARY DRAWING • .. L. MICHAEL
DO NOT USE FOR SANTOWASSO
CONSTRUCTION : Lac. No.045376
Ar �W
�"s'
SIONAL ��
Hazen_
HAZEN AND SAWYER
4011 WESTCHASE BLVD, SUITE 500
RALEIGH, NC 27607
RIVANNA WATER &SEWER AUTHORITY
CHARLOTTESVI LLE, VI RG I N IA
SITEWORK
CIVIL
UTILITY PLAN
DATE: MAY 2020
DESIGNED BY: A. MARCH
HAZEN NO.: 31442-002
DRAWN BY: A. MARCH
CONTRACT NO.: 01
MOORES CREEK ADVANCED WATER RESOURCE
RECOVERY FACILITY
ENGINEERING BUILDING ADDITION
CHECKED BY: B. EDWARDS
DRAWING
NUMBER:
C104
IF THIS BAR DOES NOT 0 1/2" 1"
MEASURE 1" THEN DRAWING
IS NOT TO FULL SCALE
1
REGULATORY REVIEW
05/2020
LMS
REV
ISSUED FOR
DATE
BY
ANOTES:
d
Lo
0
N
0
N
O
N
Lo
J
0
U
z
U
U
Q
U)
Lo
O J
U U
� U
j z
U U
� U
m}
im
N d
o �.
o4
N �
�o
co O
J N
Qp
of N
N
v w
M Q
o�
4io
J
ii a
0 -�
LANDSCAPING LEGEND
Al
0
D
DWARF ENGLISH
BOX WOOD
H
BURFORD HOLLY
t_>j
0
RED MAPLE
\�J
S..
3g0
355,
352/
350�
r.
ENGINEERING
BUILDING
0
M
o EX TREE 1
SEE LANDSCAPING LEGEND
WALL -MOUNTING LIGHTING
FIXTURE, SEE ELEC DWGS
C
33'
co
U
360
— 358
35
350 —
— 348
45
EX TREE 2
4" CALIPER
32— !
0��-
SHRUB PLANTING SCHEDULE
SCIENTIFIC
MATURE PLANT
CONTAINER
HEIGHT AT
TYPE
1� QTY
COMMON NAME
SPACING
NAME
SIZE
SIZE
INSTALLATION
SHRUB
4
BUXUS SEMPERVIRENS
DWARF ENGLISH
3'-15' 3 GAL
18"
5'
"SUFFRUTICOSA"
BOXWOOD
SHRUB
4
IIEX COMUTA
"BURFORDII"
BURFORD HOLLY
T-15' 3 GAL
18"
5'
TREE PLANTING SCHEDULE
SCIENTIFIC
MATURE PLANT
CALIPER AT
TYPE
QTY
COMMON NAME
NAME
SIZE
INSTALLATION
MED. SHADE TREE
2 ACER RUBRUM & CVS. RED MAPLE
40' - 50'
2.5" CALIPER
PROJECT
ENGINEER: B. EDWARDS
H
0.05.21 09:00:37-04
PRELIMINARY DRAWING L. MICHAEL
DO NOT USE FOR SANTOWASSO
CONSTRUCTION Lic. No.045376
Ar
�� 1
IONAL ���
DESIGNED BY: A. MARCH
DRAWN BY: A. MARCH
CHECKED BY: B. EDWARDS
IF THr
ME SIURER DO EN DRAWING NOT0 1/2 1
IS NOT TO FULL SCALE
REGULATORY REVIEW
05/2020
LMS
ISSUED FOR
DATE
BY
----— — — — — — —
--- --
SEE LANDSCAPING LEGEND
W�
LIGHTPOLE, TYP
NEW TREELINE
EX TREE 3
8.5" CALIPER
o —
PLAN
SCALE: 1" = 10'
ROOT CROWN TO BE
AT FINISH GRADE OR
1-2" ABOVE GRADE
FINISH GRADE
H n
aze
HAZEN AND SAWYER
4011 WESTCHASE BLVD, SUITE 500
RALEIGH, NC 27607
43'
L /\ V V I V 1 1 1 V I
ROOTBALL
EX TREE 4
4" CALIPER
C
345\
353
�360
35g \
363
1. ALL SITE PLANTINGS OF TREES AND SHRUBS SHALL
BE ALLOWED TO REACH, AND MAINTAINED AT,
MATURE HEIGHT; THE TOPPING OF TREES IS
PROHIBITED. SHRUBS AND TREES SHALL BE
PRUNED MINIMALLY AND ONLY TO SUPPORT THE
OVERALL HEALTH OF THE PLANT.
0
NOTES:
1.
