1182947_2021-11-29 Lakeland HS Turf Field - Civil Plans.pdf

PDF 39 MB Posted Apr 13, 2004

Attached to: Chemical Storage Site
Solicitation number: 2850
Issued by: Isle of Wight County, Virginia

About this file

Written by GovTribe AI · Aug 20, 2024

This document appears to be a set of civil engineering plans for the installation of a new turf field at Lakeland High School. The project is being managed by the local school district and includes the construction of a synthetic turf athletic field, grading, drainage, and related site work. The plans provide detailed specifications and layouts for the field, subsurface infrastructure, and surrounding landscape features. No specific bid due date or award timeline is provided, however the plans indicate this project is an upcoming contracting opportunity for qualified civil/site contractors to perform the described scope of work.

The plans do not contain pricing information, set-asides, or details on incumbent contractors. The document also does not specify funding sources or requirements for this project. The scope is limited to the civil/site work associated with the new turf field installation, without mention of any other related construction or renovation work at the high school facility.

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File	Type	Posted
1182946_bid and written specifications 1778.pdf	PDF	Apr 13, 2004
1186784_Addendum 1 LHS field.pdf	PDF	Apr 13, 2004
1182948_Lakeland HS Summary Package water table.pdf	PDF	Apr 13, 2004

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AS SHOWN

VICINITY MAP IMAGE © ESRI

0 8000'

SCALE 1"=4000'

4000'

MISS UTILITY OF VIRGINIA

THE CONTRACTOR SHALL CALL "MISS UTILITY" 48 HOURS PRIOR TO THE START OF

EXCAVATION. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL

UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO

STARTING WORK. CONTACT THE ENGINEER IMMEDIATELY IF THE LOCATION OR ELEVATION

IS DIFFERENT FROM THAT SHOWN ON THE PLAN, IF THERE APPEARS TO BE A CONFLICT,

AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON PLAN. THE DEVELOPER SHALL

BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN THE EXISTING AND/OR

RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT. CONTACT MISS UTILITY OF VIRGINIA:

1-800-552-7001 (TOLL FREE) OR DIAL 811.

VICINITY MAP IMAGE © ESRI

SITE STATISTICAL DATA

1. PROPERTY ADDRESS 214 KENYON ROAD, SUFFOLK, VA 23434

2. TAX MAP NO. 33*11*H

3. ACCOUNT NO. 153808600

4. SOURCE PLAT P.B. 12, P. 113

5. SOURCE DEED D.B. 233, P. 195

6. ZONING RLM (RESIDENTIAL LOW-MEDIUM DISTRICT)

7. STORMWATER DESIGN CRITERIA IIB

8. JPA/WETLANDS PERMIT REQUIRED NO

9. ONSITE RESOURCE PROTECTION AREA NO

10. EXISTING USE INSTITUTIONAL - PUBLIC HIGH SCHOOL

11. PROPOSED USE INSTITUTIONAL - PUBLIC HIGH SCHOOL

12. WATERSHED NANSEMOND RIVER >> CHESAPEAKE BAY

13. FLOOD PLAIN INFORMATION ZONE 'X' OUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN

14. FEMA FIRM INFORMATION NUMBER: 510156 | PANEL: 0210D | EFFECTIVE 11/16/2011

15. TOPOGRAPHIC SURVEY SOURCE TIMMONS GROUP

16. HORIZONTAL DATUM NAD83 & 93HARN (US SURVEY FEET)

17. VERTICAL DATUM NAVD 1988

18. PROPERTY AREA 69.49 ACRES - PER CITY GIS

19. DISTURBED AREA ON-SITE DISTURBED AREA: 175,450 SF (4.03 AC)

DISTURBED AREA IN RIGHTS-OF-WAY: 0 SF (0.00 AC)

TOTAL DISTURBED AREA: 175,450 SF (4.03 AC)

20. BUILDING DATA NO EXISTING BUILDINGS AFFECTED NOR NEW BUILDINGS PROPOSED

21. PARKING DATA NO EXISTING SPACES AFFECTED NOR NEW SPACES PROPOSED

22. DOMESTIC WATER SERVICE CITY WATER AVAILABLE. EXISTING SERVICES NOT AFFECTED

23. WASTEWATER FLOW DATA CITY SANITARY SEWER AVAILABLE. EXISTING SERVICES NOT AFFECTED

24. FIRE PROTECTION DATA NOT AFFECTED

25. GROUND COVER DATA DISTURBED AREA 175,450 SF, 4.03 AC

PRE-DEVELOPMENT IMPERVIOUS AREA 8,394 SF, 0.19 AC (4.8%)

PRE-DEVELOPMENT MANAGED TURF 167,056 SF, 3.84 AC (95.2%)

POST-DEVELOPMENT IMPERVIOUS AREA 104,189 SF, 2.40 AC (59.4%)

POST-DEVELOPMENT MANAGED TURF 71,261 SF, 1.63 AC (40.6%)

26. SOIL TYPES PER USDA NRCS WEB SOIL SURVEY AND ONSITE SOILS EVALUATION

8A | EUNOLA LOAMY FINE SAND | HSG C | 0 - 2% SLOPES

8B | EUNOLA LOAMY FINE SAND | HSG C | 2 - 6% SLOPES

14 | LYNCHBURG FINE SANDY LOAM | HSG B |

22B | SUFFOLK LOAMY SAND | HSG B | 2 - 6% SLOPES

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CIVIL SITE PLANS

CITY OF SUFFOLK, VIRGINIA

FILE #: SPL2021-00043

RESPONSIBLE LAND DISTURBER NOTE

THE PROFESSIONAL WHOSE SEAL IS AFFIXED HEREON SHALL ACT AS THE "RESPONSIBLE

LAND DISTURBER" FOR THE PURPOSES OF PLAN APPROVAL ONLY. PRIOR TO THE ISSUANCE

OF THE LAND DISTURBING PERMIT, THE OWNER OR DEVELOPER SHALL PROVIDE THE NAME

OF A "RESPONSIBLE LAND DISTURBER" WHO SHALL ASSUME RESPONSIBILITY AS THE

"RESPONSIBLE LAND DISTURBER" FOR THE CONSTRUCTION PHASE OF THE PROJECT. THE

OWNER OR DEVELOPER SHALL PROVIDE WRITTEN NOTIFICATION SHOULD THE "RESPONSIBLE

LAND DISTURBER" CHANGE DURING CONSTRUCTION.NOVEMBER 29, 2021

RESPONSIBLE LAND DISTURBER DESIGNATION

THE PERSON IDENTIFIED BELOW IS DESIGNATED AS THE RESPONSIBLE LAND DISTURBER WHO WILL BE IN CHARGE OF AND RESPONSIBLE FOR CARRYING OUT THE LAND DISTURBING ACTIVITY ASSOCIATED WITH THIS PROJECT. THE PERSON MEETS THE APPLICABLE REQUIREMENTS OF VIRGINIA CODE SECTION 10.1-563 AND 10.1-566 BY VIRTUE OF THE FOLLOWING:

____ RESPONSIBLE LAND DISTURBER CERTIFICATE

____ DCR CERTIFICATION FOR COMBINED ADMINISTRATOR, ADMINISTRATOR, PLAN REVIEWER,

INSPECTOR, OR CONTRACTOR.

____ VIRGINIA PROFESSIONAL ENGINEER, LAND SURVEYOR, LANDSCAPE ARCHITECT, OR ARCHITECT

RESPONSIBLE LAND DISTURBER CONTACT INFORMATION:

NAME (SIGNATURE)

NAME (PRINT) DAN RUBY

CERTIFICATION/REGISTRATION NUMBER: 043841

COMPANY: TIMMONS GROUP

MAILING ADDRESS: 2901 S. LYNNHAVEN RD, SUITE 200

VIRGINIA BEACH, VA 23452

TELEPHONE: 757-213-6661

EMAIL: DAN.RUBY@TIMMONS.COM

THIS DESIGNATION MAY ONLY BE

CHANGED BY A PLAN COVER

SHEET REVISION THAT MUST BE

SUBMITTED TO THE CITY FOR

VERIFICATION AND APPROVAL.

LAKELAND HIGH SCHOOL

TURF FIELD CONVERSION

ADVISORY NOTES

1. THE CONTRACTOR MUST CONTACT DEAN ADAMS, PUBLIC

UTILITIES CONSTRUCTION MANAGER, AT (757) 514-7029 AT

LEAST FIVE (5) BUSINESS DAYS PRIOR TO COMMENCEMENT OF

CONSTRUCTION TO SET UP A PRECONSTRUCTION MEETING.

2. THE CONTRACTOR SHALL PROVIDE WRITTEN NOTIFICATION TO

ALL OWNERS AND RESIDENTS OF THE PROPERTIES ADJACENT

TO THE PROJECT SITE 30 DAYS PRIOR TO THE

COMMENCEMENT OF WORK UNLESS OTHERWISE DIRECTED BY

THE CITY.

3. PUBLIC REFUSE COLLECTION WILL NOT BE PROVIDED TO THIS

SITE. THE OWNER/DEVELOPER SHALL COORDINATE REFUSE

COLLECTION WITH A PRIVATE HAULER.

4. ALL EXCAVATED MATERIAL SHALL BE DISPOSED OF IN A

LAWFUL MANNER. THE CONTRACTOR SHALL COORDINATE

HAUL ROUTES, MATERIAL QUANTITIES, TRUCK CAPACITIES AND

NUMBER OF TRIPS WITH THE CITY CIVIL INSPECTOR.

5. ANY AND ALL MATERIALS OR DEBRIS TRACKED ONTO A PUBLIC

OR PRIVATE ROAD SURFACE SHALL BE REMOVED AT THE END

OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE

ROADS BY SHOVELING OR SWEEPING AND WILL BE

TRANSPORTED TO A SEDIMENT- CONTROLLED DISPOSAL AREA.

STREET WASHING IS NOT PERMITTED UNTIL SEDIMENT HAS

BEEN REMOVED BY SWEEPING AND SHOVELING.

