20151229 Ver 2_Stormwater Site Plans_20170922

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CONTACT INFORMATION:
OWNER
GEOTECHNICAL ENGINEER
COVER SHEET
HAECO AMERICAS
ECS CAROLINAS, LLP
C-002
623 RADAR ROAD
DAVID M. CUTTER, P.E.
DEMOLITION PLAN
GREENSBORO, NC 27410
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C-122
PHONE: [phone]
GREENSBORO, NC 27407
GRADING AND DRAINAGE PLAN
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CONTACT INFORMATION:
HAECO -PARKING
HAECO AMERICAS
LOT
623 RADAR ROAD, GREENSBORO, NC 27410
IFP DESIGN DOCUMENTS SUBMITTED TO:
DWR
NCDEQ DEMLR
PTIA
LOCATION MAP
PIEDMONT -TRIAD
INTERNATIONAL
AIRPORTmidbisd
AWNS
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HAECO PARKING LOT
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N.T.S. 623 RADAR ROAD, GREENSBORO, NC 27410
GENERAL STATEMENT:
THIS PROJECT CONSISTS OF THE CONSTRUCTION OF A NEW EMPLOYEE PARKING LOT, INCLUDING APPROXIMATELY
100 SPACES, ALONG RADAR ROAD FOR HAECO AMERICAS AT THE PIEDMONT TRIAD INTERNATIONAL AIRPORT, IN
GUILFORD COUNTY, NORTH CAROLINA. THE SITE SCOPE GENERALLY INCLUDES PAVING, GRADING, DRAINAGE,
FENCING, STRIPING, AND SIGNAGE FOR THE NEW PARKING AREA, AND A NEW SIDEWALK CONNECTING THE FACILITY
TO THE ADJACENT HANGAR BUILDINGS. LIMITED STRUCTURAL DESIGN FOR SITE RETAINING WALLS AND STAIRS,
AND ELECTRICAL DESIGN FOR PARKING LOT LIGHTING IS ALSO INCLUDED WITHIN THIS SCOPE OF WORK.
MODIFICATIONS TO THE EXISTING UTILITIES, INCLUDING POTABLE WATER, FIRE PROTECTION, AND SANITARY
SEWER ARE NOT ANTICIPATED AT THIS TIME. NO LANDSCAPE, HARDSCAPE, OR IRRIGATION DESIGN IS INCLUDED IN
THIS SCOPE OF WORK. ALL PROJECT SPECIFICATIONS ARE INCLUDED WITHIN THE "HAECO - NEW FACILITY"
SPECIFICATIONS PACKAGE, DATED 11-23-2016.
PER PROVISIONS OF NORTH CAROLINA BUILDING CODE (2012), SECTION 1106.6, 4 ADDITIONAL ADA PARKING SPACES
SHALL BE PROVIDED IN PARKING AREA ADJACENT TO ACCESSIBLE ENTRANCES AT HANGAR BASEMENT LEVEL, AS
THESE LOCATIONS PROVIDE GREATER ACCESSIBILITY AND REDUCED TRAVEL DISTANCE. SEE SUPPLEMENTAL
SKETCH C-SK001, ISSUED FOR "HAECO - NEW FACILITY", DATED 11-23-2016.
THIS PLAN SET ALSO PROVIDES THE DESIGN OF THE EROSION CONTROL MEASURES TO SUPPORT FILL OPERATIONS
AS REQUIRED BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY (NCDEQ) REGULATORY
REQUIREMENTS FOR NEW DEVELOPMENT AT THE AIRPORT. IT IS ASSUMED PER DISCUSSIONS WITH NCDEQ THAT
NO NEW STORMWATER QUANTITY OR QUALITY MEASURES ARE NECESSARY, AND THE ADDITIONAL IMPERVIOUS
AREA INTRODUCED BY THE PARKING LOT AND SIDEWALK WILL BE ROUTED VIA SUBSURFACE CONVEYANCE TO THE
EXISTING BIORETENTION AREA.
3 I 4
N.T.S
CIVIL INDEX OF DRAWINGS
SHEET NUMBER
OWNER
GEOTECHNICAL ENGINEER
COVER SHEET
HAECO AMERICAS
ECS CAROLINAS, LLP
C-002
623 RADAR ROAD
DAVID M. CUTTER, P.E.
DEMOLITION PLAN
GREENSBORO, NC 27410
4811 KOGER BLVD.,
C-122
PHONE: [phone]
GREENSBORO, NC 27407
GRADING AND DRAINAGE PLAN
C-181
PHONE: [phone]
C-182
CONTRACTOR
FAX: [phone]
PHASE 3 EROSION CONTROL PLAN
BE&K BUILDING GROUP
[e-mail]
C-501
201 EAST MCBEE AVENUE
C-502
DETAILS
SUITE 400
SURVEYOR
C-504
GREENVILLE, SC 29601
DAVIS MARTIN POWELL
EROSION CONTROL DETAILS
PHONE: [phone]
BRADLEY PHILLIPS
C-507
EROSION CONTROL DETAILS
6415 OLD PLANK ROAD
EROSION CONTROL DETAILS
CIVIL ENGINEER
HIGH POINT, NC
C-510
BRPH ARCHITECTS -ENGINEERS, INC.
PHONE: [phone]
ELECTRICAL LEGEND & NOTES
JASON ABBOTT, P.E.
[e-mail]
c�
5700 NORTH HARBOR CITY BLVD, SUITE 400
E-101
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MELBOURNE, FL 32940
SURVEY
0
PHONE: [phone]
A
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FAX: [phone]
9
[e-mail]
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HAECO -PARKING
HAECO AMERICAS
LOT
623 RADAR ROAD, GREENSBORO, NC 27410
IFP DESIGN DOCUMENTS SUBMITTED TO:
DWR
NCDEQ DEMLR
PTIA
LOCATION MAP
PIEDMONT -TRIAD
INTERNATIONAL
AIRPORTmidbisd
AWNS
u � b
HAECO PARKING LOT
! r �, RADAR ROAD
ti w, -
S
N.T.S. 623 RADAR ROAD, GREENSBORO, NC 27410
GENERAL STATEMENT:
THIS PROJECT CONSISTS OF THE CONSTRUCTION OF A NEW EMPLOYEE PARKING LOT, INCLUDING APPROXIMATELY
100 SPACES, ALONG RADAR ROAD FOR HAECO AMERICAS AT THE PIEDMONT TRIAD INTERNATIONAL AIRPORT, IN
GUILFORD COUNTY, NORTH CAROLINA. THE SITE SCOPE GENERALLY INCLUDES PAVING, GRADING, DRAINAGE,
FENCING, STRIPING, AND SIGNAGE FOR THE NEW PARKING AREA, AND A NEW SIDEWALK CONNECTING THE FACILITY
TO THE ADJACENT HANGAR BUILDINGS. LIMITED STRUCTURAL DESIGN FOR SITE RETAINING WALLS AND STAIRS,
AND ELECTRICAL DESIGN FOR PARKING LOT LIGHTING IS ALSO INCLUDED WITHIN THIS SCOPE OF WORK.
MODIFICATIONS TO THE EXISTING UTILITIES, INCLUDING POTABLE WATER, FIRE PROTECTION, AND SANITARY
SEWER ARE NOT ANTICIPATED AT THIS TIME. NO LANDSCAPE, HARDSCAPE, OR IRRIGATION DESIGN IS INCLUDED IN
THIS SCOPE OF WORK. ALL PROJECT SPECIFICATIONS ARE INCLUDED WITHIN THE "HAECO - NEW FACILITY"
SPECIFICATIONS PACKAGE, DATED 11-23-2016.
PER PROVISIONS OF NORTH CAROLINA BUILDING CODE (2012), SECTION 1106.6, 4 ADDITIONAL ADA PARKING SPACES
SHALL BE PROVIDED IN PARKING AREA ADJACENT TO ACCESSIBLE ENTRANCES AT HANGAR BASEMENT LEVEL, AS
THESE LOCATIONS PROVIDE GREATER ACCESSIBILITY AND REDUCED TRAVEL DISTANCE. SEE SUPPLEMENTAL
SKETCH C-SK001, ISSUED FOR "HAECO - NEW FACILITY", DATED 11-23-2016.
THIS PLAN SET ALSO PROVIDES THE DESIGN OF THE EROSION CONTROL MEASURES TO SUPPORT FILL OPERATIONS
AS REQUIRED BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL QUALITY (NCDEQ) REGULATORY
REQUIREMENTS FOR NEW DEVELOPMENT AT THE AIRPORT. IT IS ASSUMED PER DISCUSSIONS WITH NCDEQ THAT
NO NEW STORMWATER QUANTITY OR QUALITY MEASURES ARE NECESSARY, AND THE ADDITIONAL IMPERVIOUS
AREA INTRODUCED BY THE PARKING LOT AND SIDEWALK WILL BE ROUTED VIA SUBSURFACE CONVEYANCE TO THE
EXISTING BIORETENTION AREA.
3 I 4
N.T.S
CIVIL INDEX OF DRAWINGS
SHEET NUMBER
SHEET TITLE REVISION
GC -001
COVER SHEET
C-001
GENERAL NOTES
C-002
LEGEND AND ABBREVIATIONS
C-101
DEMOLITION PLAN
C-121
SITE PLAN
C-122
SITE PLAN
C-141
GRADING AND DRAINAGE PLAN
C-181
PHASE 1 EROSION CONTROL PLAN
C-182
PHASE 2 EROSION CONTROL PLAN
C-183
PHASE 3 EROSION CONTROL PLAN
C-184
PHASE 4 EROSION CONTROL PLAN
C-501
STORMWATER DETAILS
C-502
DETAILS
C-503
DETAILS
C-504
DETAILS
C-505
EROSION CONTROL DETAILS
C-506
EROSION CONTROL DETAILS
C-507
EROSION CONTROL DETAILS
C-508
EROSION CONTROL DETAILS
C-509
EROSION CONTROL DETAILS
C-510
WALL DETAILS
E-100
ELECTRICAL LEGEND & NOTES
E-011
ELECTRICAL SPECIFICATIONS
E-012
ELECTRICAL SPECIFICATIONS
E-101
PARKING LOT LIGHTING PLAN
V-001
SURVEY
5
0
0
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Know what's below.