DIG PLANTING HOLE AT LEAST 2X THE WIDTH OF THE ROOT BALL OR
CONTAINER.
2.
SCARIFY SUBGRADE AND SIDES OF PLANTINGS HOLE WHEN PLANTING IN CLAY
SOIL.
3.
SET THE TOP OF THE ROOT BALL LEVEL WITH THE SOIL SURFACE, OR 1-2"
ABOVE IF THE SOIL IS PRONE TO SETTLING.
TEED
4.
IF B&B PLANT, REMOVE BURLAP FROM AT LEAST THE TOP 12 INCHES OF THE
Z OF MULCH
ROOT BALL, WITHOUT DISTURBING THE ROOT BALL. REMOVAL ALL CORD
FROM THE TRUNK. REMOVE BURLAP AND WIRE BASKET FROM THE ROOT BALL.
OR BROKEN
5.
BACK FILL THE PLANTING HOLE WITH EXCAVATED NATIVE SOIL, BROKEN UP
AIL MIN 12" DEEP
OR TILLED. WATER TO REMOVE AIR POCKETS. DO NOT ADD AMENDMENTS.
6.
PLACE MULCH ON THE SURFACE TO A (SETTLED) DEPTH OF 1 TO 3 INCHES.
SHRUB PLANTING DETAIL
DETAIL 1
SCALE: NTS C105
RIVANNA WATER & SEWER AUTHORITY
CHARLOTTESVILLE, VIRGINIA
MOORES CREEK ADVANCED WATER RESOURCE
RECOVERY FACILITY
ENGINEERING BUILDING ADDITION
c r6,
c9
SEE LANDSCAPING
LEGEND
EX TREE 5
CLUSTER OF TREES
10 5 0 10,
SCALE: 1" = 10'
DATE: MAY 2020
SITEWORK HAZEN NO.: 31442-002
CIVIL CONTRACT NO.: 0
LANDSCAPING PLAN DRAWING
NUMBER:
C105
r.
M�M
DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0
BMP Design Specifications List: 2013 Draft Stds & Specs
Site Summary
Project Title: RWSA Engineering Building Addition
Date: NA I Total Rainfall (in): 43
Total Disturbed Acreage: 0.43
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
0.00
0.00
0.00
0.00
0
Managed Turf (acres)
0.10
0.24
0.00
0.00
0.34
79
Impervious Cover (acres)
0.07
0.02
0.00
0.00
0.09
21
0.43
100
Pnst-RpDpvpinnmpnt Land rnvpr larrpsl
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)
0.06
0.18
0.00
0.00
0.24
56
Impervious Cover (acres)
0.11
0.08
0.00
0.00
0.19
44
0.43
100
Site Tv and Land Cover Nutrient Loads
Final Post -Development
Post-
Post-
Adjusted Pre-
(Post-ReDevelopment
ReDevelopment
Development
ReDevelopment
Impervious)
& New )
P
(New Impervious)
Site Rv
0.52
0.40
0.95
0.40
Treatment Volume (ft3)
819
474
345
474
TP Load Lb/yr)
1 0.51
1 0.30
1 0.22
0.30
Total TP Load Reduction Required (lb/yr) 0.21 0.03 0.18
Final Post -Development Load
(Post-ReDevelopment & New Impervious)
Pre-
ReDevelopment
TN Load Lb/yr)
3.68
2.42
Site Compliance Summary
Maximum % Reduction Required Below 10%
Pre-ReDevelopment Load
Total Runoff Volume Reduction (ft3)
0
Total TP Load Reduction Achieved Lb/yr)
0.00
Total TN Load Reduction Achieved (lb/yr)
0.00
Remaining Post Development TP Load
0.51
Lb/yr)
Remaining TP Load Reduction (lb/yr)
Required
0.21
----------------------------------------
Drainage Area Summary
Pre-
ReDevelopment
FinalPost-Development
Post-ReDevelopmentTP
TP Load per acre
TP Load per acre
Load per acre
(Ib/acre/yr)
(Ib/acre/yr)
lb/acre r
0.90
1.20
0.90
D.A. A
D.A. B
D.A. C
D.A. D
D.A. E
Total
Forest/Open (acres)
0.00
0.00
0.00
0.00
0.00
0.00
Managed Turf (acres)
0.24
0.00
0.00
0.00
0.00
0.24
Impervious Cover (acres)
0.19
0.00
0.00
0.00
0.00
0.19
Total Area (acres)
0.43
0.00
0.00
0.00
0.00
0.43
Drainage Area Compliance Summary
D.A. A
D.A. B
D.A. C
D.A. D
D.A. E
Total
TP Load Reduced (lb/yr)
0.00
0.00
0.00
0.00
0.00
0.00
TN Load Reduced (lb/yr)
0.00
0.00
0.00
0.00
0.00
0.00
Runoff Volume and CN Calculations
1-year storm 2-year storm 10-year storm
Target Rainfall Event (in) 1 3.03 3.66 5.54