6. THIS PROPERTY IS LOCATED WITHIN THE CHESAPEAKE BAY

PRESERVATION OVERLAY DISTRICT AND IS DESIGNATED AS A

RESOURCE MANAGEMENT AREA (RMA). ALL LAND

DISTURBANCE, USES, DEVELOPMENT AND REDEVELOPMENT IN

THE CHESAPEAKE BAY PRESERVATION AREA OVERLAY

DISTRICT ARE REQUIRED TO RETAIN AN UNDISTURBED

VEGETATED 100-FOOT BUFFER AREA AROUND RPA FEATURES,

SUCH AS WETLANDS, SHORELINES, AND ALONG WATERBODIES

WITHIN PERENNIAL FLOW.

7. NO DELIVERY, LOADING, TRASH REMOVAL OR COMPACTION,

OR OTHER SUCH OPERATIONS SHALL BE PERMITTED BETWEEN

THE HOURS OF 10 P.M. AND 7 A.M.

8. THE CONTRACTOR SHALL FIELD-VERIFY THE LOCATION,

DEPTH, AND SIZE OF EXISTING UNDERGROUND UTILITIES. THE

LOCATIONS SHOWN ARE APPROXIMATE AND NOT

GUARANTEED BY TIMMONS GROUP. THE CONTRACTOR SHALL

ALERT THE CIVIL ENGINEER OF ANY DISCREPANCIES

IMMEDIATELY.

9. THE CONTRACTOR SHALL INSTALL SIGNAGE IN AREAS THAT

ARE RESTRICTED TO THE PUBLIC DURING CONSTRUCTION.

10. THE CONTRACTOR SHALL PROVIDE LIGHTING THROUGHOUT

THE CONSTRUCTION AREA IF WORK IS TO BE PERFORMED

AFTER DARK. THE EXISTING STADIUM LIGHTS ARE

ACCEPTABLE FOR ILLUMINATING THE FOOTBALL FIELD. THE

CONTRACTOR SHALL COORDINATE WORK HOURS AND

LIGHTING USAGE WITH THE OWNER.

PERMITTING NOTES

1. THE CONTRACTOR IS RESPONSIBLE FOR SECURING ALL NECESSARY

PERMITS FOR THIS PROJECT PRIOR TO COMMENCING CONSTRUCTION.

2. A LAND DISTURBANCE PERMIT IS REQUIRED FOR THIS PROJECT. THE

CONTRACTOR SHALL CONTACT THE CITY OF SUFFOLK (BETH GILL) AT

BGILL@SUFFOLKVA.US OR (757) 514-7611 A MINIMUM OF 48 HOURS IN

ADVANCE OF APPLYING FOR A LAND DISTURBANCE PERMIT.

3. IN ORDER TO ISSUE A LAND DISTURBANCE PERMIT FOR THIS PROJECT

THE FOLLOWING ITEMS ARE REQUIRED:

· A GENERAL VPDES PERMIT FOR DISCHARGES OF STORMWATER

FROM CONSTRUCTION ACTIVITIES (CONSTRUCTION GENERAL

PERMIT) MUST BE OBTAINED FROM DEQ FOR LAND-DISTURBING

ACTIVITIES OF ONE ACRE OR GREATER. APPLICANT MUST PROVIDE

EITHER EVIDENCE OF A VALID CONSTRUCTION GENERAL PERMIT FOR

THE LAND-DISTURBING ACTIVITY OR MUST PROVIDE A COMPLETE

AND ACCURATE REGISTRATION STATEMENT TO THIS OFFICE FOR

REVIEW AND SUBMISSION TO DEQ IN ORDER TO OBTAIN A

CONSTRUCTION GENERAL PERMIT. UPON RECEIPT OF VERIFICATION

FROM DEQ THAT THE REGISTRATION STATEMENT HAS BEEN

ACCEPTED AND THAT A CONSTRUCTION GENERAL PERMIT WILL BE

ISSUED BY DEQ, A LAND DISTURBANCE PERMIT WILL BE ISSUED BY

THE CITY OF SUFFOLK. BE ADVISED THAT LAND-DISTURBING

ACTIVITIES MAY NOT COMMENCE UNTIL THE DEQ CONSTRUCTION

GENERAL PERMIT IS RECEIVED BY THE PERMITTEE.

· AN INVOICE FOR INSPECTION FEES FOR PUBLIC UTILITIES, PUBLIC

WORKS ENGINEERING (INSPECTION FEES) AND TRAFFIC

ENGINEERING MUST BE OBTAINED FROM THIS OFFICE. THIS INVOICE

MUST BE PAID AT THE TREASURER'S OFFICE.

· THE EROSION AND SEDIMENT CONTROL SURETY IN THE AMOUNT

REVIEWED AND APPROVED BY PUBLIC WORKS ENGINEERING DURING

SITE PLAN APPROVAL MUST BE PROVIDED.

· A COMPLETE AND SIGNED LAND DISTURBANCE PERMIT APPLICATION

WITH ORIGINAL SIGNATURES.

· A COMPLETED RESPONSIBLE LAND DISTURBER DESIGNATION SHEET.

· A COPY OF THE PLANNING APPROVAL LETTER.

LAND RECORDS

SOURCE OF TITLE

THIS PROPERTY WAS CONVEYED TO THE SCHOOL BOARD OF

THE CITY OF SUFFOLK FROM LOUISE LUTER PARKER AND

JAMES HODGES PARKER BY DEED DATED AUGUST 25, 1988,

RECORDED IN DEED BOOK 233, PAGE 195 IN THE CLERK'S

OFFICE OF THE CIRCUIT COURT OF THE CITY OF SUFFOLK,

VIRGINIA.

SIGNATURE BLOCK FOR CITY USE

DIRECTOR OF PLANNING DATE

CONSTRUCTION RECORD DRAWING NOTES

1. CONSTRUCTION RECORD DRAWINGS WILL BE REQUIRED FOR ALL STORMWATER MANAGEMENT FACILITIES

AND ANY WORK IN THE RIGHT-OF-WAY. REFER TO CHAPTER 6 OF THE SUFFOLK PUBLIC FACILITIES MANUAL

(PFM) FOR SUBMISSION INSTRUCTIONS.

2. UPON CONSTRUCTION COMPLETION, ALL STORMWATER PIPE INSTALLED IN THE RIGHT-OF-WAY SHALL BE DOCUMENTED BY MEANS OF CLOSED-CIRCUIT VIDEO RECORDING. THE DEPARTMENT OF PUBLIC WORKS SHALL BE GIVEN AT LEAST A 72 HOUR NOTICE (CONTACT JASON TRIMYER AT 757-514-7704) PRIOR TO THE CLOSED-CIRCUIT VIDEO DOCUMENTATION OCCURRING. REFER TO CHAPTER 6 OF THE SUFFOLK PUBLIC

FACILITIES MANUAL (PFM) FOR DETAILS AND FURTHER REQUIREMENTS.

3. THE CONTRACTOR SHALL PROVIDE THE CITY OF SUFFOLK DEPARTMENT OF PUBLIC UTILITIES A COMPLETE SET OF AS BUILT DRAWINGS IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH IN THE SUFFOLK PUBLIC

FACILITIES MANUAL, VOLUME II.

SUFFOLK PUBLIC SCHOOLS

N: 3427871.99' E: 12021351.54'

BMP INFORMATION TABLE

0.25 LB/YR

SYNTHETIC TURF FIELD (FUNCTIONS AS PERMEABLE PAVEMENT LEVEL 1)

GEOGRAPHIC COORDINATES

POLLUTANT REMOVAL PROVIDED BY BMP

MAINTENANCE RESPONSIBILITY

EXCESS POLLUTANT REMOVAL PROVIDED

BMP OWNER

DRAINAGE AREA OF BMP

TYPE OF BMP

TOTAL POLLUTANT REMOVAL REQUIRED 4.12 LB/YR

3.77 AC | 3.44 AC IMPERVIOUS

4.37 LB/YR

WATER/SEWER SERVICE

CITY OF SUFFOLK PUBLIC UTILITIES

442 W. WASHINGTON ST.

SUFFOLK, VA 23434

CONTACT: DEAN ADAMS

PHONE: (757) 514-7029

EMAIL: DMADAMS@SUFFOLKVA.US

NATURAL GAS SERVICE

COLUMBIA GAS OF VIRGINIA

7001 HARBOUR VIEW BLVD.

SUFFOLK, VA 23435

PHONE: (800) 543-8911

ELECTRIC SERVICE

DOMINION ENERGY

2700 CROMWELL DRIVE

NORFOLK, VA 23509

CONTACT: BELINDA WINSTEAD

PHONE: (757) 857-2870

EMAIL: BELINDA.WINSTEAD@DOMINIONENERGY.COM

TELEPHONE/INTERNET SERVICE

VERIZON

2920 ELMHURST LANE, 2ND FLOOR

PORTSMOUTH, VA 23701

CONTACT: JIM FULTON

PHONE: (757) 663-6721

DEVELOPER/OWNER

SUFFOLK PUBLIC SCHOOLS

100 N. MAIN STREET

SUFFOLK, VA 23434

CONTACT: ANTHONY HINDS

PHONE: (757) 925-6750 x668230

EMAIL: ANTHONYHINDS@SPSK12.NET

TURF FIELD SPECIALIST

LDDSPORTS, LLC.