Call before you dig
BRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
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ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
P.PRAKASH
DRAWN BY
R. OBERLE
CHECKED BY
P.PRAKASH
PROJECT NO./CAD CODE
C07278.001 /GC -001-P. DWG
DATE
08-15-2017
TITLE
COVER SHEET
DRAWING NO.
GC11.

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EXISTING CONDITIONS
1. EXISTING SITE INFORMATION IS BASED ON PREVIOUS SITE DEVELOPMENT DRAWINGS BY WK DICKSON & CO, INC., TITLED
"HAECO FACILITY IMPROVEMENTS", DATED AUGUST 16, 2016 AND BEST AVAILABLE AS -BUILT INFORMATION. THE
CONTRACTOR SHALL FIELD VERIFY EXISTING SITE INFORMATION PRIOR TO CONSTRUCTION. VERTICAL DATUM IS NAVD 88.
HORIZONTAL DATUM IS NAD 83/2011, NORTH CAROLINA PLANE. ANY ERRORS RESULTING FROM THE USE OF THE EXISTING
SITE INFORMATION SHALL NOT BE THE RESPONSIBILITY OF BRPH.
2. THE LOCATIONS OF UNDERGROUND UTILITIES AS SHOWN HEREON ARE BASED ON LOCATES OF ABOVE -GROUND, UTILITY
RELATED APPURTENANCES. ACTUAL LOCATIONS OF UNDERGROUND UTILITIES/STRUCTURES MAY VARY FROM LOCATIONS
SHOWN HEREON. IT SHOULD BE NOTED THAT ADDITIONAL BURIED UTILITIES/STRUCTURES MAY BE ENCOUNTERED WITHIN
THE LIMITS OF CONSTRUCTION,
3. CONTACT THE LOCAL UNDERGROUND UTILITY LOCATING SERVICE A MINIMUM OF 48 HOURS IN ADVANCE OF COMMENCING
ANY LAND DISTURBING ACTIVITIES.
4. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE LOCATIONS AND CRITICAL ELEVATIONS OF UTILITIES AND
COORDINATE WITH THE APPROPRIATE AUTHORITIES AND UTILITY OWNERS PRIOR TO CONSTRUCTION. ANY UTILITY
CONFLICTS OR DISCREPANCIES ON THE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER IMMEDIATELY
UPON DISCOVERY.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING ALL UTILITY AUTHORITIES AND VERIFYING LOCATIONS OF
THEIR FACILITIES PRIOR TO COMMENCING CONSTRUCTION. THE CONTRACTOR SHALL USE SPECIAL CARE IN WORKING
AROUND AND NEAR ALL EXISTING UTILITIES THAT ARE ENCOUNTERED DURING CONSTRUCTION, PROTECTING THEM WHERE
NECESSARY SO THAT THEY WILL GIVE UNINTERRUPTED SERVICE. THE CONTRACTOR SHALL BE RESPONSIBLE TO THE
OWNERS FOR ALL DAMAGES TO SAID UTILITIES.
6. FAA CABLES WILL BE LOCATED & MARKED BY FAA PRIOR TO CONSTRUCTION, CONTRACTOR IS TO NOTIFY FAA 14 DAYS IN
ADVANCE SO THAT FAA CAN SCHEDULE THE REQUIRED MARKING TO PROTECT CABLES DURING CONSTRUCTION. ANY
CABLES DAMAGED DURING CONSTRUCTION WILL BE REPLACED BY CONTRACTOR.
7. COLONIAL AND/OR PLANTATION PIPELINE MUST BE CONTACTED ONE (1) WEEK PRIOR TO ANY WORK (INCLUDING SILT FENCE
INSTALLATION) TAKING PLACE INSIDE COLONIAL AND/OR PLANTATION PIPELINE RIGHT-OF-WAY. A REPRESENTATIVE FROM
EITHER COMPANY MUST BE ONSITE DURING ANY WORK OPERATIONS INSIDE THEIR RIGHT-OF-WAY. CONTRACTOR SHALL BE
RESPONSIBLE FOR THE LOCATION, IDENTIFICATION & PROTECTION OF ALL EXISTING UTILITIES & PIPELINES IN THE
CONSTRUCTION AREA, ANY DAMAGE TO EXISTING UTILITIES OR PIPELINES (ON OR OFF AIRPORT PROPERTY) DAMAGED BY
CONTRACTOR SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR, CONTRACTOR SHALL REPAIR ALL UTILITY/PIPELINE
DAMAGED BY CONTRACTOR.
8. CONTRACTOR SHALL MAINTAIN ALL STATIONARY & MOBILE EQUIPMENT AGAINST SPILLS & FLUID LEAKAGE. CONTRACTOR
SHALL DIAPER ALL LEAKING EQUIPMENT OPERATED WITHIN 150 FEET OF ANY STREAM, WATER BODY OR WETLAND, UNLESS
SUITABLE CONTAINMENT IS PROVIDED TO PREVENT POTENTIAL SPILLS FROM ENTERING ANY STREAM OR WATER BODY.
9. CONTRACTOR SHALL PROTECT EXISTING RUNWAY & TAXIWAY LIGHTING SYSTEMS & APPROACH LIGHTING SYSTEMS.
10. ANY UNPLANNED, UNAPPROVED OR ACCIDENTAL SHUTDOWN OR INTERRUPTION OF SERVICE TO ANY LIGHTING CIRCUIT OR
NAVIGATIONAL AID REQUIRES IMMEDIATE NOTIFICATION OF AIRPORT OPERATIONS & ENGINEER BY THE CONTRACTOR. ALL
NECESSARY REPAIRS WILL BE AT CONTRACTORS EXPENSE.
DEMOLITION AND CLEARING
11. ALL TRENCHES SHALL COMPLY WITH THE OSHA STANDARD ON EXCAVATION (29 CFR 1926, SUBPART P), LATEST EDITION.
12. AN NCDEQ WATER WITHDRAWAL AND TRANSFER PERMIT SHALL BE OBTAINED AND MAINTAINED BY THE CONTRACTOR FOR
ANY SITE DEWATERING EXCEEDING THE THRESHOLDS DESCRIBED IN STATE AND LOCAL CRITERIA. THE CONTRACTOR SHALL
MAINTAIN APPLICABLE WATER QUALITY STANDARDS, AND SHALL BE RESPONSIBLE FOR ANY FINES LEVIED BY THE
REGULATORY AGENCIES DUE TO USE OF IMPROPER TECHNIQUES DURING DEWATERING. ALL DEWATERING REQUIRED TO
EXECUTE WORK SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
13. ALL AREAS OUTSIDE OF THE LIMITS OF CONSTRUCTION THAT ARE DISTURBED BY THE CONTRACTOR SHALL BE RESTORED TO
THEIR ORIGINAL CONDITION (INCLUDING ROADWAYS, SWALES, DRIVEWAYS, AND VEGETATION). SOD ALL DISTURBED AREAS
WHICH DO NOT HAVE EXISTING LANDSCAPING, SOD TYPE SHALL MATCH EXISTING.
14. PROTECT TREES AND VEGETATION OUTSIDE OF THE LIMITS OF CONSTRUCTION.
15. THE CONTRACTOR SHALL COORDINATE WITH OWNER AND ENGINEER TO MINIMIZE THE EXTENT OF CLEARED AND DISTURBED
AREAS IN CONFORMANCE WITH THE APPROVED CONSTRUCTION PLANS. THE CONTRACTOR SHALL USE THE ELECTRONIC
DRAWING OF THE APPROVED CONSTRUCTION PLANS TO GENERATE THE REQUIRED POINT DATA TO FIELD STAKE THE LIMITS
OF CLEARING.
16. CONSTRUCTION STAKE -OUT SHALL BE PERFORMED BY CONTRACTOR IN ACCORDANCE WITH ARTICLE 50-06 OF THE GENERAL
PROVISIONS. THE CONTRACTOR WILL BE RESPONSIBLE FOR STAKING & GRADE CONTROL OF ALL ELEMENTS OF THE
CONSTRUCTION FOR THE DURATION OF THE PROJECT.
17, CONTRACTOR SHALL BE RESPONSIBLE FOR THE LOCATION, IDENTIFICATION, & PROTECTION OF ALL EXISTING UTILITIES
(BOTH PUBLIC & PRIVATE) & NAVAIDS IN CONSTRUCTION AREA. ANY DAMAGES TO EXISTING UTILITIES OR NAVAIDS ON OR
OFF AIRPORT PROPERTY SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. NO REIMBURSEMENT WILL BE ALLOWED FOR
UTILITY/NAVAID LOCATION, REPAIR, OR REPLACEMENT,
ACCESSIBILITY
18. ACCESSIBLE MEANS OF EGRESS SHALL BE PROVIDED FOR ALL CODE REQUIRED BUILDING EXITS. ALL CONSTRUCTION SHALL
COMPLY WITH ADA AND ADAAG, LATEST EDITIONS.
19, PER PROVISIONS OF NORTH CAROLINA BUILDING CODE (2012), SECTION 1106.6, ADA PARKING SHALL BE PROVIDED IN
PARKING AREAS ADJACENT TO ACCESSIBLE ENTRANCES AT HANGAR #4 AND HANGAR #5, AS THESE LOCATIONS PROVIDE
GREATER ACCESSIBILITY AND REDUCED TRAVEL DISTANCE.
WASTE
20. SOLID WASTE COLLECTION AND DISPOSAL SHALL MEET GUILFORD COUNTY REQUIREMENTS.
21. HAZARDOUS AND CONTROLLED WASTE, IF ENCOUNTERED, SHALL BE MANAGED IN ACCORDANCE WITH ALL APPLICABLE
STATUES, RULES, ORDERS, AND REGULATIONS BY FEDERAL, STATE AND LOCAL AUTHORITIES.
22. BURNING OF DEBRIS WILL NOT BE ALLOWED ON AIRPORT PROPERTY.
MAINTENANCE OF TRAFFIC
23. THE CONTRACTOR SHALL PREPARE A M.O.T. PLAN IN COMPLIANCE WITH THE NCDOT MAINTENANCE / UTILITY TRAFFIC
CONTROL GUIDELINES AND WORK ZONE TRAFFIC CONTROL STANDARDS FOR OWNER AND ENGINEER REVIEW.