Drainage Areas
RV & CN
Drainage Area A
Drainage Area B
Drainage Area C
Drainage Area D
Drainage Area E
CN
74
0
0
0
0
RR (ft)
0
0
0
0
0
1-year return period
RV wo RR (ws-in)
0.93
0.00
0.00
0.00
0.00
RV w RR (ws-in)
0.93
0.00
0.00
0.00
0.00
CN adjusted
74
0
0
0
0
2-year return period
RV wo RR (ws-in)
1.35
0.00
0.00
0.00
0.00
RV w RR (ws-in)
1.35
0.00
0.00
0.00
0.00
CN adjusted
74
0
0
0
0
10-year return period
RV wo RR (ws-in)
2.80
0.00
0.00
0.00
0.00
RV w RR (ws-in)
2.80
0.00
0.00
0.00
0.00
CN adjusted
74
0
0
0
0
1 1 REGULATORY REVIEW 1 05/2020 1 LMS
REV I ISSUED FOR I DATE I BY
PROJECT
ENGINEER: B. EDWARDS
DESIGNED BY: A. MARCH
20.05.21 09:01:11-04' .
DRAWN BY: A. MARCH PRELIMINARY DRAWING L. MICHAEL
DO NOT USE FOR SANTOWASSO
CHECKED BY: B. EDWARDS CONSTRUCTION Lic, No.045376
IF THIS BAR DOES NOT 0 1/2" 1"
MEASURE 1"THEN DRAWING �SI0NAL '��
IS NOT TO FULL SCALE
CoRmHoLoTm
Chesapeake Bay Nutrient Land Trust, LLC.
January 29, 2020
Rivanna Water & Sewer Authority
ATTN: Scott Schiller, PE
695 Moores Creek Lane
Charlottesville, VA 22902
RE: CBNLT / Oak Grove - Nutrient Credit Availability
"Tomorrow's Natural Resources Today"
Project Reference: Moores Creek Advanced Water RRF Engineering Building Addition, Charlottesville
Attention: Mr. Schiller:
This letter is to confirm the availability of authorized Nutrient Credits sufficient to meet your project
requirements at our Oak Grove nutrient facility, which is registered with the Virginia Department of
Environmental Quality (DEQ). These Nutrient Credits are generated and managed under the terms of
the Oak Grove Nutrient Reduction Implementation Plan dated May 11, 2017 which was authorized by
the DEQ on August 31, 2017.
The Oak Grove project has been authorized to provide Nutrient Credits for use in the James River
watershed. These Credits are transferable to those entities regulated under DEQ's Stormwater
Management Program in accordance with VA Code § 62.1-44.15:35. Currently our Oak Grove facility
has 8.80 pounds of Phosphorus Credits available.
If we can provide further assistance please feel free to contact our office.
Sincerely,
Chesapeake Bay Nutrient Land Trust, LLC
By Its Manager
EarthSource Solutions, Inc.
Scottk ReeaL
Scott A. Reed
Vice President
Chesapeake Bay Nutrient Land Trust, LLC. • 5735 S. Laburnum Avenue • Richmond, VA 23231 • P: 804.222.5114 • www.cbnit.com
Hazen
HAZEN AND SAWYER
4011 WESTCHASE BLVD, SUITE 500
RALEIGH, NC 27607
RIVANNA WATER & SEWER AUTHORITY
CHARLOTTESVILLE, VIRGINIA
MOORES CREEK ADVANCED WATER RESOURCE
RECOVERY FACILITY
ENGINEERING BUILDING ADDITION
SITEWORK
CIVIL
STORMWATER CALCULATIONS
DATE: MAY 2020
HAZEN NO.: 31442-002
CONTRACT NO.: 0
DRAWING
NUMBER:
C106
O
PEAK FLOW CALCULATIONS FROM LIMITS OF
DISTURBANCE
PRE -DEVELOPMENT
m
a)
as
U)
J
0
U
Z
U
g
U
tu
a)
U)
rl-
O_ J
U OU
J -
j Z
U_ U
g U
ml
o m
U g
N d
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9
N
N
CM O
J N
QCD
� N
N
Lu
M Q
0
= J
LL d
1 .n
co
i oral
e
v � 1
ENGINEERING-e
BUILDING
a 355
353
350
348
�
36� 345
355 342
35`Zo 340
36
3�a 33�
3q5 335
3�3 334
341
340 \ 332 x
339
366f �
365 ��"`
3
42363on
358
353
3S3
3.Sn
LIMITS OF DISTURBANCE, TYP
-fo
�3
4S
�34
3
9
PRE -DEVELOPMENT
SCALE: 1" = 20'
�L o
CONTRACTOR
LAYDOWN AREA
f.