13384 BERLIN TURNPIKE

LOVETTSVILLE, VA 20180

CONTACT: MATT VETTER, PE

PHONE: (703) 999-9748

EMAIL: MATT.VETTER@LDDSPORTS.COM

STORMWATER MANAGEMENT

PUBLIC WORKS DEPT. OF ENGINEERING

442 W. WASHINGTON ST., 2ND FLOOR

SUFFOLK, VA 23434

CONTACT: ERIN ROUNTREE

PHONE: (757) 514-7678

EMAIL: EROUNTREE@SUFFOLKVA.US

SURVEYOR

TIMMONS GROUP

2901 S. LYNNHAVEN ROAD, SUITE 200

VIRGINIA BEACH, VA 23452

CONTACT: TODD FRENCH, LS

PHONE: (757) 217-4871

EMAIL: TODD.FRENCH@TIMMONS.COM

TRAFFIC ENGINEERING

DEPT. OF PUBLIC WORKS TRAFFIC ENGINEERING

866 CAROLINA ROAD

SUFFOLK, VA 23434

CONTACT: JASON SOUDERS

PHONE: (757) 514-7649

EMAIL: JSOUDERS@SUFFOLKVA.US

FIRE MARSHAL

CITY OF SUFFOLK FIRE PREVENTION BUREAU

300 KINGS FORK ROAD

SUFFOLK, VA 23434

CONTACT: CHARLES "CHUCK" CHAPIN

PHONE: (757) 514-4539

EMAIL: CCHAPIN@SUFFOLKVA.US

PLANNING

DEPT. OF PLANNING & COMMUNITY DEVELOPMENT

442 W. WASHINGTON ST.

SUFFOLK, VA 23434

CONTACT: KEVIN WYNE, CURRENT PLANNING MGR.

PHONE: (757) 514-4065

EMAIL: KWYNE@SUFFOLKVA.US

CIVIL ENGINEER

TIMMONS GROUP

2901 S. LYNNHAVEN ROAD, SUITE 200

VIRGINIA BEACH, VA 23452

CONTACT: DAN RUBY, PE

PHONE: (757) 213-6661

EMAIL: DAN.RUBY@TIMMONS.COM

SHEET INDEX

SHEET NO. SHEET TITLE

C-0.0 COVER SHEET

C-0.1 CIVIL PROJECT NOTES

C-0.2 PRE-DEVELOPMENT DRAINAGE AREA MAP

C-0.3 POST-DEVELOPMENT DRAINAGE AREA MAP

C-1.0 EXISTING CONDITIONS SURVEY

C-2.0 EROSION & SEDIMENT CONTROL NARRATIVE

C-2.1 PHASE 1 EROSION & SEDIMENT CONTROL PLAN

C-2.2 PHASE 2 EROSION & SEDIMENT CONTROL PLAN

C-2.3 EROSION & SEDIMENT CONTROL DETAILS

C-3.0 DEMOLITION PLAN

C-4.0 SITE LAYOUT PLAN

C-4.1 FIELD DIMENSION PLAN

C-5.0 GRADING PLAN

C-5.1 DRAINAGE PLAN

C-6.0 CONSTRUCTION DETAILS

C-6.1 DRAINAGE DETAILS

C-6.2 DRAINAGE DETAILS

C-6.3 DRAINAGE DETAILS

C-6.4 DRAINAGE DETAILS

C-7.0 ATHLETIC DETAILS

C-7.1 ATHLETIC DETAILS

C-7.2 ATHLETIC DETAILS

C-7.3 ATHLETIC DETAILS

APPROVALS

TIMMONS GROUP IS NOT RESPONSIBLE OR LIABLE FOR ANY

CONSTRUCTION OR DAMAGES TO THIS PROJECT PRIOR TO

ALL FINAL PLAN APPROVALS.

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DEMOLITION AND ABANDONMENT NOTES

1. THE CONTRACTOR SHALL STRICTLY ADHERE TO THE LIMITS OF DISTURBANCE, SAWCUT LIMITS, AND PERIMETER

SILT FENCE AS SHOWN ON THE APPROVED PLANS. IF IT IS NECESSARY TO PERFORM WORK BEYOND THE LIMITS OF DISTURBANCE, THE CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER AND COORDINATE THE WORK

PRIOR TO COMMENCING CONSTRUCTION.

2. SAWCUTTING SHALL BE PERFORMED ON EDGES OF PAVEMENT AND CONCRETE DEMOLITION.

3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPLACING (WITH MATCHING MATERIALS) PAVEMENT, DRIVEWAYS, SIDEWALKS, SIGNS, PAVEMENT MARKINGS, LIGHT POLES, CURBS, CONCRETE, FENCES, ETC. THAT MUST BE CUT OR THAT ARE DAMAGED DURING CONSTRUCTION. CONCRETE SIDEWALKS, CURBS, OR

ENTRANCES THAT ARE DAMAGED SHALL BE REPLACED TO THE NEAREST UNDISTURBED JOINT.

4. THE CONTRACTOR SHALL COORDINATE WITH PRIVATE UTILITY COMPANIES INCLUDING BUT NOT LIMITED TO VERIZON, CHARTER COMMUNICATIONS, COLUMBIA GAS OF VIRGINIA, AND DOMINION ENERGY TO RELOCATE AND/OR REMOVE EXISTING UTILITIES THAT ARE IN CONFLICT WITH PROPOSED IMPROVEMENTS.

5. PIPE DEMOLITION SHALL BE PERFORMED IN ACCORDANCE WITH THE DEMOLITION PLAN. WHEN PIPES ARE REMOVED FROM DRAINAGE STRUCTURES, THE FORMER PENETRATIONS MUST BE PATCHED AND SEALED TO BE

WATERTIGHT.

6. PIPES THAT ARE FILLED WITH FLOWABLE FILL SHALL BE MONITORED BY THE SITE GEOTECHNICAL ENGINEER TO

ENSURE THAT THE PIPES ARE SEALED AT BOTH THE UPSTREAM AND DOWNSTREAM STRUCTURES.

CIVIL PROJECT GENERAL NOTES

1. SUBMITTALS ON MATERIALS FOR THIS PROJECT SHALL BE PROVIDED TO THE ENGINEER FOR APPROVAL PRIOR TO

ORDERING MATERIALS AND BEGINNING CONSTRUCTION.

2. ALL CONSTRUCTION METHODS AND MATERIALS SHALL CONFORM WITH THESE CIVIL SITE PLANS, PROJECT SPECIFICATIONS, AND WITH ALL CURRENT APPLICABLE CODES AND THE LATEST REVISIONS OF THE FOLLOWING

REFERENCE DOCUMENTS:

A. HAMPTON ROADS PLANNING DISTRICT COMMISSION (HRPDC) REGIONAL CONSTRUCTION STANDARDS

B. VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT) ROAD AND BRIDGE SPECIFICATIONS

C. VDOT ROAD AND BRIDGE STANDARDS

D. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD)

E. VIRGINIA WORK AREA PROTECTION MANUAL

F. VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (VESCH)

G. CITY OF SUFFOLK PUBLIC FACILITIES MANUAL - VOLUME I (PFM-VI)

H. CITY OF SUFFOLK PUBLIC FACILITIES MANUAL - VOLUME II (PFM-VII)

3. THE CONTRACTOR SHALL COMPLY WITH THE PROVISIONS AND REQUIREMENTS OF THE OVERHEAD HIGH VOLTAGE LINES SAFETY ACT (SECTION 59.1-406, ET. SEQ. OF THE CODE OF VIRGINIA) IN PERFORMING WORK ON THIS PROJECT. AS

A MINIMUM:

3.1. CONTACT THE ELECTRICAL UTILITY 48 HOURS PRIOR TO COMMENCING WORK IF THE CONTRACTOR'S TOOLS OR

MATERIALS WILL INTRUDE TO WITHIN TEN (10) FEET OF AN OVERHEAD POWER LINE.

3.2. CONTACT THE ELECTRICAL UTILITY 48 HOURS PRIOR TO COMMENCING WORK IF COVERED EQUIPMENT SUCH AS CRANES OR DERRICKS WILL BE OPERATED WITHIN TEN (10) FEET OF AN OVERHEAD POWER LINE.

3.3. POST AND MAINTAIN WARNING SIGNS WITHIN AND ON THE OUTSIDE OF EQUIPMENT OPERATING NEAR AN

OVERHEAD HIGH VOLTAGE LINE.

3.4. COORDINATE WITH THE UTILITY OWNER SHOULD THE CONTRACTOR'S EXCAVATION ACTIVITIES REQUIRE SHORING AND BRACING OF EXISTING UTILITY POLES. DOMINION ENERGY SHALL BE NOTIFIED TEN (10) WORKING DAYS BEFORE ANTICIPATED SHORING AND BRACING ACTIVITIES COMMENCE. ALL SHORING AND BRACING ACTIVITIES SHALL BE ACCOMPLISHED BY DOMINION ENERGY PERSONNEL AT THE CONTRACTOR'S EXPENSE.

4. THE CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS PRIOR TO CONSTRUCTION, INCLUDING BUT NOT LIMITED TO UNDERGROUND UTILITY CONNECTION POINTS, RECEIVING PIPE SIZES, INVERTS, AND PIPE MATERIALS. ALL ERRORS AND DISCREPANCIES WITH THE PLANS OR EXISTING CONDITIONS SHALL BE REPORTED TO THE ENGINEER OR SURVEYOR OF

RECORD BEFORE PROCEEDING WITH THE WORK.

5. THE EXISTING UTILITIES SHOWN ON THESE DRAWINGS ARE FOR THE CONTRACTOR'S CONVENIENCE ONLY. OTHER EXISTING UTILITIES MAY BE PRESENT. INFORMATION HAS BEEN OBTAINED FROM THE BEST AVAILABLE SOURCES AT THE TIME OF SURVEY BUT IS NOT REPRESENTED AS BEING COMPLETE AND ACCURATE. THE ENGINEER ASSUMES NO

RESPONSIBILITY FOR THE LOCATIONS SHOWN.

6. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE AND PROTECT EXISTING UTILITIES AND UNDERGROUND STRUCTURES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING MISS UTILITY (811) FOR EXISTING UTILITY LOCATIONS AT LEAST 48 HOURS PRIOR TO COMMENCING CONSTRUCTION. DAMAGE TO EXISTING UTILITIES AND UNDERGROUND STRUCTURES SHALL BE REPAIRED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE DEVELOPER.