24. THE CONTRACTOR SHALL COORDINATE CONSTRUCTION PHASING WITH ALL AFFECTED UTILITY COMPANIES INCLUDING, BUT
NOT LIMITED TO, DUKE ENERGY, AT&T, CITY OF GREENSBORO WATER RESOURCES, PIEDMONT NATURAL GAS, TIME WARNER
CABLE, COLONIAL PIPELINE, PLANTATION PIPELINE, AND LEVEL 3 COMMUNICATIONS (FIBER OPTIC).
HAUL ROUTES, STAGING AREAS & CONSTRUCTION ACTIVITIES:
25. EXCEPT WHERE DESIGNATED ON PLANS OR AS AUTHORIZED BY ENGINEER, CONTRACTOR WILL NOT BE ALLOWED TO USE
ANY OF THE EXISTING RUNWAYS OR TAXIWAYS AS PART OF THE HAUL ROAD.
26. CONTRACTOR SHALL MAINTAIN ALL AIRFIELD SAFETY DEVICES SUCH AS STAKED LIMIT LINES, FOR THE DURATION OF THE
PROJECT AS REQUIRED. DAMAGED STAKES OR FLAGGING SHALL BE REPLACED IMMEDIATELY. CONTRACTOR TO SUBMIT
PLAN SHOWING LOCATION OF LIMIT LINES FOR EACH PHASE & FOR PROJECT DURATION TO THE ENGINEER FOR APPROVAL.
27. THE CONTRACTOR'S STAGING AREA & HAUL ROUTES SHOWN ON THE PLANS ARE FOR INFORMATION ONLY. THE ACTUAL SIZE
& LOCATION OF STAGING AREAS & HAUL ROUTES WILL BE APPROVED BY OWNER PRIOR TO CONSTRUCTION.
28. ALL EXISTING GRASSED AREAS WHICH ARE DISTURBED AS PART OF THE CONTRACTOR'S ACCESS ROAD, CONTRACTOR'S
STAGING AREA, & HAUL ROUTES SHALL BE RESTORED TO THEIR ORIGINAL CONDITION AFTER COMPLETION OF THE PROJECT.
IN ADDITION, ALL EXISTING ROADS THAT WILL BE USED AS THE CONTRACTOR'S HAUL ROUTE SHALL BE MAINTAINED DURING
CONSTRUCTION & RESTORED TO THEIR PRE -CONSTRUCTION CONDITION. CONTRACTOR SHALL PROTECT NEWLY INSTALLED
PAVEMENTS DURING POST -CONSTRUCTION REMOVAL OF EROSION CONTROL MEASURES WITH STEEL PLATES AND/OR
LIGHTLY LOADED EQUIPMENT. NO SEPARATE MEASUREMENT OR PAYMENT WILL BE MADE FOR THIS ITEM.
29. ALL EQUIPMENT MUST BE RETURNED TO THE APPROPRIATE STAGING AREA (TRACK VERSUS NON -TRACK VEHICLES) AT THE
END OF EACH WORK DAY & WHEN NOT ENGAGED IN THE CONSTRUCTION DURING NON -WORKING DAYS & NIGHTS. OWNER
WILL DESIGNATE AREAS FOR CONTRACTOR'S EMPLOYEES AUTO PARKING.
30. THE PROVISION & MAINTENANCE OF HAUL ROADS, HAUL ROAD STONE, TEMPORARY HAUL SLABS & STEEL PLATES SHALL BE
CONSIDERED INCIDENTAL TO PROJECT.
31. CONTRACTOR SHALL PROVIDE STONE FOR CONSTRUCTION ENTRANCE PAD & PERFORM MAINTENANCE AS NECESSARY OR
AS REQUIRED BY THE ENGINEER.
GEOMETRY AND SITE PLAN
32. THE CONTRACTOR IS RESPONSIBLE FOR ESTABLISHING HORIZONTAL AND VERTICAL CONTROL FOR SITE CONSTRUCTION.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF ALL SURVEY MONUMENTATION. ANY DISTURBED
SURVEY MONUMENTATION SHALL BE REPLACED BY A SURVEYOR LICENSED IN THE STATE OF NORTH CAROLINA.
33. EXISTING SITE SECURITY MUST NOT BE COMPROMISED DURING CONSTRUCTION. THE CONTRACTOR SHALL COORDINATE
REMOVAL OF EXISTING FENCING AND THE CONSTRUCTION OF TEMPORARY FENCING TO MAINTAIN SITE SECURITY AT ALL
TIMES. A TEMPORARY FENCING PLAN SHALL BE PREPARED BY THE CONTRACTOR AND SUBMITTED TO THE OWNER FOR
REVIEW AND APPROVAL PRIOR TO BEGINNING CONSTRUCTION.
34. CONTRACTOR WILL PROTECT EXISTING AIRPORT SECURITY FENCE ADJACENT TO THE PROJECT SITE AT ALL TIMES. NO
UNAUTHORIZED PERSONNEL SHALL BE ALLOWED ON THE SITE. AREAS OUTSIDE THE PROJECT LIMITS ARE DESIGNATED AS
1
RESTRICTED AREAS, THE CONTRACTOR'S FORCES ARE PROHIBITED FROM ENTERING RESTRICTED AREAS AT ANY TIME,
UNLESS SPECIFICALLY AUTHORIZED BY THE ENGINEER OR AIRPORT MANAGEMENT.
35. ALL DIMENSIONS ARE MEASURED TO THE FACE OF CURB OR EDGE OF PAVEMENT. BUILDING DIMENSIONS AND TIES ARE TO
THE OUTSIDE FACE OF THE BUILDING.
36. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONNECTIONS AND BOLT LOCATIONS FROM EQUIPMENT
MANUFACTURER'S SHOP & ERECTION DRAWINGS, WHICH HAVE BEEN APPROVED BY THE ARCHITECT/ENGINEER.
DRAINAGE, PAVING AND GRADING
37. MAINTAIN CONSTANT SLOPE BETWEEN SPOT ELEVATIONS.
38, UNLESS OTHERWISE INDICATED, ALL FILL SLOPES SHALL BE GRADED FROM THE SPOT ELEVATIONS OR TOP OF CURB
ELEVATIONS SHOWN TO NATURAL I EXISTING GROUND AT A MAXIMUM SLOPE OF 3H TO 1V.
39. SOD AND LANDSCAPING SHALL NOT IMPEDE THE FLOW OF RUNOFF FROM PAVED SURFACES. SOIL, GRASS AND PLANTING
BEDS SHALL PROVIDE POSITIVE DRAINAGE AWAY FROM SIDEWALKS BUT SHALL NOT FALL AWAY AT MORE THAN 3%
GRADIENT SLOPE FOR A MINIMUM DISTANCE OF 5 FEET FROM THE EDGE OF WALK, THEN 10:1 TO MATCH EXISTING GRADE OR
AS SHOWN ON PLANS. THE LOCATION OF ALL DRAINS, GRATES, DROP INLETS, CATCH BASINS, AND OTHER DRAINAGE
ELEMENTS SHALL BE OUT OF THE MAIN FLOW OF PEDESTRIAN TRAFFIC.
40. BEFORE REQUESTING FINAL INSPECTION BY THE ENGINEER AND BEFORE PLACING SOD, THE CONTRACTOR SHALL PROVIDE
THE ENGINEER WITH A COMPLETE AS -BUILT SURVEY FROM A REGISTERED SURVEYOR, INCLUDING BUT NOT LIMITED TO THE
FOLLOWING INFORMATION:
a. LOCATION AND FINISH FLOOR ELEVATION OF CONSTRUCTED BUILDINGS WITH TIES TO PROPERTY LINE;
b. LOCATION AND ELEVATION OF PAVEMENT AT ELEVATION POINTS SHOWN ON PLANS AND WHERE EXISTING PAVEMENT IS
REPLACED OR OVERLAID AT SUFFICIENT POINT TO DETERMINE GRADE AND DRAINAGE PATTERNS;
c. LOCATION AND ELEVATION OF WALKS, AND OTHER CONSTRUCTED IMPROVEMENTS SUCH AS DUMPSTER ENCLOSURES,
MECHANICAL PADS, FENCING, ETC;
d. PERIMETER SLOPE BREAK AND BOTTOM ELEVATIONS OF ALL SWALES AND RETENTION AREAS;
e. LOCATION, RIM AND INVERT ELEVATIONS, TYPE AND SIZE OF ALL DRAINAGE STRUCTURES AND PIPES, INCLUDING WEIRS,
ORIFICES AND OTHER APPURTENANCES,
40. PROPOSED ELEVATIONS AND CONTOURS ARE SHOWN FOR DESIGN AND PERMITTING INFORMATION, ELECTRONIC CAD FILES
SHALL BE PROVIDED TO THE CONTRACTOR FOR LAYOUT.
41. POSITIVE DRAINAGE FACILITIES SHALL BE ESTABLISHED PRIOR TO THE CONSTRUCTION OF ANY IMPERVIOUS SURFACES.
EXISTING OFF-SITE DRAINAGE PATTERNS SHALL BE MAINTAINED DURING CONSTRUCTION.
42. THE CONTRACTOR SHALL EXCAVATE AND REMOVE UNSUITABLE SOILS AND BACKFILL WITH SUITABLE FILL MATERIAL. THE
CONTRACTOR SHALL USE A GEOTECHNICAL FIELD TECHNICIAN TO FIELD VERIFY THE REMOVAL OF UNSUITABLE SOILS.
COPIES OF REPORTS SHALL BE PROVIDED TO THE ENGINEER. THE CONTRACTOR SHALL REFER TO THE GEOTECHNICAL
REPORT FOR FILL AND COMPACTION REQUIREMENTS. CONTRACTOR SHALL FIELD VERIFY EXISTING SOIL CONDITIONS, SOIL
STOCKPILE CONDITIONS, SOIL MOISTURE CONTENTS & SOIL TYPES PRIOR TO CONSTRUCTION.
43. THE CONTRACTOR IS RESPONSIBLE FOR STABILIZING AND MAINTAINING THE SIDE SLOPES OF ALL SWALES, EMBANKMENTS
AND RETENTION AREAS. EXCESS SEDIMENTATION AND EROSION SHALL BE REMOVED AND THE DESIGN GRADES RESTORED
44. ALL SPOT ELEVATIONS WITHIN VEHICULAR CIRCULATION AREAS ARE AT THE EDGE OF PAVEMENT UNLESS OTHERWISE
NOTED.