i
COVER DESCRIPTION
HSG
CN
Area
CN x Area
IMPERVIOUS
A
98
0.07
6.9
B
98
0.02
2.0
LAWN
A
39
0.10
3.9
B
61
0.24
14.6
TOTALS
0.4
27
COMPOSITE CN
71
TIME OF CONCENTRATION, t, (HOURS)
STORM FREQUENCY (YR)
RAINFALL (IN)
RUNOFF, Q
PEAK FLOW (CFS)
2
10
3.66
5.54
1.17
2.54
0.8
1.7
POST -DEVELOPMENT
1 v:
COVER DESCRIPTION
HSG
CN
Area
CN x Area
IMPERVIOUS
A
98
0.11
10.8
B
98
0.08
7.8
LAWN
A
39
0.06
2.3
B
61
0.18
11.0
TOTALS
0.4
32
COMPOSITE CNI
80
TIME OF CONCENTRATION, t, (HOURS)
�O
LEGEND
IMPERVIOUS AREA
OPEN SPACE
STORM FREQUENCY (YR)
RAINFALL (IN)
RUNOFF, Q
PEAK FLOW (CFS)
2
10
3.66
5.54
1.76
3.37
1.2
2.3
PEAK FLOW CALCULATIONS FROM CURB CUT
DRAINAGE AREA (POST -DEVELOPMENT)
DRAINAGE THROUGH CURB CUT
0=CIA
C
0.95
i I N/HR
6.62
A ACRES
0.15
Q CFS 0.94
ALOE;
o
0
0
0
DRAINAGE BOUNDARY = 0.15 AC
I
I I /
--- - - 1--------------- --
- -
061
••••• 6� 6j cA J
00 •
o e o 0
CURB CUT _ _ _ - - - o
DRAINAGE AREA = 1 \\ CONTRACTOR
Q10-YR PEAK= 0.94 CFS "' LAYDOWN AREA
c+M e ��
1 1
oi
0 1
1 1 1
363 1
ENGINEERING
ENGINEERING BUILDING
BUILDING 36�
338 1
1 1
355
RIPRAP OUTLET PROTECTION 1
353 1
350 0 3S3
348 3.4n
LIMITS OF DISTURBANCE, TYP 1
60 345 1 1 1
O 1 1
365 . 42 34S o 1
36 �� 340 343
LEGEND
3 33 339 \ 1
3�6 335 33? 1 1 1
3�3 334 1 1 1 1 IMPERVIOUS AREA
1
1 1
341 332 x 1
340 \ x OPEN SPACE
339
0
20 10 0 20'
I I I
SCALE: 1" = 20'
POST -DEVELOPMENT
SCALE: 1" = 20'
PROJECT
ENGINEER: B. EDWARDS li
RIVANNA WATER &SEWER AUTHORITY DATE:
MAY 2020
DESIGNED BY: A. MARCH 0.05.21 09:01:31-04' CHARLOTTESVI LLE� VI RG I N IA HAZEN NO.: 31442-002
2
PRELIMINARY DRAWING o L. MICHAELSITEWORK
01
DRAWN BY: A. MARCH DO NOT USE FOR o SANTOWASSO CIVIL CONTRACT NO.:
CHECKED BY: B. EDWARDS CONSTRUCTION Lic. No.045376 - MOORES CREEK ADVANCED WATER RESOURCE STORMWATER CALCULATIONS DRAWING
�W HAZEN AND SAWYER NUMBER:
Ar IF THIS BAR DOES NOT 0 1/2" ill �"s' 4011 WESTCHASE BLVD, SUITE 500 RECOVERY FACILITY
1 REGULATORY REVIEW 05/2020 LMS MEASURE 1" THEN DRAWING SIONAL �� RALEIGH, NC 27607 ENGINEERING BUILDING ADDITION C107
REV ISSUED FOR DATE BY IS NOT TO FULL SCALE
EMBEDMENT, TYP
(SEE NOTE 1)
a
ti
m
0
N
0
N
N
U)
J
0
U
Z
U
U
T
Q
U)
U J
❑ O
J -
Z
U U
U
m}
❑
�m
U 7;
CD d
�
o d
N
`r o
� N
co o
J N
Q o
of N
N LO
V L
M Q
o�
o
J
L a
48' MAX SPACING BETWEEN
112" EXHAN61UN JUIN I MA I L
REQUIRED WHEN WALK ABUTS
RIGID STRUCTURES
TYPICAL CONTRACTION JOINT
VARIES,
SEE PLAN
T FOR WIDTH
WHEN WIDTH OF SIDEWALK, PAD, ETC
EXCEEDS 6', LONGITUDINAL CONTRACTION
JOINTS SHALL BE PLACED AS REQUIRED
TYPICAL CONCRETE WALKWAY
0245000
BACK OF CURB
12" 2'-6"
FINISHED MIN
GRADE 6" _
CONCRETE
CURB AND
GUTTER
3" R f
1 1/2"
00
0o Do 0 Do
i I(0:)
ASPHALT
PAVEMENT -
SLOPE
NOTES:
1. CONTRACTION JOINTS SHALL BE PLACED AT 10 FOOT INTERVALS, OR
15 FOOT INTERVALS WHEN A MACHINE IS USED TO PLACE THE CURB.
2. EXPANSION JOINTS SHALL BE PLACED AT 90 FOOT INTERVALS AND
ADJACENT TO ALL RIGID OBJECTS.
CURB AND GUTTER
0242000
VARIES
VARIES - SEE SITE PLAN
4'-0"
EQUAL
12"
SLOPE AT 1/4:12
MIN
2" ASPHALT
TYP
SURFACE COURSE
3.5" ASPHALT
BASE COURSE
CL
EQUAL _
SLOPE AT 1/4:12
TACK COAT
4'-0"
12:1
s: 1 or
3:� 3.
CUT SECTION \/�A/��� /\.��� FILL SECTION
NOTE: 8" AGGREGATE BASE COURSE
THE 2" ASPHALT CONCRETE SURFACE COURSE AND THE TYPE I SEPARATOR GEOTEXTILE
TACK COAT SHALL NOT BE PLACED UNTIL COMPLETION COMPACTED SUB -GRADE
OF ALL OTHER WORK IN CONTRACT.
1 1 REGULATORY REVIEW
REV ISSUED FOR
TYPICAL ROADWAY SECTION
0251000
PROJECT
ENGINEER. -
DESIGNED BY:
DRAWN BY:
CHECKED BY:
IF THIS BAR DOES NOT
05/2020 LMS MEASURE 1" THEN DRAWING
DATE BY IS NOT TO FULL SCALE
CUT BACK EXIST
SURFACE COURS!
6" MIN FROM BAS
EXIST SU
COURSE
TACK CO
NEW ASPHALT PAVEMENT
SEE 0251000
CUT BACK EXIST BASE
COURSE 12" MIN
>URFACE
" MIN
T
3ASE
1.5" MIN
BASE COURSE
CA10I DMOC BOURSE
TYPICAL PAVEMENT JUNCTION
0251301
Note: Sign shall have
white lettering on a
blue background.
Ref. Sec. 7-0802.4
I Rev. 1-00, 2011
12"
2„
DMV PERMIT
299
REQUIRED
::� 3/4"
2„
1 1/2"
24"
1 /2„
1 1/2"
PENALTY
11/2"
$tOO-500 FINE
�3/4"
1 1/2"
TOW -AWAY ZONE
� 3/4"
1 1/2"
2„
ACCESSIBLE
PARKING SIGNS
Note: Sign shall have
white lettering on a
blue background.
7"
Ref. Sec. 7-0802.4
I Rev. 1-00, 2011 Reprint
12"
VAN
ACCESSIBLE
1 1/4"
1 3/4"
1"
1 3/4"
1 1/4"
VAN ACCESSIBLE
PARKING SIGNS
VAN ACCESSIBLE PARKING SIGNS
DETAIL 1
SCALE: N.T.S. DC1
PLATE NO. STD. NO.
32A-7
PLATE NO. I STD. NO.