7. EXISTING UTILITY LOCATIONS ARE APPROXIMATE AND SHALL BE FIELD-VERIFIED BY THE CONTRACTOR PRIOR TO COMMENCING CONSTRUCTION ACTIVITIES. IF EXISTING UTILITIES ARE FOUND TO BE IN CONFLICT WITH PROPOSED SITE IMPROVEMENTS, THE CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER, OWNER, AND THE UTILITY COMPANY TO EITHER REDESIGN THE PROPOSED IMPROVEMENTS OR RELOCATE THE EXISTING UTILITIES. ANY UTILITIES TO BE RELOCATED SHALL BE RELOCATED AT THE OWNER/DEVELOPER'S EXPENSE, INCLUDING UTILITIES WITHIN THE

RIGHT-OF-WAY.

8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COORDINATION EFFORTS WITH DOMINION ENERGY, COLUMBIA GAS OF VIRGINIA, VERIZON, CHARTER COMMUNICATIONS, SUFFOLK PUBLIC WORKS, SUFFOLK PUBLIC SCHOOLS, AND

OTHER ENTITIES AS REQUIRED.

9. THE CONTRACTOR SHALL MAINTAIN A COMPLETE SET OF THE APPROVED PLANS AT THE PROJECT SITE AT ALL TIMES

DURING CONSTRUCTION.

10. THE CONTRACTOR SHALL OBTAIN ALL APPLICABLE PERMITS AND LICENSES AND KEEP COPIES OF THE SAME ON SITE

DURING CONSTRUCTION.

11. THE CONTRACTOR SHALL SATISFY HIMSELF AS TO ALL SITE CONDITIONS PRIOR TO CONSTRUCTION.

12. DURING CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE FOR MAINTAINING A CLEAN WORK SITE AND REMOVAL OF

CONSTRUCTION DEBRIS AND MATERIALS.

13. THE CONTRACTOR SHALL USE ONLY NEW MATERIALS, PARTS, AND PRODUCTS ON THIS PROJECT. ALL MATERIALS SHALL BE STORED SO AS TO ENSURE THE PRESERVATION OF THEIR QUALITY AND FITNESS FOR THE WORK.

14. ALL STAGING OF CONSTRUCTION VEHICLES AND EQUIPMENT SHALL BE ONSITE. NO VEHICLES WILL BE ALLOWED TO

PARK WITHIN THE TRAVEL LANES OR SHOULDERS OF ANY PUBLIC STREET.

15. THE CONTRACTOR'S LAYDOWN & STORAGE AREA IS LIMITED TO THE AREA WITHIN THE SITE CONSTRUCTION LIMITS.

COORDINATE EXACT LOCATIONS WITH THE OWNER.

16. ALL SALVAGEABLE ITEMS REMOVED AND NOT USED REMAIN THE PROPERTY OF THE OWNER.

17. MATERIALS, EQUIPMENT, PRODUCTS, AND METHODS OTHER THAN THOSE INDICATED IN THE DRAWINGS SHALL NOT BE CONSIDERED UNLESS PRIOR APPROVAL IS OBTAINED FROM THE OWNER'S REPRESENTATIVE, DESIGN ENGINEER, AND

THE APPLICABLE GOVERNING CODE AUTHORITY IF NECESSARY.

18. THE CONTRACTOR SHALL COMPLY WITH ALL OSHA AND STATE SAFETY ORDERS AT ALL TIMES.

19. ALL DISTURBED AREAS, INCLUDING BUT NOT LIMITED TO PAVEMENT, SHOULDERS, DITCHES, HEADWALLS, ENDWALLS, CULVERT PIPES, FENCES, CURB AND GUTTER, UTILITIES, DRIVEWAYS, LIGHT POLES, SIGNS, MAILBOXES, ETC. SHALL BE REPAIRED TO A CONDITION EQUAL TO OR BETTER THAN THOSE EXISTING PRIOR TO CONSTRUCTION, OR AS SHOWN ON THE DRAWINGS. SIGNS AND MAILBOXES THAT ARE DISTURBED SHALL BE RETURNED TO THEIR ORIGINAL LOCATIONS

DAILY, AND MAINTAINED THROUGHOUT THE PROJECT.

20. THE CONTRACTOR SHALL REESTABLISH ALL PROPERTY PINS AND MONUMENTS DISTURBED DURING CONSTRUCTION AT

NO ADDITIONAL COST TO THE DEVELOPER.

21. ONSITE EXTERIOR CONCRETE IS TO HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI (28-DAYS) WITH 5% TO 7%

AIR ENTRAINMENT, UNLESS OTHERWISE NOTED.

22. ALL PROPOSED PAVING SURFACES SHALL MEET ADJACENT PAVING SURFACES IN A SMOOTH CONTINUOUS MANNER, FLUSH ALONG ENTIRE COMMON EDGE.

23. THE CONTRACTOR SHALL MAKE ANY NECESSARY ADJUSTMENTS TO ALL UTILITY SPLICE BOXES, JUNCTION BOXES, METER BOXES, VALVE BOXES, ELECTRICAL SPLICE BOXES, MANHOLES, CLEANOUTS, AND OTHER ITEMS TO MATCH

FINISHED GRADE.

24. ALL RADII INDICATED SHALL HAVE CONTINUOUS/SMOOTH TRANSITIONS WITHOUT ABRUPT CHANGES, BENDS, OR FACETED EDGES. ALL RADIAL DIMENSIONS ARE TO THE EDGE OF CONCRETE UNLESS OTHERWISE NOTED.

25. THE CONTRACTOR SHALL CHECK ALL DIMENSIONS. ANY DISCREPANCIES FOUND SHALL BE CALLED TO THE ATTENTION OF THE OWNER'S REPRESENTATIVE AND BE RESOLVED BEFORE PROCEEDING WITH ANY WORK. DIMENSIONS TAKE

PRECEDENCE OVER SCALE.

26. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL NOTES.

27. CITY OF SUFFOLK FLOOD CERTIFICATION: THE PROPERTY SHOWN HEREON APPEARS TO FALL WITHIN FLOOD ZONE "X" (UNSHADED) ACCORDING TO THE F.E.M.A. FLOOD INSURANCE RATE MAP (F.I.R.M.) FOR THE CITY OF SUFFOLK, VIRGINIA.

MAP NUMBER: 5101560210D, MAP REVISED: NOVEMBER 16, 2011.

28. ALL CLEARING, GRUBBING AND GRADING SHALL BE PERFORMED IN ACCORDANCE WITH VDOT SPECIFICATIONS AND

STANDARDS.

29. ALL UNPAVED SURFACES DISTURBED BY THE CONTRACTOR'S OPERATIONS SHALL BE GRADED TO DRAIN, TOPSOILED, SEEDED, MULCHED, AND FERTILIZED.

30. THE CONTRACTOR SHALL PROVIDE AND PAY FOR ALL CONSTRUCTION SURVEYING REQUIRED.

31. SAW CUTTING OF EXISTING CONCRETE AND ASPHALT PAVING SHALL COMPLY WITH OSHA. THE CONTRACTOR SHALL KEEP DUST TO A MINIMUM AND SHALL BE RESPONSIBLE FOR THE DAMAGE TO AND REPLACEMENT OF ADJACENT

MATERIALS AND FINISHES.

32. THE CONTRACTOR SHALL INSTALL SIGNAGE IN AREAS THAT ARE RESTRICTED TO THE PUBLIC DURING CONSTRUCTION.

33. THE CONTRACTOR SHALL PROVIDE LIGHTING THROUGHOUT THE CONSTRUCTION AREA IF WORK IS TO BE PERFORMED AFTER DARK. THE EXISTING STADIUM LIGHTS ARE ACCEPTABLE FOR ILLUMINATING THE FOOTBALL FIELD. THE

CONTRACTOR SHALL COORDINATE WORK HOURS AND LIGHTING USAGE WITH THE OWNER.

GRADING AND DRAINAGE NOTES

1. THE OWNER/DEVELOPER SHALL CONTRACT WITH A REPUTABLE AND QUALIFIED GEOTECHNICAL ENGINEERING

FIRM TO PROVIDE SOILS INSPECTIONS, TESTING, AND RECOMMENDATIONS DURING CONSTRUCTION.

2. THE SITE CONTRACTOR SHALL FOLLOW THE EARTHWORK STANDARDS PROVIDED IN THE PROJECT SPECIFICATIONS, THE RECOMMENDATIONS OF THE SITE GEOTECHNICAL ENGINEER, AND THE PROJECT

GEOTECHNICAL REPORT AT ALL TIMES DURING CONSTRUCTION.

3. ALL AREAS, ESPECIALLY THE SUBGRADE BELOW THE FIELD, SHALL BE GRADED FOR POSITIVE DRAINAGE AS

SHOWN ON THE PLANS. POSITIVE DRAINAGE IS CRITICAL TO THE PROJECT.

4. TEMPORARY DRAINAGE DURING CONSTRUCTION SHALL BE PROVIDED BY THE CONTRACTOR TO RELIEVE AREAS

THAT EXPERIENCE PONDING OR COULD CAUSE DAMAGE TO LIFE, SAFETY, AND PROPERTY.

5. ALL FILL MATERIAL SHALL BE VOID OF DEBRIS AND PLACED IN UNIFORM LIFTS (6" MAXIMUM) OR AS SPECIFIED BY

THE SITE GEOTECHNICAL ENGINEER AND/OR SITE-SPECIFIC GEOTECHNICAL REPORT.

6. COMPACT SUBGRADE TO 95% OF STANDARD PROCTOR THEORETICAL MAXIMUM DRY DENSITY (ASTM D-698).

7. COMPACTION SHALL BE PERFORMED BY HEAVY COMPACTION EQUIPMENT AS SPECIFIED BY THE SITE

GEOTECHNICAL ENGINEER AND/OR SITE-SPECIFIC GEOTECHNICAL REPORT.

8. SITE PREPARATION, INCLUDING FILL PLACEMENT AND COMPACTION, SHOULD BE OBSERVED BY A QUALIFIED SOILS TECHNICIAN WORKING UNDER THE DIRECTION OF THE SITE GEOTECHNICAL ENGINEER. DURING FILL PLACEMENT, A SUFFICIENT AMOUNT OF IN-PLACE DENSITY TESTS SHOULD BE CONDUCTED TO CONFIRM THAT COMPACTION AND FILL MOISTURE IS IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE SITE

GEOTECHNICAL ENGINEER AND/OR SITE-SPECIFIC GEOTECHNICAL REPORT.