45, CONTOURS ARE SHOWN AT EVEN FOOT INTERVALS, EXCEPT WHERE SHOWN TO IDENTIFY SPECIFIC GRADE REQUIREMENTS
AT RETENTION AREAS, PLAY FIELDS, ETC. SOME CONTOUR LINES ARE TRUNCATED FOR PLAN CLARITY. CONTRACTOR SHALL
PROVIDE CONTINUOUS SLOPE BETWEEN CONTOURS SHOWN ON PLAN UNLESS OTHERWISE NOTED,
46. THE CONTRACTOR SHALL ADJUST VALVE BOX COVERS, MANHOLE RIMS AND COVERS, GRADES, ETC., NECESSARY TO MATCH
FINAL GRADES AS SHOWN ON PLANS. ALL EXISTING AND PROPOSED UTILITY AND STORMWATER STRUCTURES WITH TOPS
WHICH WILL BE EXPOSED WITHIN UNPAVED AREAS SUBJECT TO VEHICULAR BICYCLE OR PEDESTRIAN TRAFFIC SHALL BE
ADJUSTED SO THAT THE TOP SURFACE OF COVERS OR FRAMES SHALL BE NO MORE THAN ONE INCH ABOVE FINISHED
GRADE, UNLESS OTHERWISE SPECIFIED ON THESE PLANS. WHERE SOD IS APPLIED, FINISHED GRADE SHALL BE NOMINAL
HEIGHT OF GRASS AFTER SOD IS FIRMLY PLACED.
47. SUBMIT SHOP DRAWINGS FOR ALL DRAINAGE STRUCTURES FOR REVIEW PRIOR TO ORDERING.
48. ALL STORM DRAIN LATERAL PIPES SHALL HAVE A MINIMUM SLOPE OF 1.0%, UNLESS OTHERWISE NOTED.
49. ALL DRAINAGE PIPES WITHIN THE PROJECT BOUNDARY SHALL BE CLEANED OF SAND, SILT, AND CONCRETE DEBRIS, ETC. AS
REQUIRED DURING AND AT THE END OF CONSTRUCTION TO MAINTAN POSITIVE DRAINAGE,
UTILITIES
50. SEE TYPICAL DETAILS ON THE FOLLOWING SHEETS FOR ADDITIONAL CONSTRUCTION DETAIL INFORMATION, SEE
MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR MECHANICAL YARD LAYOUTS AND MECHANICAL/PLUMBING
DRAWINGS FOR EXACT UTILITY CONNECTION LOCATIONS, CONTRACTOR SHALL PROVIDE ALL FITTINGS REQUIRED TO
INSTALL UTILITIES PER PLAN.
51. CONTRACTOR SHALL PROVIDE AND COORDINATE SLEEVE LOCATIONS AND SIZES WITH ELECTRICAL AND IRRIGATION PLANS.
52. ALL WATER DISTRIBUTION SYSTEM CONSTRUCTION SHALL COMPLY WITH THE CITY OF GREENSBORO WATER STANDARD
DRAWINGS AND SPECIFICATIONS.
53. ALL SANITARY SEWER SYSTEM CONSTRUCTION SHALL COMPLY WITH THE CITY OF GREENSBORO SEWER STANDARD
DRAWINGS AND SPECIFICATIONS. PROVIDE A VIDEO (TELEVISED) INSPECTION FOR ALL NEW GRAVITY SEWER PIPES 8" OR
LARGER.
54. DEFLECT FIRE LINE/WATER LINE UPWARD OR DOWNWARD AS REQUIRED AT INTERSECTION OF PIPES. KEEP A MINIMUM OF 30"
OF COVER ON ALL PIPES UNLESS OTHERWISE NOTED.
55. THE CONTRACTOR SHALL PERFORM A CONTINUITY TEST ON THE TRACING WIRE INSTALLED ALONG NEW WATER/FIRE MAINS
PRIOR TO FINAL INSPECTION,
56. PROVIDE VALVE BOX AND VALVE EXTENSION FOR ALL BELOW GRADE VALVES.
57. PROVIDE BY-PASS PUMPING, AS NECESSARY, TO MAINTAIN UNINTERRUPTED SANITARY SEWER SERVICE WHILE MAKING THE
MANHOLE CONNECTION.
HISTORICAL RESOURCES PRESERVATION
58. IF PREHISTORIC ARTIFACTS, SUCH AS POTTERY OR CERAMICS, STONE TOOLS OR METAL IMPLEMENTS, OR ANY OTHER
PHYSICAL REMAINS THAT COULD BE ASSOCIATED WITH NATIVE AMERICAN CULTURES, OR EARLY COLONIAL OR AMERICAN
SETTLEMENT ARE ENCOUNTERED AT ANY TIME WITHIN THE SITE AREA, THE PERMITTED PROJECT SHOULD CEASE ALL
ACTIVITIES INVOLVING SUBSURFACE DISTURBANCE IN THE IMMEDIATE VICINITY OF SUCH DISCOVERIES. THE PERMITTEE, OR
OTHER DESIGNEE, SHOULD CONTACT THE NORTH CAROLINA DEPARTMENT OF NATURAL AND CULTURAL RESOURCES.
PROJECT ACTIVITIES SHOULD NOT RESUME WITHOUT VERBAL AND/OR WRITTEN AUTHORIZATION FROM THE DEPARTMENT OF
NATURAL AND CULTURAL RESOURCES.
59. IN THE EVENT THAT UNMARKED HUMAN REMAINS ARE ENCOUNTERED DURING PERMITTED ACTIVITIES, ALL WORK SHALL
STOP IMMEDIATELY AND THE PROPER AUTHORITIES SHALL BE NOTIFIED IN ACCORDANCE WITH CHAPTER 70, ARTICLE 3
NORTH CAROLINA GENERAL STATUTES.
MISCELLANEOUS
60. ALL WORK SHALL BE ACCOMPLISHED IN STRICT ACCORDANCE WITH CONSTRUCTION STANDARDS AND SPECIFICATIONS AND
ALL OTHER APPLICABLE FEDERAL, STATE, AND LOCAL CODES, ORDINANCES, AND REGULATIONS, THE CONTRACTOR SHALL
COMPLY WITH ALL PERMITS BY LOCAL AND STATE AGENCIES.
61, ALL CONSTRUCTION SHALL COMPLY WITH REGULATIONS AND ALL NPDES AND APPROVED EROSION CONTROL PERMIT
CONDITIONS FROM NCDEQ DEMLR, 401C PERMIT CONDITIONS FROM NCDEQ DWR, AND SITE PLAN CONDITIONS FROM PTIA.
THE CONTRACTOR SHALL KEEP A COPY ON-SITE OF ALL PROJECT PERMITS AND APPROVED DRAWINGS. ALL APPLICABLE
PERMITS SHALL BE OBTAINED PRIOR TO COMMENCEMENT OF CONSTRUCTION. A LAND DISTURBANCE PERMIT IS REQUIRED
FOR THIS PROJECT. SEDIMENT AND EROSION CONTROLS SHALL BE INSTALLED PER THESE PLANS.
62, THE SPECIFICATIONS, NOTES, AND PLANS CALL ATTENTION TO CERTAIN REQUIRED FEATURES OF THE CONSTRUCTION, BUT
DO NOT PURPORT TO COVER ALL DETAILS OF DESIGN AND CONSTRUCTION. HOWEVER, THE CONTRACTOR SHALL FURNISH
AND INSTALL THE WORK IN ALL DETAILS IN ITS ENTIRETY AND HAVE IT READY FOR OPERATION.
63. THE CONTRACTOR SHALL MAKE THE PROJECT SITE AVAILABLE FOR REVIEW AND INSPECTION TO ALL APPLICABLE
REGULATORY AGENCIES, ENGINEERING PERSONNEL, AND OWNER REPRESENTATIVES.
64. THE CONTRACTOR & HIS/HER EMPLOYEES SHALL NOT BE ALLOWED INTO ANY EXISTING BUILDINGS. A SUFFICIENT NUMBER
OF PORT -A -JOHNS SHALL BE ON SITE AT ALL TIMES.
65. THE CONTRACTOR SHALL COORDINATE THE CIVIL DRAWINGS TOGETHER WITH THE ARCHITECTURAL, STRUCTURAL,
2 I 3
MECHANICAL, AND PLUMBING DRAWINGS,
66, THE ARRANGEMENT OF DRAWINGS AND/OR THE ORGANIZATION OF THE SPECIFICATIONS INTO DIVISIONS, SECTIONS AND
ARTICLES ARE FOR CLARITY ONLY AND SHALL NOT CONTROL THE CONTRACTOR IN DIVIDING THE WORK AMONG
SUBCONTRACTORS OR IN ESTABLISHING THE EXTENT OF WORK TO BE PERFORMED BY ANY TRADE. THE CONTRACTOR MAY
SUBCONTRACT THE WORK IN SUCH DIVISIONS AS HE/SHE SEES FIT AND IS ULTIMATELY RESPONSIBLE FOR FURNISHING ALL
WORK SHOWN WITHIN CONSTRUCTION DOCUMENTS INCLUDING BUT NOT LIMITED TO DRAWINGS AND SPECIFICATIONS,
67. IN THE EVENT OF INCONSISTENCIES BETWEEN PARTS OF THE CONTRACT DOCUMENTS OR BETWEEN THE CONTRACT
DOCUMENTS AND APPLICABLE STANDARDS, CODES AND ORDINANCES, THE CONTRACTOR SHALL PROVIDE THE BETTER
QUALITY AND/OR GREATER QUANTITY OF WORK, OR COMPLY WITH THE MORE STRINGENT REQUIREMENT: EITHER OR BOTH
IN ACCORDANCE WITH THE ENGINEER'S INTERPRETATION. TECHNICAL SPECIFICATIONS TAKE PRIORITY OVER GENERAL
SPECIFICATIONS AND DETAIL DRAWINGS TAKE PRECEDENCE OVER GENERAL DRAWINGS. ANY WORK SHOWN ON ONE
DRAWING SHALL BE CONSTRUED TO BE SHOWN IN ALL DRAWINGS AND THE CONTRACTOR WILL COORDINATE THE WORK IN
ALL DRAWINGS. IF ANY PORTION OF THE CONTRACT DOCUMENT SHALL BE IN CONFLICT WITH ANY OTHER PORTION, THE
VARIOUS DOCUMENTS COMPRISING THE CONTRACT DOCUMENTS SHALL GOVERN IN THE FOLLOWING ORDER OF
PRECEDENCE: THE OWNER CONTRACT AGREEMENT; MODIFICATIONS, ADDENDA; SUPPLEMENTARY CONDITIONS, THE
GENERAL CONDITIONS; THE SPECIFICATIONS; THE DRAWINGS; AS BETWEEN SCHEDULES AND INFORMATION GIVEN ON
DRAWINGS, THE SCHEDULES SHALL GOVERN; AS BETWEEN FIGURES GIVEN ON DRAWINGS AND THE SCALED
MEASUREMENTS, THE FIGURES SHALL GOVERN; AS BETWEEN LARGE SCALE DRAWINGS AND SMALL SCALE DRAWINGS, THE
LARGER SCALE SHALL GOVERN. ANY SUCH CONFLICT OR INCONSISTENCY BETWEEN OR IN THE DRAWINGS SHALL BE
SUBMITTED TO THE ENGINEER WHOSE DECISION THEREON SHALL BE FINAL AND CONCLUSIVE.