32B—"7
ADHERE CAP UNIT TO TOP UNIT
W/ CONCRETE ADHESIVE AS
SPECIFIED BY THE MASONRY
WALL SUPPLIER
3/4" SET, TYP
8" HIGH MODULAR CONCRET
FACING UNITS
/J
I
I
/J
I
GEOGRID REINFORCEMENT
(SEE NOTE 1 AND SPECIFICATION
I I I _ @1 _ SECTION 13800 - GEOGRID)
I 1 1 T
FINISHED GRADE (VARIES)
(SEE NOTE 3)
IMPERVIOUS
FILL, MIN 12"
THICK
TOTAL WALL HEIGHT 12" MIN THICK AASHTO
VARIES -4 # 57 STONED AINAGE
FILL
a
(V
FINISHED GRAD IMPORTED SELECT GRANULAR
BACKFILL (SEE NOTE 2)
i
MIN 18"
6"0 PERFORATED DRAINAGE PIPE SLOPE
AASHTO # 57 OR CLASS B (1/8" PER FT) TO DRAIN SURROUNDED
CONCRETE LEVELING PAD 2 0„ WITH AASHTO NO. 57 STONE. OUTLET
6" THICK x 2'-0" WIDE, CONT. IL PIPE EVERY 25 FT OF WALL LENGTH
NOTES: FILTER GEOTEXTILE
1. GEOGRID REINFORCEMENT MATERIAL AND EMBEDMENT LENGTH TO BE ESTABLISHED BY PROFESSIONAL ENGINEER REGISTERED IN THE
COMMONWEALTH OF VIRGINIA BASED UPON CURRENT AND PROJECTED LOADINGS AND PROPER DRAINAGE. MINIMUM GEOGRID LENGTH TO BE
0.75 TIMES THE MAXIMUM WALL HEIGHT AND TO BE UNIFORM FOR ALL LAYERS.
2. WALL BACKFILL MATERIAL USED IN DESIGN SHALL BE ON -SITE MATERIAL OR MATERIAL MATCHING WALL DESIGN PARAMETERS SHALL BE
SUPPLIED BY CONTRACTOR AT NO ADDITIONAL COST. IT SHOULD BE ASSUMED BACKFILL MATERIAL IS NOT AVAILABLE ON SITE. SEE
SPECIFICATION SECTION 13100 - MSE RETAINING WALLS FOR BACKFILL SPECIFICATIONS.
3. PROVIDE POSITIVE DRAINAGE AWAY FROM BACK OF WALL.
4. INCLUDE SUBGRADE LOADING FOR PARKING AREA WHERE APPLICABLE. DESIGN TO ACCOMODATE H-20 LOADING AS MINIMUM.
RETAINING WALL
DETAIL 3
SCALE: N.T.S. DC1
GENERAL NOTES:
1.
DETECTABLE WARNING TO BE PRE -FORMED PLASTIC
\
INSERT WITH SLIP RESISTANT SURFACE COVERING
THE FULL WIDTH OF THE RAMP FLOOR BY 2 FOOT
12:1 MAX.
IN LENGTH IN THE DIRECTION OF TRAVEL.
5' MIN.
TYPE B
2.
THE DETECTABLE WARNING SHALL BE PROVIDED BY
TRUNCATED DOMES. TRUNCATED DOMES TO BE
PARALLEL
STAMPED IN TOP SURFACE. THE COLOR OF THE
DETECTABLE WARNING SECTION SHALL BE YELLOW.3.
SLOPING SLOPING SIDES OF CURB RAMP MAY BE POURED
" ' �m--'�- -L� I
12/-
MONOLITHICALLY WITH RAMP FLOOR OR BY USING
12:1 MAX.
PERMISSIBLE CONSTRUCTION JOINT WITH REQUIRED
5' MIN
BARS.
�
\
2' IN.
* ,
AT 2" HIGHER THANTYPE
4.
IF RAMP FLOOR IS PRECAST, HOLES MUST BE
C
EDGE OF PAVEMENT
PROVIDED FOR DOWEL BARS SO THAT ADJOINING
AT**, SAME AS TOP OF
FLARED SIDES CAN BE CAST IN PLACE AFTER
PARALLEL & PERPENDICULAR CURB
PLACEMENT OF PRECAST RAMP FLOOR. PRECAST
CONCRETE SHALL BE CLASS A-4.
50%-65% OF BASE DIAMETER
TOP DIAMETER
5.
REQUIRED BARS ARE TO BE NO. 5 X 8" PLACED 1'
+
0
CENTER TO CENTER ALONG BOTH SIDES OF THE
VAR. WIDTH0
IWill
BASE DIAMETER
RAMP FLOOR, MID -DEPTH OF RAMP FLOOR.
SIDEWALK OR
2",
MINIMUM CONCRETE COVER 1 1/2".
SIDEWALK SPACE
TRUNCATED DOME
6.
RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL
- - - �H-= 3' MIN
DETAIL
SECTIONS PROVIDED THAT THE CURB OPENING IS
1.6"-2.4"
PLACED WITHIN THE LIMITS OF THE CROSSWALK AND
THAT THE AT THE THE
*VAR. 4' MIN.
C-C
SLOPE CONNECTION OF CURB
OPENING IS PERPENDICULAR TO THE CURB.