9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING COMPACTION TEST RESULTS BY A GEOTECHNICAL

ENGINEER TO THE OWNER FOR VERIFICATION OF PROPER COMPACTION.

10. WHEN MATERIAL UNSUITABLE FOR FOUNDATION, SUBGRADES, OR OTHER PURPOSES OCCURS WITHIN THE LIMITS OF CONSTRUCTION, THE CONTRACTOR SHALL EXCAVATE SUCH MATERIAL AND BACKFILL WITH APPROVED SUITABLE MATERIAL. THE EXTENT OF UNDERCUTTING AND BACKFILLING IS TO BE DETERMINED BY THE OWNER'S SOILS ENGINEERING CONSULTANT. THE USE OF OPEN-GRADED STONE AND/OR GEOGRID REINFORCEMENT MATERIALS IS OFTEN RECOMMENDED BASED ON OBSERVATIONS OF THE GEOTECHNICAL ENGINEER AT THE TIME

OF CONSTRUCTION.

11. ALL OBJECTIONABLE, HAZARDOUS, AND/OR DELETERIOUS MATERIAL ENCOUNTERED SHALL BE REMOVED FROM THE SITE AND DISPOSED OF IN A STATE-APPROVED FACILITY MEETING THE REQUIREMENTS OF ALL APPLICABLE

LOCAL, STATE, AND FEDERAL REGULATIONS.

12. EXCAVATED SOIL CAN BE STOCKPILED ONSITE PROVIDED IT IS CLEAN AND FREE FROM DEBRIS, ORGANIC MATTER, HAZARDOUS MATERIAL, AND CONTAMINATION. THE LOCATION OF THE PERMANENT STOCKPILE IS SHOWN ON THE EROSION AND SEDIMENT CONTROL PLANS AND SHALL BE CONFIRMED WITH THE OWNER PRIOR TO EXCAVATION.

13. TOPSOIL THAT IS REMOVED FROM THE PROJECT CAN BE RE-USED TO RESTORE GRASS AREAS THAT ARE DISTURBED DURING CONSTRUCTION AND/OR TO ESTABLISH GROUND COVER ON THE PERMANENT STOCKPILE.

14. ALL STORM DRAINAGE IMPROVEMENTS AND FACILITIES SHALL BE INSTALLED AS SOON AS FEASIBLE IN THE

CONSTRUCTION SCHEDULE.

15. UNDERGROUND STORM SEWER PIPING SHALL BE INSTALLED IN ACCORDANCE WITH THE LATEST EDITION OF THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT) STANDARDS AND SPECIFICATIONS, AND THE LATEST

EDITION OF THE CITY OF SUFFOLK PUBLIC FACILITIES MANUAL - VOLUME I.

16. STORM SEWER PIPING SHALL CONSIST OF:

■ N-12 HIGH-DENSITY POLYETHYLENE (HDPE) PIPE WITH SMOOTH WALL INTERIOR

■ SCHEDULE 40/80 POLYVINYL CHLORIDE (PVC) PIPE, AS SHOWN ON THE PLANS.

17. THE CONTRACTOR SHALL INSTALL PIPES, FITTINGS, AND OTHER STORM DRAINAGE COMPONENTS IN DRY TRENCH

CONDITIONS AND IN ACCORDANCE WITH THE MANUFACTURER'S AND GEOTECHNICAL ENGINEER'S

RECOMMENDATIONS. THE CONTRACTOR SHALL PROVIDE ALL DE-WATERING, WELL POINTING, SHEETING, TRENCH BOXES, AND TRENCH STABILIZATION AS REQUIRED AT NO ADDITIONAL COST TO THE OWNER/DEVELOPER.

18. STORM STRUCTURES SHALL CONFORM TO THE CURRENT VDOT ROAD AND BRIDGE STANDARDS AND VDOT SPECIFICATIONS. ALL STRUCTURES SHALL INCLUDE INLET SHAPING (IS-1) AND STRUCTURES DEEPER THAN 4-FEET SHALL HAVE STEPS (ST-1). STORM SEWER PIPE BEDDING SHALL BE IN ACCORDANCE WITH VDOT STANDARD "PB-1", THE MANUFACTURER'S GUIDELINES, AND THE THE DETAILS SHOWN ON THESE PLANS.

19. ALL THERMOPLASTIC, HDPE, PE, AND NON-CONCRETE PIPE JOINTS AND CONNECTIONS SHALL BE DESIGNED AND INSTALLED IN ACCORDANCE WITH THE DETAILS SUPPLIED BY THE MANUFACTURER AND SHOWN ON THE PLAN.

WHEN CONNECTING TO DRAINAGE STRUCTURES (PRE-CAST, CAST-IN-PLACE, CONCRETE BLOCK, BRICK, ETC.), ALL PIPES MUST BE INSTALLED IN ACCORDANCE WITH ASTM AND VDOT REQUIREMENTS TO ELIMINATE THE POTENTIAL FOR SHEAR FAILURE, TO BE SOIL TIGHT, AND LEAK RESISTANT (FLEXIBLE CONNECTORS).

20. CONSTRUCTION STAKEOUT FOR STORM SEWER INFRASTRUCTURE SHALL BE PERFORMED BY A VIRGINIA

LICENSED SURVEYOR.

21. ALL ON-SITE STORM DRAINS AND PIPES WITHIN THE PROJECT LIMITS SHALL BE VACUUMED CLEAN AFTER THE SITE HAS BEEN PERMANENTLY STABILIZED. THE CONTRACTOR SHALL DISPOSE OF SEDIMENT, TRASH, AND DEBRIS

IN A LAWFUL MANNER.

22. THE STONE SECTION BELOW THE TURF FIELD SHALL BE INSTALLED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND IN A MANNER THAT PERMITS THE REQUIRED INFILTRATION RATE. INFILTRATION TESTS SHALL BE PERFORMED ON THE STONE USING BSI-7044 METHOD #4 - "DUAL RING INFILTROMETER TEST" TO ENSURE A MINIMUM PERMEABILITY OF 20 INCHES PER HOUR IS PROVIDED ACROSS THE FIELD. THIS TEST SHALL

BE PERFORMED BY OWNER'S REPRESENTATIVE.

23. THE TURF FIELD SHALL BE GRADED TO ELIMINATE LOCALIZED LOW SPOTS AND DEPRESSIONS.

GATE

G A

T E

GATE

XXXXXX

X X X X X X X X X X X X X X

X X

XXXXX

ASPHALT PATH

ASPHALT PATHASPHALT PATH

ASPHALT TRACK

(SURFACE MILLED)

ASPHALT TRACK

(SURFACE MILLED)

ASPHALT TRACK

(SURFACE MILLED)

BLEACHERS

ASPHALT

PAD

SCOREBOARD

BLEACHERS BLEACHERS

ASPHALT

ASPHALT TRACK

(SURFACE MILLED)

PAINT BY OTHERS

(ELECTRIC)

TBM

TOP OF IRON ROD

ELEVATION=67.63

HOME BLEACHERS

VISITOR BLEACHERS

RIM=66.73

INV(NE)=64.56

INV(SE)=64.56

RIM=66.72

INV(SW)=64.02

INV(NW)=64.27

15" RCP

RIM=65.82

UNABLE

TO OPEN

RIM=66.83

INV(E)=62.41

INV(SW)=63.79

INV(W)=NOT

ACCESSIBLE

APPROXIMATE

INV=61.91

(FULL OF DEBRIS)

INV=61.91

C P

RIM=65.97

UNABLE

TO OPEN

RIM=66.78

INV(N)=62.31

INV(SE)=62.34

INV(W)=62.21

P P

INV=61.70

VISITOR BLEACHERS

ANALYSIS POINT #1

Tc = 21 MINUTES

2.50 AC CN = 76

ANALYSIS POINT #2

Tc = 22 MINUTES

1.27 AC CN = 76

12" CPP

RIM=66.66

INV(NE)=64.80

INV(SW)=64.74

INV(W)=64.80

12" CPP

RIM=66.61

INV(SW)=65.07

RIM=66.66

INV(NE)=63.08

INV(S)=63.08

RIM=66.83

INV(SW)=63.25

RIM=66.66

INV(N)=62.79

INV(E)=62.82

INV(S)=62.78

RIM=66.66

INV(NW)=62.94

P P

'C ' S

TYPE 'C' SOILS

'C ' S

TYPE 'C' SOILS

TYPE 'B' SOILS

'B ' S

ANALYSIS POINT #2

(STORM DRAIN ST2.0)

INV. (NE) 64.56'

ANALYSIS POINT #1

(STORM DRAIN ST1.0)

INV. (N) 62.31'

TYPE 'B' SOILS

'B ' S

G 68.4'

G 67.4'

RIM 66.66'

INV. (S) 63.08'

INV. (N) 62.79'

INV. (S) 62.78'

W L

', S

PIPE FLOW: D = 12", L = 151', S = 0.0019%PIPE FLOW: D = 12", L = 149', S = 0.0032%

OVERLAND FLOW

L = 101', S = 1.0%

OVERLAND FLOW

L = 56', S = 1.4%

RIM 66.61'

INV. (SW) 65.07'

PIPE FLOW: D = 12", L = 150', S = 0.0018%

INV. (NE) 64.80'

INV. (SW) 64.74'

PIPE FLOW: D = 12", L = 150', S = 0.0012%

G 67.4'

OVERFLOW FLOW

L = 65', S = 1.1%

ASPHALT TRACK

(SURFACE MILLED)

THE SCHOOL BOARD OF THE CITY OF SUFFOLK

LAKELAND HIGH SCHOOL

TAX MAP NO. 33*11*H

ACCOUNT NO. 153808600

P.B. 12, P. 113 (PLAT)

D.B. 233, P. 195 (DEED)

ZONING: RLM

C-0.2

P R E D

E V E L O

P M

E N

R A I N

A G

A R E A

A P

C. HERON

D. RUBY

1" = 25'

SCALE 1"=25'

50'25'

JOB NO.