UTILITY OWNER CONTACT LIST:
POWER - DUKE ENERGY
DUKE ENERGY CAROLINAS, 2500 FAIRFAX RD., GREENSBORO, NC 27407
KEY CONTACT: NATHAN PINNIX, ENGINEERING TECHNOLOGIST III, ENGINEERING & CONSTRUCTION PLANNING, CAROLINAS
DELIVERY OPERATION
336-854-4943 (0); 336-8544880 (F); 336-312-6682 (M); [e-mail]
TELECOM - AT&T
100 S. EUGENE STREET, 2ND FLOOR, GREENSBORO, NC 27401
KEY CONTACT: JEFF FRASIER PLANNING AND DESIGN ENGINEER, CONSTRUCTION AND ENGINEERING,
336-379-5908 (0); 336-274-5551 (F); 336-392-4111 (M); [e-mail]
WATER/SANITARY - CITY OF GREENSBORO WATER RESOURCES DEPT
KEY CONTACT: MIKE BORCHERS, ENGINEERING MANAGER, 336-373-2494
MELINDA KING, UTILITY, MAPPING AND RECORDS DESIGN ENGINEER, 336-412-6314 (0),
[e-mail], PO BOX 3136, GREENSBORO, NC 27402-3136
336-373-2033 - UTILITY LOCATES
336-373-2055 - WATER/SEWER AVAILABILITY, STORMWATER INVENTORY MAPS
NATURAL GAS - PIEDMONT NATURAL GAS
KEY CONTACT: SCOTT SHINA, INSIDE SALES SUPERVISOR - ([e-mail])
ANDY ANDREWS, 336-516-2526 - ([e-mail])
CABLE - TIME WARNER
1813 SPRING GARDEN STREET, GREENSBORO, NC 27403
KEY CONTACT: ROGER STANFIELD, PROJECT ENGINEER, 336-215-3742 (M); 336-217-3460 (0); [e-mail]
FUEL PIPELINE - COLONIAL PIPELINE
KEY CONTACT: DAN JACOBSEN, P.E., RELOCATION PROJECT MANAGER,
678-762-2284 (P)
678-315-2826 (M)
FUEL PIPELINE - PLANTATION PIPELINE
KEY CONTACT: TOM BICKELL,
770-751-4245 (P)
770-330-1696 (M)
FIBER OPTIC - LEVEL 3 COMMUNICATIONS
KEY CONTACT: JASON WILLIAMS
336-215-8732 (M)
0
Know what's below.
Call before you dig
BRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
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DESIGNED BY
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DRAWN BY
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CHECKED BY
P.PRAKASH
PROJECT NO./CAD CODE
C07278.001 /GC -001-P. DWG
DATE
08-15-2017
TITLE
GENERAL NOTES
DRAWING NO.
C-001
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ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
P.PRAKASH
DRAWN BY
R. OBERLE
CHECKED BY
P.PRAKASH
PROJECT NO./CAD CODE
C07278.001 /GC -001-P. DWG
DATE
08-15-2017
TITLE
GENERAL NOTES
DRAWING NO.
C-001

E
C
C
M
O N
O Cj
N p
ti N
O �
U
ABBREVIATIONS (NOT ALL ITEMS USED)
AC
ACRE
DHW
DESIGN HIGH WATER
AWWA
AMERICAN WATER WORKS ASSOCIATION
EA
EACH
ADA
AMERICANS WITH DISABILITIES ACT
ESMT
EASEMENT
ACCORD
ACCORDANCE
E
EAST
LP
LOW POINT, LIGHT POLE
EOW
EDGE OF WATER
ADD
1 ADDENDUM
SAN
SANITARY SEWER
M&O
MILL AND OVERLAY
EHPA
ENHANCED HURRICANE PROTECTION AREAS
ADJ
ADJACENT
SSMH
SANITARY SEWER MANHOLE
A/C
AIR CONDITION
ELEC
ELECTRIC
MOT
MAINTENANCE OF TRAFFIC
E.B.
ELECTRIC BOX
AIP
ABANDONED IN PLACE
S
SOUTH
CONTROL DEVICES
EHH
ELECTRIC HAND HOLE
ALT
ALTERNATE
EMH
ELECTRIC MANHOLE
AL, ALUM
ALUMINUM
EL, ELEV
ELEVATION
AASHTO
AMERICAN ASSOCIATION OF STATE HIGHWAY
S/W
SIDEWALK
MHWL
AND TRANSPORTATION OFFICIALS
ERCP
ELLIPTICAL REINFORCED CONCRETE PIPE
ENGR
ENGINEER
ASTM
AMERICAN SOCIETY FOR TESTING MATERIALS
ENT
ENTRANCE
ANCH
ANCHOR
MJ
MECHANICAL JOINT
EQUIP
EQUIPMENT
ANG
ANGLE
SPEC
SPECIFICATION
MISC
MISCELLANEOUS
EXIST
EXISTING
APPROX
APPROXIMATELY
SQ
SQUARE
MOD
MODIFIED
EXP
EXPANSIONEJ
A/E
ARCHITECTURAL/ENGINEERING
SQ IN
SQUARE INCH
STAB
EXPANSION JOINT
ARCH
ARCHITECTURAL
STD
STANDARD
ARCP
ARCH REINFORCED CONCRETE PIPE
FAR
FLOOR AREA RATIO
ACP
ASBESTOS CONCRETE PIPE
FEMA
FEDERAL EMERGENCY MANAGEMENT AGENCY
FOC
FIBER OPTIC
ACSC
ASPHALTIC CONCRETE SURFACE COURSE
FT
FEET
AHJ
AUTHORITY HAVING JURISDICTION
FPS
FEET PER SECOND
ASPH
ASPHALTIC CONCRETE
FFE
FINISH FLOOR ELEVATION
ASSY
ASSEMBLY
FDC
FIRE DEPARTMENT CONNECTION
®
AT
FHA
FIRE HYDRANT ASSEMBLY
AVE
AVENUE
FH
FIRE HYDRANT
AVG
AVERAGE
FW
FIRE WATER
ABT
AUGER BORING TERMINATED
FES
FLARED END SECTION
NIC
NOT IN CONTRACT
FLR
FLOOR
BFP
BACK FLOW PREVENTER
FL
FLOW LINE, FLANGE, FLORIDA
BL
BASE LINE
FTG
FOOTING
BRG
BEARING
FM
FORCE MAIN
BM
BENCH MARK
FDN
FOUNDATION
BETW
BETWEEN
FUT
FUTURE
BITMIN
BITUMINOUS
SYM
SYMBOL
OC
ON CENTER
G
GAS
BLK
BLOCK
SYS
SYSTEM
OCEW
ON CENTER EACH WAY
GA
GAGE
BO
BLOW OFF
OPR
OPERATE
GPD
GALLONS PER DAY
BOT
BOTTOM
TEL
TELEPHONE
OD
OUTSIDE DIAMETER
GPM
GALLONS PER MINUTE
BLVD
BOULEVARD
TEN
TENSION
OH
OVERHEAD
GPS
GALLONS PER SECOND
BLDG
BUILDING
THK
THICK
OHP
OVERHEAD POWER
GALV, GA
GALVANIZED
CI
CAST IRON
GSP
GALVANIZED STEEL PIPE
CB
CATCH BASIN
GV
GATE VALVE
CL, CL
CENTERLINE
GEN
GENERAL
CLF
CHAIN LINK FENCE
GRD
GRADE
CW
DOMESTIC WATER
C. 1.
GRATE INLET
CHV
CHECK VALVE
CND
GROUND
CWS/CWR
CHILLED WATER SUPPLY/RETURN
GFA
GROSS FLOOR AREA
CPUC
CHLORINATED POLYVINYL CHLORIDE PIPE
GWL
GROUND WATER LEVEL
CO
CLEANOUT, CHANGE ORDER
GUT
GUTTER
COL
COLUMN
H/C, H.C.
HANDICAP
CA
COMPRESSED AIR
0
PHASE
HD
HEAD
CONC
CONCRETE
UE
UTILITY EASEMENT
PB
PLAT BOOK
HDR
HEADER
CBS
CONCRETE BLOCK AND STUCCO
UGE
UNDERGROUND ELECTRICAL
PNT
POINT
H
HIGH
CMU
CONCRETE MASONRY UNIT
USF
U.S. FOUNDRY
PC
POINT OF CURVATURE
HGWL
HIGH GROUND WATER LEVEL
COND
CONDENSATE DRAIN
PVC
POLYVINYL CHLORIDE PIPE, POINT
HWY
HIGHWAY
CONN
CONNECTION
VOL
VOLUME
PVI
POINT OF VERTICAL INTERSECTION
HP
HIGH POINT
CONST
CONSTRUCTION
VCP
VITRIFIED CLAY PIPE
PT
POINT OF TANGENCY
HORIZ
HORIZONTAL
CJ
CONSTRUCTION JOINT
W
WATER, WEST, WIDE
PVT
POINT OF VERTICAL TANGENCY
HB
HOSE BIBB
CONT
CONTINUOUS
WD
WALKWAY DRAIN
CONTR
CONTRACTOR
I.A.W.