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°°°°°°°°°°°°°°°°°°°
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* TREATMENT WHERE 1.6
„
-2.4
0000000000000000000
0000000000000000000
°°°°°°°°°°°°°°°°°°°
°°°°°°°°°°°°°°°°°°°
N
7.
TYPICAL CONCRETE SIDEWALK IS 4 THICK. WHEN
°°°°°°°°°°°°°°°°°°°
THE RAMP IS PLACED IN THE CURB RETURN RADIUS
WIDTH OF SIDEWALK
C-C
°°°°°°°°°°°°°°°°°°°
000000000000000000°
IT SHALL BE 7" THICK.
OR SIDEWALK SPACE 0.65" MIN.
°°VARI000000ABLE 0MIN°°
—
IS LESS THAN 7'-4"
��
PAY LIMITS
8.
WHEN CURB RAMPS ARE USED IN CONJUNCTION
CG-12
DETECTABLE WARNING
WITH A SHARED USE PATH, THE MINIMUM WIDTH
SHALL BE THE WIDTH OF THE SHARED USE PATH.
CURB RAMP
DETAIL
B. EDWARDS H
RIVANNA WATER & SEWER AUTHORITY
A. MARCH 20.05.2109:01:55-04W-' CHARLOTTESVILLE, VIRGINIA
PRELIMINARY DRAWING L. MICHAEL
A. MARCH DO NOT USE FOR SANTOWASSO Hazen
B. EDWARDS CONSTRUCTION Lac. No.05376 �w HAZEN AND SAWYER MOORES CREEK ADVANCED WATER RESOURCE
0 1/2" 1" \� 4011 WESTCHASE BLVD, SUITE 500 RECOVERY FACILITY
S10NAL � RALEIGH, NC 27607 ENGINEERING BUILDING ADDITION
DETECTABLE WARNING SURFCE
DETAIL Z
SCALE: N.T.S. DC1
DATE:
STANDARD DETAILS HAZEN NO.:
CIVIL CONTRACT NO.:
CIVIL DETAILS - SHEET 1 DRAWING
NUMBER:
MAY 2020
31442-002
01
DC1
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A
PIPE OUTLET CONDITIONS
q
0% -
TYPE II SEPARATOR
GEOTEXTILE
KEY IN 6"-9"; RECOMMENDED
FOR ENTIRE PERIMETER
SECTION A -A
0243300
CTCCI POST
_N WIRE FABRIC
NING SIGN
SIDE VIEW
3'-4"
PIPE OUTLET TO FLAT
AREA WITH NO DEFINED
CHANNEL
*SEE SITE PLAN
MIN 10 GAUGE
LINE WIRES
U
u
4
RAISED HEXAGONAL
HEAD THREADED
PLUG
CLEANOUT
0260200
8'-0" MAX
VARIABLE AS DIRECTED BY THE ENGINEER
TREE PROTECTION AREA
DO NOT ENTER
CONCRETE PAD,
SEE 0264005
FINISH GRADE
PVC RISER LOCATE
LOCATE CLEAR OF
OBSTRUCTIONS
WYE OR 45' BEND
=IIIII=IIIII IIIIIIIIII-IIIII=11111 11111—IIIII=IIIII=IIIII-IIIII-IIIII=IIIII-IIIII-IIIII=IIIII=IIIII=IIIII-IIIII=IIIII=IIIII IIIIIII
IIIII IIIII
WARNING AND BARRIER FENCE.
IIIII SEE SPECIFICATION 31 10 00 IIIII
IIIII IIIII IIIII IIIII
'illl 'illl
NOTE: FOR TREE PROTECTION ONLY
FRONT VIEW
NOTES:
t
1. WARNING SIGNS TO BE MADE OF DURABLE, WEATHERPROOF
TREE PROTECTION AREA MATERIAL.
M 2. LETTERS TO BE 3" HIGH MINIMUM, CLEARLY LEGIBLE, AND SPACED
d AS DETAILED.
3. PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50'
M DO NOT ENTER ON CENTER THEREAFTER.
t 4. FOR TREE PROTECTION AREAS LESS THAN 200' IN PERIMETER,
PROVIDE NO LESS THAN ONE SIGN PER PROTECTION AREA.
5. ATTACH SIGNS SECURELY TO FENCE POSTS AND FABRIC.
6. MAINTAIN TREE PROTECTION FENCE THROUGHOUT DURATION OF
PROJECT.