SHEET NO.

SCALE

CHECKED BY

D A T E

DRAWN BY

DATE

R E V I S I O

E S C R I P T I O

Y O

U R

V I S I O

A C H

I E V

R O

U G

U R S

S L a k e l a n d

H i g h

S c h o o l D

W G

S h e e t C

R E d w g

P l o t t e d o n

M b y

C a s e y

H e r o n

L y n n h a v e n

R o a d

S u i t e

V i r g i n i a

B e a c h

V A

T E L

X w t i m m o n s c o m

T H

I S

R A W

I N

P R E P A R

T H

V I R

G I N

F I C

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T h e s e p l a n s a n d a s s o c i a t e d d o c u m e n t s a r e t h e e x c l u s i v e p r o p e r t y o f

I M

M O

I M

M O

U P

11/29/2021

DRAINAGE AREA MAP LEGEND

DRAINAGE AREA DIVIDE

SOIL BOUNDARY

Tc FLOW PATH - OVERLAND

Tc FLOW PATH - THROUGH PIPES

ANALYSIS POINT

DRAINAGE

AREA

ANALYSIS

POINT

2.50 AC 76#1 (ST1.0)

IMPERVIOUS

AREA

0.89 AC

CURVE

NUMBER, CN

TIME OF

CONCENTRATION, Tc

21 MINUTES

1.27 AC 760.34 AC 22 MINUTES

DRAINAGE SYSTEM LEGEND

EXISTING STORM PIPE

EXISTING STORM MANHOLE

EXISTING YARD DRAIN

#2 (ST2.0)

9,252 CF

1-YEAR

VOLUME

4,700 CF

2.55 CFS

1-YEAR

PEAK FLOW

1.29 CFS

3.81 CFS

2-YEAR

PEAK FLOW

1.94 CFS

8.07 CFS

10-YEAR

PEAK FLOW

4.10 CFS

NOTE: VOLUMES AND PEAK FLOWS OBTAINED DIRECTLY FROM

HYDRAFLOW HYDROGRAPHS EXTENSION FOR AUTOCAD CIVIL 3D 2019

G A

T E

GATE

XXXXXX

X X X X X X X X X X X X X X

X X

XXXXX

ASPHALT PATH

ASPHALT PATHASPHALT PATH

ASPHALT TRACK

(SURFACE MILLED)

ASPHALT TRACK

(SURFACE MILLED)

ASPHALT TRACK

(SURFACE MILLED)

BLEACHERS

ASPHALT

PAD

SCOREBOARD

BLEACHERS BLEACHERS

ASPHALT

ASPHALT TRACK

(SURFACE MILLED)

PAINT BY OTHERS

(ELECTRIC)

TBM

TOP OF IRON ROD

ELEVATION=67.63

HOME BLEACHERS

VISITOR BLEACHERS

RIM=66.73

INV(NE)=64.56

INV(SE)=64.56

RIM=66.72

INV(SW)=64.02

INV(NW)=64.27

15" RCP

RIM=65.82

UNABLE

TO OPEN

RIM=66.83

INV(E)=62.41

INV(SW)=63.79

INV(W)=NOT

ACCESSIBLE

APPROXIMATE

INV=61.91

(FULL OF DEBRIS)

INV=61.91

C P

RIM=65.97

UNABLE

TO OPEN

RIM=66.78

INV(N)=62.31

INV(SE)=62.34

INV(W)=62.21

P P

INV=61.70

'C ' S

TYPE 'C' SOILS

'C ' S

TYPE 'C' SOILS

TYPE 'B' SOILS

VISITOR BLEACHERS

'B ' S

TYPE 'B' SOILS

'B ' S

ANALYSIS POINT #1

Tc = 5 MINUTES

3.77 AC CN = 95

ASPHALT TRACK

(SURFACE MILLED)

THE SCHOOL BOARD OF THE CITY OF SUFFOLK

LAKELAND HIGH SCHOOL

TAX MAP NO. 33*11*H

ACCOUNT NO. 153808600

P.B. 12, P. 113 (PLAT)

D.B. 233, P. 195 (DEED)

ZONING: RLM

ANALYSIS POINT #2

(STORM DRAIN ST2.0)

ANALYSIS POINT #1

(STORM DRAIN ST1.0)

STONE STORAGE PIT

VOLUME CONTROL FACILITY

STONE STORAGE PIT

VOLUME CONTROL FACILITY

GROUND COVER LEGEND

SYNTHETIC TURF FIELD

(IMPERVIOUS SURFACE)

SANDPIT FOR LONG/TRIPLE JUMP

(IMPERVIOUS SURFACE)

CONCRETE RUNWAY LONG/TRIPLE JUMP

(IMPERVIOUS SURFACE)

C-0.3

P O

S T D

E V E L O

P M

E N

R A I N

A G

A R E A

A P

C. HERON

D. RUBY

1" = 25'

SCALE 1"=25'

50'25'

JOB NO.

SHEET NO.

SCALE

CHECKED BY

D A T E

DRAWN BY

DATE

R E V I S I O

E S C R I P T I O

Y O

U R

V I S I O

A C H

I E V

R O

U G

U R S

S L a k e l a n d

H i g h

S c h o o l D

W G

S h e e t C

O S

T d w g

P l o t t e d o n

M b y

C a s e y

H e r o n

L y n n h a v e n

R o a d

S u i t e

V i r g i n i a

B e a c h

V A

T E L

X w t i m m o n s c o m

T H

I S

R A W

I N

P R E P A R

T H

V I R

G I N

F I C

K, V

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T h e s e p l a n s a n d a s s o c i a t e d d o c u m e n t s a r e t h e e x c l u s i v e p r o p e r t y o f

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M O

I M

M O

U P

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DRAINAGE AREA MAP LEGEND

DRAINAGE AREA DIVIDE

SOIL BOUNDARY

ANALYSIS POINT

DRAINAGE

AREA

ANALYSIS

POINT

3.77 AC 95#1 (ST1.0)

IMPERVIOUS

AREA

3.44 AC

[1] ANALYSIS POINT #1 (STORM DRAIN ST1.0) SERVES AS THE PRIMARY

OUTFALL FOR THIS PROJECT, AND WILL EXPERIENCE FLOW DURING ALL

STORM EVENTS. CHANNEL PROTECTION IS SATISFIED BY MEETING THE

ENERGY BALANCE EQUATION DURING THE 1-YEAR, 24-HOUR STORM, WITH

A 20% IMPROVEMENT FACTOR. FLOOD PROTECTION CRITERIA ARE

SATISFIED BY REDUCING THE 10-YEAR, 24-HOUR PEAK FLOW BELOW THE

PRE-DEVELOPMENT RATE. NO FURTHER DOWNSTREAM ANALYSES ARE

REQUIRED.

CURVE

NUMBER, CN

TIME OF

CONCENTRATION, Tc

5 MINUTES*

0.00 AC N/A0.00 AC N/A

DRAINAGE SYSTEM LEGEND

EXISTING STORM PIPE

EXISTING STORM MANHOLE

EXISTING YARD DRAIN

HDPE N-12 STORM SEWER PIPE

HDPE N-12 UNDERDRAIN

PVC STORM SEWER PIPE

ELBOWS, TEES, CROSSES, REDUCERS

OBSERVATION WELL W/ TURF BOX

CLEANOUT ON COLLECTOR PIPE

STONE STORAGE PIT VOLUME

CONTROL FACILITY (UNDERGROUND)

* 5-MINUTE TIME OF CONCENTRATION ASSUMED AS A WORST CASE

SCENARIO, AND TO REFLECT HIGH IMPERVIOUS PERCENTAGE.

#2 (ST2.0)

[2] ANALYSIS POINT #2 (STORM DRAIN ST2.0) SERVES AS A SECONDARY

OUTFALL FOR LARGER STORM EVENTS ONLY. IT DOES NOT EXPERIENCE

FLOW DURING THE 1-YEAR, 24-HOUR STORM BECAUSE THE WATER LEVEL

IN THE STONE STORAGE PIT DOES NOT RISE TO THE LEVEL OF THE

OVERFLOW DRAIN SHOWN ON SHEET C-6.1. DURING LARGER STORMS

(2-YEAR, 24-HOUR AND GREATER), WATER LEAVES THE STONE STORAGE

PIT THROUGH THE OVERFLOW DRAIN, WHICH IS CONNECTED TO BOTH

ST1.0 AND ST2.0. THE REPORTED PEAK DISCHARGE LEAVING THE FACILITY

IS SHARED EQUALLY BETWEEN THE TWO STORM DRAINS. CHANNEL

PROTECTION IS SATISFIED BECAUSE NO FLOW IS EXPERIENCED DURING

THE 1-YEAR, 24-HOUR STORM, THEREBY MEETING THE ENERGY BALANCE

EQUATION. FLOOD PROTECTION CRITERIA ARE SATISFIED BY REDUCING

THE 10-YEAR, 24-HOUR PEAK FLOW BELOW THE PRE-DEVELOPMENT RATE.

NO FURTHER DOWNSTREAM ANALYSES ARE REQUIRED.