IN ACCORDANCE WITH
COORD
COORDINATE
INC
INCORPORATED
CMP
CORRUGATED METAL PIPE
ID
INSIDE DIAMETER
CPEP
CORRUGATED POLYETHYLENE PIPE
IN
INCH
CU FT, CF
CUBIC FEET
INV
INVERT
CFM
CUBIC FEET PER MINUTE
I.E.
INVERT ELEVATION
CFS
CUBIC FEET PER SECOND
ITV
INSTRUCTIONAL TELEVISION
CU IN
CUBIC INCH
W/0
WITHOUT
CY
CUBIC YARD
JD
JURISDICTIONAL DETERMINATION
CRV
CURVE
JT
JOINT
PP
POWER POLE
JCT BOX, J.B.
JUNCTION BOX
A
DELTA
DEPT
DEPARTMENT
L
LENGTH
DET
DETAIL
LS
LIFT STATION
DIAG
DIAGONAL
LBR
LIMEROCK BEARING RATIO
DIA, G
DIAMETER
NOTE:
DIM
DIMENSION
ABBREVIATI❑NS
SHOWN MAY OR MAY NOT
RCRA
RESOLVE CONVERSATION AND RECOVERY
BE USED,
DIV
DIVISION
DBL
DOUBLE
DS
DOWNSPOUT
DE
DRAINAGE EASEMENT
DWGS
DRAWINGS
DIP
DUCTILE IRON PIPE
1
2
LF
LINEAR FEET
RPM
REVOLUTIONS PER MINUTE
LG
LONG
ROW, R/W
RIGHT OF WAY
LOC
LIMITS OF CONSTRUCTION
RD
ROOF DRAIN
LONG
LONGITUDE
RT
RIGHT
LP
LOW POINT, LIGHT POLE
SAN
SANITARY SEWER
M&O
MILL AND OVERLAY
SS
SANITARY SEWER
MAINT
MAINTENANCE
SSMH
SANITARY SEWER MANHOLE
MH
MANHOLE
SCHED, SCH
SCHEDULE
MOT
MAINTENANCE OF TRAFFIC
SECT
SECTION
MUTCD
MANUAL OF UNIFORM TRAFFIC
S
SOUTH
CONTROL DEVICES
SE
SOUTH EAST
MFR
MANUFACTURER
SW
SOUTH WEST
MATL
MATERIAL
SH
SHEET
MAX
MAXIMUM
S/W
SIDEWALK
MHWL
MEAN HIGH WATER LEVEL
SLP
SLOPE
MLWL
MEAN LOW WATER LEVEL
SB
SETBACK
MECH
MECHANICAL
MJ
MECHANICAL JOINT
SP
SAMPLE POINT
MIN
MINIMUM
SPEC
SPECIFICATION
MISC
MISCELLANEOUS
SPR
SPRING
MES
MITERED END SECTION
SQ
SQUARE
MOD
MODIFIED
SF
SQUARE FEET
MTW
MEASURED TOP OF WATER
SQ IN
SQUARE INCH
STAB
STABILIZE
NPDES
NATIONAL POLLUTANT DISCHARGE
STD
STANDARD
ELIMINATION SYSTEM
SDR
STANDARD DIMENSION RATIO
NWL
NORMAL WATER LEVEL
STA
STATI O N
N
NORTH
STL
STEEL
NE
NORTH EAST
STOR
STORAGE
NW
NORTH WEST
SD
STORM DRAIN
N/A
NOT APPLICABLE
SS
SANITARY SEWER
NIC
NOT IN CONTRACT
ST
STREET
NTS
NOT TO SCALE
SUE
SUBSURFACE UTILITY ENGINEERING
NO
NUMBER
SURF
SURFACE
SYM
SYMBOL
OC
ON CENTER
D
SYS
SYSTEM
OCEW
ON CENTER EACH WAY
OPNG
OPENING
OPR
OPERATE
TAN
TANGENT
ORIG
ORIGINAL
TEL
TELEPHONE
OD
OUTSIDE DIAMETER
TEMP
TEMPORARY
OS&Y
OUTSIDE SCREW AND YOKE
TEN
TENSION
OH
OVERHEAD
TB
TEST BORING
OE
OVERHEAD ELECTRICAL
THK
THICK
OHP
OVERHEAD POWER
THRU
THROUGH
TOB
TOP OF BANK
PG
PAGE
TC
TOP OF CURB
PRKG
PARKING
TF
TOP OF FOUNDATION
PS
PARKING SPACE
TR
TOP OF RAIL
PVMT
PAVEMENT
TW
TOP OF WALL
PERF
PERFORATED
TYP
TYPICAL
PERP
PERPENDICULAR
0
PHASE
UE
UTILITY EASEMENT
PB
PLAT BOOK
UGE
UNDERGROUND ELECTRICAL
PNT
POINT
USACE
U.S. ARMY CORPS OF ENGINEERS
POC
POINT OF CONNECTION
USF
U.S. FOUNDRY
PC
POINT OF CURVATURE
UTIL
UTILITY
PI
POINT OF INTERSECTION
PVC
POLYVINYL CHLORIDE PIPE, POINT
VERT
VERTICAL
OF VERTICAL CURVATURE
VOL
VOLUME
PVI
POINT OF VERTICAL INTERSECTION
VCP
VITRIFIED CLAY PIPE
PT
POINT OF TANGENCY
W
WATER, WEST, WIDE
PVT
POINT OF VERTICAL TANGENCY
WD
WALKWAY DRAIN
P.H.
POST HYDRANT
WM
WATER METER, WATER MAIN
PIV
POST INDICATOR VALVE
WWF
WELDED WIRE FABRIC
LB
POUND
W/
WITH
PSF
POUNDS PER SQUARE FOOT
W/0
WITHOUT
PSI
POUNDS PER SQUARE INCH
WV
WATER VALVE
PP
POWER POLE
PL,
PROPERTY LINE
PLC, PLCS
PLACE, PLACES
PO
PUBLIC OWNERSHIP
PUE
PUBLIC UTILITY EASEMENT
R&O
REMOVAL AND OVERLAY
R
RADIUS
RCRA
RESOLVE CONVERSATION AND RECOVERY
ACT
RED
REDUCER
REF
REFERENCE
REINF
REINFORCED
RCP
REINFORCED CONCRETE PIPE
REQ'D
REQUIRED
REV
REVISED, REVISION
3 I 4
LEGEND (NOT ALL ITEMS USED)
DESCRIPTION NEW
BUILDING OR STRUCTURE
GENERAL DEMOLITION
PAVEMENT REFRESH — REMOVAL
AND OVERLAY
ASPHALT PAVEMENT OVERLAY MILL
AND IN—PLACE RUBBILIZE CONCRETE
FULL PAVEMENT DEMOLITION
MAINTENANCE WITH LIMITED
PAVEMENT DEMOLITION
DEMOLITION BY OTHERS (NOT
PART OF THIS PROJECT)
UTILITY INSTALLATION
CONCRETE PAVEMENT
GRAVEL SURFACE
HEAVY DUTY ASPHALT PAVEMENT
MEDIUM DUTY PAVEMENT
HEAVY DUTY ASPHALT PAVEMENT
WITH RUBBLE BASE
SANITARY SEWER & FORCE MAIN
STORM DRAIN
STORM DRAIN STRUCTURE
POTABLE WATER LINE
FIRE WATER LINE
FIRE HYDRANT
POST INDICATOR VALVE
VALVE
SPOT ELEVATION
CONTOUR LINE
CONTROL POINT
GAS LINE
UNDERGROUND ELECTRIC
SILT FENCE
PROPERTY LINE
LIMITS OF DISTURBANCE
FENCE
LIGHT POLE
MONITORING WELL
TREE
EDGE OF PAVEMENT
GRAVEL DEBRIS/DEGRADED
ASPHALT PAVEMENT
COMMUNICATIONS
ADA ACCESSIBLE ROUTE
CLEANOUT
W
F
2)
xx.x
_16—
EXISTING
SS
3 EM
---- STRM
— W W W
0
WV
N
X 21.05
0
G G
UGE
0
MW
0
cux
0
0
Know what's below.
Call before you dig
rBRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
P.PRAKASH
DRAWN BY
R. OBERLE
CHECKED BY
P.PRAKASH
PROJECT NO./CAD CODE
C07278.001 /GC -001-P. DWG
DATE
08-15-2017
TITLE
LEGEND AND
ABBREVIATIONS
DRAWING NO.
C-002
F__
1
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Know what's below.
Call before you dig
rBRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
P.PRAKASH
DRAWN BY
R. OBERLE
CHECKED BY
P.PRAKASH
PROJECT NO./CAD CODE
C07278.001 /GC -001-P. DWG
DATE
08-15-2017
TITLE
LEGEND AND
ABBREVIATIONS
DRAWING NO.
C-002

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UT-----UT-----UT----UT-----UT-----UT-----UT-----UT-----UT-----UT---- -OT-- -
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DEMOLITION PLAN
1"=20'
1 1 2 I 3 I 4 I 5
GENERAL NOTES:
1. EXISTING CONDITIONS ARE BASED UPON COMPOSITE DATA FROM MULTIPLE SOURCES,
INCLUDING THE WK DICKSON DRAWINGS C4 AND C5 DATED 4/15/16 SIGNED AND SEALED BY
RANDALL A. BROOKSHIRE. THE BRPH DRAWINGS TITLED "HAECO - NEW FACILITY", 3/6/17, AND
ADDITIONAL SURVEY DATA PROVIDED BY DMP ENGINEERS & SURVEYORS ON 06/29/2017.
2. STRIPING LOCATIONS IN EXISTING PARKING LOT ARE ESTIMATED BASED ON FIELD
MEASUREMENTS PROVIDED BY BE&K.
NOTES:
2-1 FILL WITH NON -SHRINK GROUT AND ABANDON OR REMOVE EXISTING 15"0 STORM PIPE AND
FLARED END SECTION AND PLUG WEST OPENING IN STRUCTURE 51. MAIN TRUNK LINE
THROUGH STRUCTURE 51 TO REMAIN INTACT AND UNOBSTRUCTED.
2-2 REMOVE EXISTING STRUCTURE TOP SLAB, ADD RISER SEGMENTS, AND ADJUST
STRUCTURE RIM TO MATCH PROPOSED SURFACE ELEVATION.