WARNING SIGN DETAIL
TREE PROTECTION FENCE
DETAIL 2
SCALE: N.T.S. DC2
PROJECT
ENGINEER: B. EDWARDS
DESIGNED BY: A. MARCH
PRELIMINARY DRAWING
DRAWN BY: A. MARCH DO NOT USE FOR
CHECKED BY: B. EDWARDS CONSTRUCTION
IF THIS BAR DOES NOT 0 1/2" 1"
1 REGULATORY REVIEW 05/2020 LMS MEASURE 1" THEN DRAWING
REV ISSUED FOR DATE By IS NOT TO FULL SCALE
AL eH r ti
r^
20.05.21 09:02:17-04j
o L. MICHAEL r.
SANTOWASSO
Lic. No.045376
�&ONAL E���
PLASTIC OR
WIRE TIES
MIN 12 1/2 GAUGE
INTERMEDIATE
WIRES, TYP
GRADE
CONSTRUCTION OF A SILT FENCE
SF
(WITHOUT WIRE SUPPORT)
1. SET THE STAKES. 2. EXCAVATE A 4"x4" TRENCH
UPSLOPE ALONG THE LINE OF STAKES
6'MAX
FILL SLOPE SECTION--,
SOIL STABILIZATION MATS SHOULD
BE INSTALLED VERTICALLY Q� 5 NOTE: SLOPE SURFACE
DOWNSLOPE FOR BEST RESULTS. Q Q SHALL BE SMOOTH
AND FREE OF
Q ROCKS, LUMPS OF FLOW
DIRT, GRASS AND
(/ Q STICKS. MAT SHALL
BE PLACED FLAT 4'
A Q ON SURFACE FOR 3. STAPLE FILTER MATERIAL TO STAKES 4. BACKFILL AND COMPACT
/ PROPER SOIL
0 CONTACT. AND EXTEND IT INTO THE TRENCH. THE EXCAVATED SOIL.
Q �Q
^� Sv
�4' 2,
I—
� Q �IIIIIIIIIIII I II- 1, �
DIRT SHALL BE
TAMPERED PRIOR
TO LAYING TOP
-I LAP OVER FLOW
X,
TOE BERM \\/ SHEET FLOW INSTALLATION
MAINTAIN SLOPE ANGLE TRENCH INTO BERM AND (PERSPECTIVE VIEW)
PROGRESS DOWNSLOPE
SLOPE LINING
(WET SLOPE
TREATMENT
POLYPROPELYENE
NON -WOVEN
SLOPE LINING TOP CUT SLOPE
(DRY SLOPE)
(NEEDLE PUNCHED) III11—
II'Il OSN TREATMENT - 2
GEOTEXTILE FILTER I,II F\USER ,4E SOVRCF ERi
CLOTH (BEHIND 4' PB R �P
TREATMENT - 2) I -I i. O_E
IF
SOIL =��� BOTTOM OF FILL SLOPE
_�i V iPBL!
BOTTOM OF CUT SLOPE
BOTTOM OF CUT SLOPE
SOURCE: VDOT ROAD AND BRIDGE STANDARDS
DETAIL 1
SCALE: N.T.S. DC2
I I GUARD RAIL SHALL BE
I I IN ACCORDANCE WITH
I I VDOT STANDARD
I I I I
I I I I
L — J L _ J
GALVANIZED STEEL GUARD RAIL
0244503
HAZEN AND SAWYER
4011 WESTCHASE BLVD, SUITE 500
RALEIGH, NC 27607
- OR SHOULDER
BREAK POINT
PLATE: 3.36-5
RIVANNA WATER & SEWER AUTHORITY
CHARLOTTESVILLE, VIRGINIA
MOORES CREEK ADVANCED WATER RESOURCE
RECOVERY FACILITY
ENGINEERING BUILDING ADDITION
POINTS A SHOULD BE HIGHER THAN POINT B.
DRAINAGEWAY INSTALLATION
(FRONT ELEVATION)
0227000
NOTE: HYDRANT MUST BE
EQUIPPED WITH CHARLOTTES-
VILLE THREADS WHICH IS
THE LOCAL STANDARD.
1
LENGTH OF BRANCH VARIES
6' MIN
(270') 2' TO 10'
18"-22"
7 CU. FT. VALVE BOX
#68 STONE-1
NOTE
1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE.
2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
( INCLUDING DITCHES )
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
VALVE BOX.
4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH.
IT IS NOT ALLOWED IN THE DITCH.
5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP
HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF
REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
N.T.S.
FIG. W-4
DETAIL 3
SCALE: N.T.S. DC2
DATE:
HAZEN NO.:
STANDARD DETAILS
CIVIL CONTRACT NO.:
CIVIL DETAILS - SHEET 2 DRAWING
NUMBER:
MAY 2020
31442-002
01
DC2