31,137 CF

1-YEAR

VOLUME

0 CF

0.57 CFS

1-YEAR

PEAK FLOW

0 CFS

0.81 CFS

2-YEAR

PEAK FLOW

0.81 CFS

2.56 CFS

10-YEAR

PEAK FLOW

2.56 CFS

NOTE: VOLUMES AND PEAK FLOWS OBTAINED DIRECTLY FROM

HYDRAFLOW HYDROGRAPHS EXTENSION FOR AUTOCAD CIVIL 3D 2019

G A

T E

GATE

INV=61.91

XXXXXX

X X X X X X X X X X X X X X

X X

XXXXX

INV=61.70

RIM=66.78

INV(N)=62.31

INV(SE)=62.34

INV(W)=62.21

RIM=66.73

INV(NE)=64.56

INV(SE)=64.56

RIM=66.66

INV(NW)=62.94

RIM=65.97

UNABLE

TO OPEN

RIM=65.82

UN ABLE

TO OPEN

RIM=66.83

INV(E)=62.41

INV(SW)=63.79

INV(W)=NOT

ACCESSIBLE

RIM=66.83

INV(SW)=63.25

RIM=66.61

INV(SW)=65.07

RIM=66.72

INV(SW)=64.02

INV(NW)=64.27

RIM=66.66

INV(NE)=64.80

INV(SW)=64.74

INV(W)=64.80

RIM=66.66

INV(NE)=63.08

INV(S)=63.08

P P

12" CPP

RIM=66.66

INV(N)=62.79

INV(E)=62.82

INV(S)=62.78

P P

12" CPP

15" RCP

C P

APPROXIMATE

INV=61.91

(FULL OF DEBRIS)

ASPHALT PATH

ASPHALT PATHASPHALT PATH

S A

R U

B B

F A

C E

R U

B B

F A

C E

S A

ASPHALT TRACK

(SURFACE MILLED)

ASPHALT TRACK

(SURFACE MILLED)

ASPHALT TRACK

(SURFACE MILLED)

BLEACHERS

CONCRETE

PAD

ASPHALT

PAD

SCOREBOARD

BLEACHERS BLEACHERS

ASPHALT

GOAL POST

ASPHALT TRACK

(SURFACE MILLED)

PAINT BY OTHERS

(ELECTRIC)

TBM

TOP OF IRON ROD

ELEVATION=67.63

HOME BLEACHERS

VISITOR BLEACHERS

RIM=66.81

INV(NE)=64.36

SURVEY NOTES

1. THE MERIDIAN SOURCE OF THIS SURVEY IS BASED ON THE CITY OF SUFFOLK, VIRGINIA 1997

GEODETIC GROUND CONTROL NETWORK, VIRGINIA STATE PLANE COORDINATE SYSTEM,

SOUTH ZONE, NORTH AMERICAN DATUM OF 1983 (NAD 83) / HIGH ACCURACY REFERENCE

NETWORK OF 1994 (94 HARN). COORDINATE VALUES SHOWN ARE EXPRESSED IN U.S. SURVEY

FEET. CITY OF SUFFOLK STATIONS USED: 140, 145, 147 AND 323.

2. ELEVATIONS SHOWN HEREON ARE IN FEET AND ARE REFERENCED TO THE CITY OF SUFFOLK, VIRGINIA 1997 GEODETIC GROUND CONTROL NETWORK, NORTH AMERICAN VERTICAL DATUM

OF 1988 (NAVD88). CITY OF SUFFOLK STATIONS USED: 140, 145, 147 AND 323.

3. TBM 'A' IS AN IRON ROD DRIVEN FLUSH

ELEVATION = 67.63

4. THE PROPERTY SHOWN HEREON APPEARS TO FALL INSIDE ZONE X (AREAS DETERMINED TO

BE OUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN) AS SHOWN ON THE FEDERAL

EMERGENCY MANAGEMENT AGENCY (F.E.M.A.) FLOOD INSURANCE RATE MAPS (F.I.R.M.) FOR

THE CITY OF SUFFOLK, VIRGINIA, COMMUNITY PANEL NO 510156 0210 D, MAP REVISED:

NOVEMBER 16, 2011. FLOOD ZONE DETERMINATION IS BASED ON F.I.R.M. AND DOES NOT

IMPLY THAT THIS PROPERTY WILL OR WILL NOT BE FREE FROM FLOODING OR DAMAGE.

CONTACT THE LOCAL COMMUNITY FLOOD OFFICIAL TO CONFIRM THE ABOVE INFORMATION.

FLOOD ZONE INFORMATION WAS SCALED FROM F.E.M.A. F.I.R.M. TIMMONS GROUP IS NOT A

PARTY IN DETERMINING THE REQUIREMENTS FOR FLOOD INSURANCE ON THE PROPERTY

SHOWN HEREON.

5. THIS SURVEY DOES NOT GUARANTEE THE EXISTENCE, SIZE OR HORIZONTAL LOCATION OF

ANY UNDERGROUND UTILITIES. THE UNDERGROUND UTILITIES SHOWN ON THIS SURVEY, IF

ANY, WERE ESTABLISHED USING ABOVE GROUND STRUCTURES (VALVES, MANHOLES, ETC.).

NO GUARANTEE IS MADE THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH

UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. ACCURACY OF THE UTILITY

INFORMATION SHOWN CANNOT BE GUARANTEED, AND ALL UNDERGROUND UTILITY

LOCATIONS SHOWN HEREON SHOULD BE CONSIDERED APPROXIMATE. CONTRACTOR MUST

VERIFY ALL UTILITIES PRIOR TO CONSTRUCTION.

CHAIN LINK FENCE

CENTERLINE SWALE

CORRUGATED METAL PIPE

CORRUGATED PLASTIC PIPE

CONCRETE

DUCTILE IRON PIPE

ELEVATION

EDGE OF PAVEMENT ELEVATION

FINISHED FLOOR ELEVATION

FLAG POLE

INVERT

IRRIGATION VALVE

OVERHEAD UTILITY LINE

POWER POLE

REINFORCED CONCRETE PIPE

SANITARY CLEAN OUT

TOP OF BANK

TOE OF SLOPE

UNDERGROUND POWER LINE

UTILITY VAULT

YARD DRAIN

CLF

CLS

CMP

CPP

CONC

DIP

ELEV

FFE

INV

OHU

RCP

SCO

TOB

TOS

UGP

ABBREVIATIONS

UTILITY VALVE

UTILITY POLE

CLEANOUT

BUMPER POST / BOLLARD

LIGHT POLE

EDGE OF PAVEMENT

SWALE CENTERLINE

FENCE LINEX

ELECTRICAL BOX

EDGE OF GRAVEL

BUILDING

OVERHEAD UTILITY LINE

OHU

UNDERGROUND POWER

UGP

STORM PIPE

UNDERGROUND WATER

SURVEY LEGEND

UGP

OHU

JOB NO.

SHEET NO.

SCALE

CHECKED BY

D A T E

DRAWN BY

DATE

R E V I S I O

E S C R I P T I O

Y O

U R

V I S I O

A C H

I E V

R O

U G

U R S

T h e s e p l a n s a n d a s s o c i a t e d d o c u m e n t s a r e t h e e x c l u s i v e p r o p e r t y o f

I M

M O

I M

M O

U P

S L a k e l a n d

H i g h

S c h o o l D

W G

P T

O P

O d w g

P l o t t e d o n

M b y

C a s e y

H e r o n

1 " = 25'

SCALE 1"=25'

50'25'

C-1.0

E X I S T I N

C O

N D

I T I O

N S

S U

R V E Y

W. LEWIS

T. FRENCH

K, V

08/26/2021

49297

L y n n h a v e n

R o a d

S u i t e

V i r g i n i a

B e a c h

V A

T E L

X w t i m m o n s c o m

T H

I S

R A W

I N

P R E P A R

T H

V I R

G I N

F I C

NOTE: AT THE TIME OF SURVEY, THE

RUNNING TRACK AND HIGH JUMP PAD

WERE BEING RESURFACED. THE SPOT

ELEVATIONS ON THE RUNNING TRACK REFER TO

THE TOP OF THE MILLED SURFACE. THE TRACK

AND HIGH JUMP ARE EXPECTED TO RECEIVE A

2" ASPHALT TOP COURSE AND 1/2" RUBBER

SURFACE PRIOR TO NOVEMBER 1, 2021.

THE SCHOOL BOARD OF THE CITY OF SUFFOLK

LAKELAND HIGH SCHOOL

TAX MAP NO. 33*11*H

ACCOUNT NO. 153808600

P.B. 12, P. 113 (PLAT)

D.B. 233, P. 195 (DEED)

ZONING: RLM

EROSION AND SEDIMENT CONTROL NARRATIVE

PROJECT DESCRIPTION

THIS PROJECT PROPOSES IMPROVEMENTS TO THE EXISTING ATHLETIC FACILITIES AT LAKELAND HIGH SCHOOL, LOCATED AT 214 KENYON ROAD IN SUFFOLK, VIRGINIA. SPECIFICALLY, THE PROJECT WILL CONVERT THE EXISTING GRASS FOOTBALL FIELD TO A SYNTHETIC TURF FIELD; REPLACE THE LONG AND TRIPLE JUMP EVENTS; AND REPLACE THE FOOTBALL GOAL POSTS. THE EXISTING RUNNING TRACK AND HIGH JUMP PAD WERE RECENTLY MILLED AND OVERLAID AND RECEIVED NEW RUBBER SURFACING. IT IS CRITICAL THAT THE TURF FIELD CONTRACTOR PROTECTS THE NEW RUBBER SURFACE DURING CONSTRUCTION.

THE SYNTHETIC TURF FIELD WILL INCLUDE A STONE STORAGE LAYER UNDER THE ENTIRE FOOTPRINT OF THE FIELD, AS WELL AS A DEEPER STONE STORAGE PIT FOR MANAGING STORMWATER QUANTITY. THE TURF FIELD, WHILE CONSIDERED AN IMPERVIOUS SURFACE, WILL ALSO FUNCTION AS A PERMEABLE PAVEMENT

SYSTEM (DESIGN LEVEL 1) FOR ADDRESSING STORMWATER QUALITY CRITERIA.

THE SUBJECT PROPERTY IS ZONED RLM (RESIDENTIAL LOW-MEDIUM DISTRICT) WHICH PERMITS PUBLIC SCHOOL USAGES BY-RIGHT. THE PROPERTY IS APPROXIMATELY 69.49 ACRES, OF WHICH 4.03 ACRES WILL BE DISTURBED. CONSTRUCTION ACTIVITIES ARE NOT ANTICIPATED NOR PROPOSED IN THE PUBLIC RIGHT-OF-WAY OR ADJACENT PRIVATE PROPERTIES. CONSTRUCTION IS EXPECTED TO BEGIN IN NOVEMBER

2021 AND LAST APPROXIMATELY FIVE MONTHS.

ADJACENT AREAS

THE PROPERTY IS BOUNDED BY UNDEVELOPED LAND TO THE NORTH AND WEST, AND SINGLE-FAMILY RESIDENTIAL HOMES TO THE EAST AND SOUTH. KENYON ROAD IS LOCATED TO THE EAST OF THE SCHOOL

ON THE OTHER SIDE OF THE SINGLE-FAMILY HOMES.

EXISTING CONDITIONS

THE SUBJECT PROPERTY CURRENTLY CONSISTS OF THE HIGH SCHOOL BUILDING, ASPHALT PARKING LOTS, TENNIS COURTS, AND GRASS FIELDS FOR FOOTBALL, BASEBALL, SOFTBALL, AND FIELD HOCKEY. THE SCHOOL BUILDING, TENNIS COURTS, AND PARKING LOTS ARE SITUATED ON THE EASTERN SIDE OF THE PROPERTY WHEREAS THE SPORTS FIELDS AND TRACK ARE LOCATED ON THE WEST SIDE BEHIND THE SCHOOL. THE FOOTBALL FIELD IS LOCATED IN THE NORTHWEST CORNER OF THE SITE ADJACENT TO THE UNDEVELOPED (WOODED) PROPERTY. ELEVATIONS WITHIN THE PROJECT AREA RANGE FROM 66 TO 69 (NAVD88) WITH SLOPES GENERALLY RANGING BETWEEN 1% AND 3%. THE SITE IS LOCATED WITHIN FEMA FLOOD ZONE 'X' (UNSHADED) OUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN PER FLOOD INSURANCE

RATE MAP (FIRM) 5101560210D, EFFECTIVE 11/16/2011.

THE EXISTING FOOTBALL FIELD IS SURROUNDED BY A DEEP NATURAL DITCH THAT ABUTS THE WESTERN AND NORTHERN PROPERTY LINES. DRAINAGE FROM THE FIELD IS CURRENTLY HANDLED BY TWO SEPARATE STORM SEWER SYSTEMS, BOTH OF WHICH OUTFALL TO THE DITCH. THE SYSTEM TO THE WEST CONSISTS OF FIVE YARD DRAINS, INCLUDING ST1.0 IN THE SOUTHWEST CORNER, AND RECEIVES APPROXIMATELY 2.50 ACRES OF DRAINAGE. THE SYSTEM TO THE EAST CONSISTS OF THREE YARD DRAINS, INCLUDING ST2.0 IN THE SOUTHEAST CORNER, AND RECEIVES APPROXIMATELY 1.27 ACRES OF DRAINAGE. THE WESTERN SYSTEM IS APPROXIMATELY 2-FEET DEEPER THAN THE EASTERN SYSTEM. DRAINAGE FROM THE PROJECT SITE IS CONVEYED THROUGH THE DITCH TO THE SPEIGHTS RUN RESERVOIR, WHICH CONNECTS TO LAKE

KILBY AND THE NANSEMOND RIVER, AND ULTIMATELY TO THE CHESAPEAKE BAY.

OFFSITE AREAS

CONSTRUCTION ACTIVITIES WILL BE LIMITED TO THE SUBJECT PROPERTY. CONSTRUCTION ACTIVITIES ARE NOT ANTICIPATED NOR PROPOSED IN THE PUBLIC RIGHT-OF-WAY OR ADJACENT PRIVATE PROPERTIES. ANY MATERIALS THAT ARE DISPOSED OFFSITE SHALL BE TRANSPORTED IN A LAWFUL AND SAFE MANNER, AND DELIVERED TO A CONTROLLED FACILITY IN ACCORDANCE WITH ALL LOCAL, STATE, AND FEDERAL

REGULATIONS.

SOIL PROPERTIES

TIMMONS GROUP ENVIRONMENTAL SCIENTISTS PERFORMED A SOILS AND GROUNDWATER INVESTIGATION TO BENEFIT THIS PROJECT. FOUR SHALLOW BORINGS WERE DRILLED WITHIN THE EXISTING FOOTBALL FIELD TO EVALUATE THE PRESENCE OF A SEASONAL-HIGH GROUNDWATER TABLE OR RESTRICTIVE SOIL LAYERS.

THE INVESTIGATION SHOWED EVIDENCE OF THE SEASONAL-HIGH GROUNDWATER TABLE AT

APPROXIMATELY 2-FEET BELOW EXISTING GRADE, CORRESPONDING TO AN AVERAGE ELEVATION OF 65.4. IN ADDITION, THE STUDY SHOWED THAT THE SOILS ARE MODERATELY WELL-DRAINED WITH HYDROLOGIC SOIL

GROUPS (HSG) RANGING FROM “B” TO “C”.

ACCORDING TO THE “WEB SOIL SURVEY” PROVIDED BY THE NATURAL RESOURCE CONSERVATION SERVICE

(NRCS), THE EXISTING SITE HAS THE FOLLOWING SOIL CHARACTERISTICS:

MAP UNIT: 8A | EUNOLA LOAMY FINE SAND | 0 TO 2 PERCENT SLOPES | HSG C

MAP UNIT: 8B | EUNOLA LOAMY FINE SAND | 2 TO 6 PERCENT SLOPES | HSG C

MAP UNIT: 14 | LYNCHBURG FINE SANDY LOAM | | HSG B

MAP UNIT: 22B | SUFFOLK LOAMY SAND | 2 TO 6 PERCENT SLOPES | HSG B

CRITICAL AREAS

THIS PROJECT DOES NOT IMPACT ANY KNOWN CRITICAL AREAS.

STORMWATER CONSIDERATIONS

THIS PROJECT WILL REPLACE THE EXISTING GRASS FOOTBALL FIELD WITH A SYNTHETIC TURF FIELD. THE TURF FIELD IS CONSIDERED IMPERVIOUS FOR BOTH STORMWATER QUANTITY AND QUALITY PURPOSES.

THE TURF FIELD FUNCTIONS AS A STORMWATER MANAGEMENT FACILITY AND WILL CONTAIN A 6-INCH THICK STONE STORAGE LAYER ACROSS THE ENTIRE FOOTPRINT. IN ADDITION, A DEEP STONE STORAGE PIT WILL BE INSTALLED UNDER THE MIDDLE OF THE FIELD TO PROVIDE NEARLY 30,000 CF OF EXTRA STORAGE. THE STONE UNDER THE FIELD WILL BE INTERCONNECTED WITH THE STORAGE PIT TO FUNCTION TOGETHER AS ONE LARGE UNDERGROUND DETENTION SYSTEM. A NETWORK OF PERIMETER COLLECTOR DRAINS AND FLAT PANEL DRAINS WILL BE USED TO DIRECT THE WATER UNDER THE FIELD TO THE STONE STORAGE PIT.

THE STONE STORAGE PIT WILL CONTAIN A 10” UNDERDRAIN AT THE BASE OF THE FACILITY, WHICH REDUCES TO A 4” SCHEDULE 80 PVC PIPE (INTERNAL DIAMETER = 3.83”) TO SERVE AS THE LOW-FLOW ORIFICE. IT WILL ALSO CONTAIN A 10” OVERFLOW DRAIN APPROXIMATELY 2.6-FEET ABOVE THE BOTTOM. THE UNDERDRAIN CONNECTS TO STORM STRUCTURE ST1.0 IN THE SOUTHWEST CORNER OF THE FIELD SINCE THAT

STRUCTURE IS DEEPEST. THE OVERFLOW DRAIN CONNECTS TO BOTH ST1.0 AND ST2.0.

CHANNEL PROTECTION CRITERIA

ANALYSIS POINT #1 (STORM DRAIN ST1.0): CHANNEL PROTECTION CRITERIA ARE SATISFIED BY MEANS OF THE ENERGY BALANCE EQUATION USING A 1-YEAR, 24-HOUR STORM FOR COMPARISON PURPOSES AND A 20% IMPROVEMENT FACTOR. THE STONE STORAGE PIT AND 4” LOW FLOW ORIFICE FUNCTION TOGETHER TO

MINIMIZE THE FLOW RATE DURING THIS STORM EVENT AND SATISFY THE EQUATION.

ANALYSIS POINT #2 (STORM DRAIN ST2.0): THIS STRUCTURE DOES NOT EXPERIENCE FLOWS DURING THE 1-YEAR, 24-HOUR STORM BECAUSE THE WATER LEVEL IN THE STONE STORAGE PIT DOES NOT RISE TO THE LEVEL OF THE OVERFLOW DRAIN (WATER LEVEL = 64.85, OVERFLOW DRAIN INVERT = 64.90). CHANNEL PROTECTION CRITERIA ARE SATISFIED BECAUSE NO FLOW IS EXPERIENCED, THEREBY MEETING THE

ENERGY BALANCE EQUATION.

FLOOD PROTECTION CRITERIA

FLOOD PROTECTION CRITERIA ARE SATISFIED BY REDUCING THE PEAK FLOW DURING THE 10-YEAR, 24-HOUR STORM TO LESS THAN THE PRE-DEVELOPMENT RATE. DURING THIS STORM, FLOWS ARE CONVEYED TO BOTH STRUCTURES ST1.0 AND ST2.0 THROUGH THE 10” OVERFLOW DRAIN. IT IS ASSUMED THAT THE TOTAL REPORTED OUTFLOW IS SHARED EQUALLY BETWEEN THE TWO STORM DRAINS. EACH STRUCTURE RECEIVES HALF OF THE TOTAL PEAK FLOW, WHICH IS SIGNIFICANTLY LESS THAN THEIR

RESPECTIVE PRE-DEVELOPMENT FLOW RATES.

STORMWATER QUALITY

THE PROPOSED TURF FIELD IS CONSIDERED IMPERVIOUS FOR STORMWATER QUALITY PURPOSES, BUT THE FIELD IS ALSO CONSIDERED A “PERMEABLE PAVEMENT” SYSTEM (DESIGN LEVEL 1) AND EARNS POLLUTANT REMOVAL CREDIT.

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