2-3 REMOVE EXISTING CHAIN LINK FENCE.
2-4 REMOVE PORTION OF EXISTING CURB.
2-5 REMOVE EXISTING PARKING STRIPING TO ACCOMMODATE DRIVE AISLE ENTRANCE.
2-6 PROTECT EXISTING 12" V.C.P. SANITARY SEWER DURING CONSTRUCTION.
2-7 EXISTING PIPE AND STRUCTURE OUTFALL TO BE FIELD VERIFIED.
2-8 STRUCTURE 51 TOP SLAB TO BE REPLACED WITH SOLID TOP AND BURIED.
0 10' 20' 40' 60'
!%iiiiii
SCALE: 1" = 20'
EBRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION A
ISSUE FOR PERMIT DESIGN DOCUMENTS
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ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
P.PRAKASH
DRAWN BY
R. OBERLE
CHECKED BY
P.PRAKASH
PROJECT NO./CAD CODE
C07278.001/C-101_DEMO PLAN_07278-P.DWG
DATE
08-15-2017
TITLE
DEMOLITION PLAN
DRAWING NO.
IIIIIIII,

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E: 1725251.03
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\ O E: 1725287.26
N: 855308.06
E: 1725262.02
0
18'
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N: 855376.52
32-6
100 PARKING SPACES
26-1
32-6
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32-4
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5'
26-1
N: 855441.84�T N
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IN: 856.52'
OU T- 856.47'
N: 855544.21
E: 1725391.31
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32-5
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E: 1725433.87
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MATCH POINT S 91
S SD 1 SD LD T s �T
i SEE DRAWING C-122 N: 855262.65 EO
FOR CONTINUATION 32-9 E: 1725249.37 I " 0 A K
N: 855292.85
E: 1725283.46 J I A R Y
N: 855290.89
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1 I 2
SITE PLAN
1"=20'
3
4 I 5
GENERAL NOTES:
1. EXISTING CONDITIONS ARE BASED UPON COMPOSITE DATA FROM MULTIPLE SOURCES,
INCLUDING WK DICKSON DRAWINGS C4 AND C5 DATED 4/15/16 SIGNED AND SEALED BY RANDALL
A. BROOKSHIRE, THE BRPH DRAWINGS TITLED "HAECO - NEW FACILITY", 3/6/17, AND ADDITIONAL
SURVEY DATA PROVIDED BY DMP ENGINEERS & SURVEYORS, 6/29/17.
2. PER PROVISIONS OF NORTH CAROLINA BUILDING CODE (2012), SECTION 1106.6, 4 ADDITIONAL
ADA PARKING SPACES SHALL BE PROVIDED IN PARKING AREA ADJACENT TO ACCESSIBLE
ENTRANCES AT HANGAR BASEMENT LEVEL, AS THESE LOCATIONS PROVIDE GREATER
ACCESSIBILITY AND REDUCED TRAVEL DISTANCE. SUPPLEMENTAL SKETCH C-SK001, ISSUED
FOR "HAECO - NEW FACILITY", DATED 11-23-2016.
NOTES:
3-1 PROVIDE 6" THICK RAISED CONCRETE SIDEWALK.
3-2 PROVIDE NCDOT 6" CONCRETE CURB AND GUTTER (1'-6" WIDE NON -MOUNTABLE CURB AND
GUTTER PER NCDOT STANDARD DRAWING 846.01).
3-3 PROVIDE VALLY GUTTER PER NCDOT STANDARD DRAWING 846.01.
26-1 PROVIDE SITE LIGHTING. SEE ELECTRICAL DRAWINGS FOR ADDITIONAL INFORMATION.
32-1 PROVIDE ASPHALT DRIVE WAY CONNECTION. SAW CUT EXISTING ROAD EDGE FOR CLEAN
STRAIGHT CONNECTION.
32-2 PROVIDE 2' WIDE, WHITE, PAINTED THERMOPLASTIC STOP BAR ALONG WITH MUTCD R1-1
"STOP" SIGN AND POST.
32-3 PROVIDE (2) 4" WIDE, YELLOW, PAINTED STRIPES 4" APART ALONG DRIVE WAY CENTER
LINE.
32-4 PROVIDE 4" WIDE, WHITE, PAINTED PARKING STRIPING.
32-5 PROVIDE 4" WIDE, WHITE, PAINTED GORE STRIPING.
32-6 PROVIDE MEDIUM DUTY ASPHALT PAVEMENT.
32-7 PROVIDE W -BEAM BARRIER RAIL.
32-8 PROVIDE ALUMINUM HANDRAIL. SEE DETAIL.
32-9 PROVIDE 6' DECORATIVE ALUMINUM FENCE. BASIS OF DESIGN: AMERISTAR ECHELON II,
MAJESTIC STYLE, 3 -RAIL SYSTEM.
32-10 PROVIDE 6' CHAIN LINK FENCE. SEE DETAIL.
32-11 INSTALL TURNSTILE, ADA GATE, AND CARD READER AND CONNECT TO ADJACENT FENCE.
BASIS OF DESIGN: BOON EDAM TOMSED, TURNLOCK 100, MODEL #THT-100EC2N AND
THG-51 EC. SEE ELECTRICAL FOR ADDITIONAL INFORMATION.
32-12 PROVIDE WHEEL STOPS.
32-13 PROVIDE RETAINING WALL AND STAIRS. SEE DETAILS ON DRAWING C-510.
SITE CHARACTERISTICS:
ADDRESS:
623 RADAR ROAD, GREENSBORO, NC 27410
PROPERTY ID NUMBER(S):
GUILFORD COUNTY #0154609
PTIA LAND USE:
AVIATION RELATED/ AVIATION RELATED UNDEVELOPED
FLOOD ZONE:
ZONE X (PANEL 3710782500J, 06/18/2007)
TOTAL DISTURBED AREA:
1.80 AC
IMPERVIOUS AREA:
0.80 AC
PERVIOUS AREA:
1.00 AC
TOTAL PARKING
PROVIDED:
100 SPACES (THIS LOT)
STANDARD PARKING:
100 SPACES (THIS LOT)
ACCESSIBLE PARKING:
4 REQUIRED (TO BE PROVIDED ADJACENT TO ACCESSIBLE
ENTRANCES AT HANGAR #4 AND HANGAR #5)
0 10' 20' 40' 60'
SCALE: 1" = 20'
BRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION
ISSUE FOR PERMIT DESIGN DOCUMENTS
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ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
P.PRAKASH
DRAWN BY
R. OBERLE
CHECKED BY
P.PRAKASH
PROJECT NO./CAD CODE
C07278.001/C-121 SITE PLAN_07278-P.DWG
DATE
08-15-2017
TITLE
SITE PLAN
DRAWING NO.
11.

O M
O j
W
N p
6 N
U
O Lo
L a5
E
C
C
V,
�T SITE PLAN
` Y 1"=20'
GENERAL NOTES:
1. EXISTING CONDITIONS ARE BASED UPON COMPOSITE DATA FROM MULTIPLE SOURCES,
INCLUDING WK DICKSON DRAWINGS C4 AND C5 DATED 4/15/16 SIGNED AND SEALED BY RANDALL
A. BROOKSHIRE, THE BRPH DRAWINGS TITLED "HAECO - NEW FACILITY", 3/6/17, AND ADDITIONAL
SURVEY DATA PROVIDED BY DMP ENGINEERS & SURVEYORS, 6/29/17.
2. PER PROVISIONS OF NORTH CAROLINA BUILDING CODE (2012), SECTION 1106.6, 4 ADDITIONAL
ADA PARKING SPACES SHALL BE PROVIDED IN PARKING AREA ADJACENT TO ACCESSIBLE
ENTRANCES AT HANGAR BASEMENT LEVEL, AS THESE LOCATIONS PROVIDE GREATER
ACCESSIBILITY AND REDUCED TRAVEL DISTANCE. SEE CONSTRUCTION RFI #
NOTES:
32-9 PROVIDE U DECORATIVE ALUMINUM FENCE. BASIS OF DESIGN: AMERISTAR ECHELON II,
MAJESTIC STYLE, 3 -RAIL SYSTEM.
SITE CHARACTERISTICS:
ADDRESS:
623 RADAR ROAD, GREENSBORO, NC 27410
PROPERTY ID NUMBER(S):
GUILFORD COUNTY #0154609
PTIA LAND USE:
AVIATION RELATED/ AVIATION RELATED UNDEVELOPED
FLOOD ZONE:
ZONE X (PANEL 3710782500J, 06/18/2007)
TOTAL DISTURBED AREA:
1.80 AC
IMPERVIOUS AREA:
0.80 AC
PERVIOUS AREA:
1.00 AC
TOTAL PARKING
PROVIDED:
100 SPACES (THIS LOT)
STANDARD PARKING:
100 SPACES (THIS LOT)
ACCESSIBLE PARKING:
4 REQUIRED (TO BE PROVIDED ADJACENT TO ACCESSIBLE
ENTRANCES AT HANGAR #4 AND HANGAR #5)
0 10' 20' 40' 60'
!%—E�
SCALE: 1" = 20'
1 2 3 4 5 6
BRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION A
ISSUE FOR PERMIT DESIGN DOCUMENTS
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ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
P.PRAKASH
DRAWN BY
R. OBERLE
CHECKED BY
P.PRAKASH
PROJECT NO./CAD CODE
C07278.001/C-121_SITE PLAN_07278-P.DWG
DATE
08-15-2017
TITLE
SITE PLAN
DRAWING NO.
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ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
P.PRAKASH
DRAWN BY
R. OBERLE
CHECKED BY
P.PRAKASH
PROJECT NO./CAD CODE
C07278.001/C-121_SITE PLAN_07278-P.DWG
DATE
08-15-2017
TITLE
SITE PLAN
DRAWING NO.
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CONCRETE DROP INLET 868.33 866 CONCRETE DROP INLET -
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2 _ / / E: 1725341.1221 s63 E: 1725433.9061
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� GRADING AND DRAINAGE PLAN
1"=20'
1 2 3 4 5
GENERAL NOTES:
1. ALL MANHOLE STRUCTURES, FRAMES AND GRATES WITHIN THE PARKING AREA SHALL BE
RATED FOR HS -20 VEHICLE LOADS.
2. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR ALL DRAINAGE STRUCTURES.
3. IT IS ASSUMED PER DISCUSSIONS WITH NCDEQ THAT NO NEW STORMWATER QUANTITY OR
QUALITY MEASURES ARE NECESSARY TO SUPPORT THESE IMPROVEMENTS, AND THE
ADDITIONAL IMPERVIOUS AREA INTRODUCED BY THE PARKING LOT AND SIDEWALK WILL BE
ROUTED VIA SUBSURFACE CONVEYANCE TO THE EXISTING BIORETENTION AREA.
NOTES:
0 10' 20' 40' 60'
!%iiiiii
SCALE: 1" = 20'
EBRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION A
ISSUE FOR PERMIT DESIGN DOCUMENTS
® CU
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1111 I I I IA
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001 /C -141 -DRAT NAGE-07278-P. DWG
DATE
08-15-2017
TITLE
GRADING AND
DRAINAGE PLAN
DRAWING NO.
m
142 k
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RIM: 857.50 I I I E: 1725178.9878
NE INV: 841.19 I I /o RIM: 854.40
NW INV: 839.19 I I '`SE INV-844-.25-
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STRC-143 ��` 871.37 TC 87o.s7 870
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4' PRECAST MANHOLE
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STRC-182 1 I I
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'L RIM: 870.65
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869.90
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RIM: 876.88 I I / / // 869.632 0P - -�a9 / 869.47 I
I / / / / 869.97 TC a 0.5% 2.0% 870.17 TC
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0.50%- // ��j /jl 869.08
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e 868.83 TC 867 STRC 181 868
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CONCRETE DROP INLET 868.33 866 CONCRETE DROP INLET -
i/ N: 855324.1548 __js64 865 N: 855410.8734
2 _ / / E: 1725341.1221 s63 E: 1725433.9061
N: 855194.1689- RIM: 868.05 862 RIM: 868.04
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RIM: 851.50 moi/ / 860 NW INV: 860.67 _
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EX. ASPHALT PAVED DRIVE
UT --UT-----UT-----UT-----UT-----UT-----UT-----UT-----UT----
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T-1IT-----IIT-----UT-----UT-----UT----- -FO-----FO-----FO-----FO-----
� GRADING AND DRAINAGE PLAN
1"=20'
1 2 3 4 5
GENERAL NOTES:
1. ALL MANHOLE STRUCTURES, FRAMES AND GRATES WITHIN THE PARKING AREA SHALL BE
RATED FOR HS -20 VEHICLE LOADS.
2. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR ALL DRAINAGE STRUCTURES.
3. IT IS ASSUMED PER DISCUSSIONS WITH NCDEQ THAT NO NEW STORMWATER QUANTITY OR
QUALITY MEASURES ARE NECESSARY TO SUPPORT THESE IMPROVEMENTS, AND THE
ADDITIONAL IMPERVIOUS AREA INTRODUCED BY THE PARKING LOT AND SIDEWALK WILL BE
ROUTED VIA SUBSURFACE CONVEYANCE TO THE EXISTING BIORETENTION AREA.
NOTES:
0 10' 20' 40' 60'
!%iiiiii
SCALE: 1" = 20'
EBRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION A
ISSUE FOR PERMIT DESIGN DOCUMENTS
® CU
_ CL 0
C06 'a 3
a
O
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.2 9
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043916
/S'O .
1111 I I I IA
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001 /C -141 -DRAT NAGE-07278-P. DWG
DATE
08-15-2017
TITLE
GRADING AND
DRAINAGE PLAN
DRAWING NO.
m

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II E: 1725008.9318 I l l 1 III MES
II RIM: 869.60 I I I I I I I I III : 855560.7948\ \ ) DRAINAGE AREA =58.17 AC.
II NE INV: 851.21 I I IIIII I I E: 1725062.1800 \\\\ \ \\\\ \\ \ \ l I 1 10YR Q =98 CFS
IIII I I I I I I I I RIMIDISTIR111 AREA =11.37 AC
.
IIII IIII I III III III I I I I 854.96
SW INV: 851.00 11 OYR Q (DISTURBED AREA) =5.64 CFS
REQUIRED VOLUME _2,466
�
CF
IIIII I I III III I IIII \ \ \ \ \ I \ I I PROPOSED VOLUME =88,044 CF
REQUIRED SURFACE AREA _2,453 SF
IIIII I III III I I o \\ \ \\ \\ I\ \ \ PROPOSED SURFACE AREA _28,775 SF
BASIN DIMENSIONS _170X130
BASIN BOTTOM ELEVATION _847,67
III I I I I I \ \ \ \ I
�X\TZ
TOP OF DAM ELEVATION =857 /-1 �
II II II I IIIIIN R 86
1 :\ 1
II IIII I I I IIIII M \ I �
POROUS BAFFLES. C 54 (v 8 144
III I SEE DETAILS.\ \ \ I
I - - - -
I I I I I I III I N: 855571.1260 � \ � - - - - - -
III I T2Mb RW Y S I MER. E: 1725273.65281 \ \ 4,Q7
- �RIM: 856.50 I 29 LF 2 "RCPCQi°
S D TAIL. INI NEINV:853.38 '` •'
SW INV: 85107\I J P: 873.82'
EDM N SNdsN�SL.I..► I
ST -130 /N: 856.52'
I 24" RCP
- \
@ 0.40% I N: 5597.2676
35 MES E: 1 25286.5522 OU % 856.4 7
N:1 55.4513 \ I cn RI 864.50
IIIII IIII III I I I 7 LF 48" R 0 52% E: 1 '65.7847 II \ S NV: 856.90
k,M: 853.33
II IIIII 3I I III N INV: 851.00 -
I I N. 85 414.7298 III 34 I I I /� 52 855596.9764 1
E: 172 3179.4978 I I 11 '55452.2436 I I I 1 /, : 1725289.7752
IIIIII I I `1 I (1r \ \ N: 855529.9587
M: 857.50 o i 725178.9878 J � , M: 864.50
IINEI V: 841.19 I I I I ` �Q RIM: 854.40 I I I I �QI E: 1725307.9869 :857.00 -
II IIIII NW IN :839.19 II \ \ / /� --SE INV: 844.25 - - _� I� RIM: 856.28 N . 854.00
Q SE 839.09
�� \X' IN : 849.00
II :/ _ \\/ SE INV: 842.86
II Myr I 1 _----- -_ ,
10 I I -�� MONITORING WELL
IN: 855426.7178
E: 1725192.1452 I I \ \ \\\ \\ 1
RIM: \ 856.08
NW INV: 844.11
\
II \ �
\�\ \\\ SW INV: 841.28 I I rco
STRC-161_cn I I I I I r
N: 855156.2310 STRC-142 h II \\� \\\\\ \\ \ \ \\ \ I I o I cn 111 I I I I
E: 1725125.0082 N: 855259.5554
RIM: 876.50 E: 1725143.5732 i I I \ \\ 1 1 -I I I I I I I HANGAR 4
SE INV: 873.40 RIM: 877.76 I I I I I I I I I I I I I SE PARKING
II STRC-143 � \ � I\ I I
a
NE INV: 870.54 6.0492
39 F 10" PVC @ 1.00% I I E: 187251871 5926 // 1 1 1 1 1 I I I I J I IN I I I I I I II
� 1 111 I11� 1 �I I I
31 _ IM
'' RIM: 877.49 / T I � N I I I I I
II SE INV: 869.86
7.3325 a I I I I
3.4275 SW INV: 870.16
877.50 3 \ I I NW INV: 869.86 ,/o IIII I I I I I I I I II I
871.06 N II / I III IIIII III I I I I I I I I I I ` ,/ \
873.40 M I I /� I REMOVE EXISTING PIPE AND I I I pill I I I I I I I
870.94 12 LF 18" HDPE WITH 18"x16" REDUCER @ 0.00 /° Q l I l l 111 l I END STRUCTURE BEFORE FILL I I I I I I \
859.48 or 11
// l I I I OPERATIONS I 19 LF 12 inch ICP @ 0.65° I I I \
NEW HANGAR 5
30 II /N ����� �� EX. INV: 65U. ? '
N: 85523 .8212 r I I / / // / // / / / N " EES �_ 0 IMI
_ _ _ _ E: 1725 1.9225Il A.
c RI : 876.88 I I / 51
@ - -----_ @ WI V: 870.33_ /� //����� I1
RCP 0.85%_ 123 LF 15" RCP 0.50%
- � N: 855430.1948
P6 1725404 3876
EX. SSMH
TOP: 873.73'
INV.IN: 864.43'
INV.OUT: 864.40'
RIM: 853.35 OAK
�60- CD
55121.2087- - - - CD
N: 855194.1689. 1i/ // /� //// \ // _ _ - \ ` E •C.AK=
_ E. 1725291.5693. �/ / „
25158.1892CIO - l j
RIM: 864.50- - RIM: 851.50---N'� /
_ - NE INV: 836.71_
INV: 855.88 - _ - -
0- -_ NW INV: 834.11 i / / / '-� _� - - - /_ / 5 0.1246 /
1155094.6616 - 33.61 i/ /�///�� �_�` �`�-�P L 1 @ 150% i c 321070 \ \ 24" OAK -
�i�- -24a R _ __ r -------- I
-- ---- ---- -_ _ >_ __-_840.53
--1
Iu 852.80 - -� / / N : 840.43 \\ I _ --� -
- J 1 _- _ _ I OW
V7 8•� 2 i�M N: 855084.2719 -EX-� I�b3= i it- // / \ OWN�F
` = 59 L) E: 1725202.7667'---f_ __- -1.71% - / /---�--�W OVA - 1 �_ RY CON5Tftt1ET19PE- - - R�(A(J I T - /
-- N: 855037.4365 3 oo°I° = J RIM: 841.17 -123 �F RCP
PC 111 @ 0vG 0 _ P vlpE EXCAVATED \ \� X. OVER _
_ °' -� ( SF.etI�AENT STO gE AREA �,�SI `�1- - SS
E' �'^ CP C1--111 @ 0 W3` NE INV: 831.50 . _ - - - - -- L \ \ P Q� JJNI?f�- AVOINPC 58�- -
4'1.042.00
LFR / (1' DEE , 3� SIDE SLOPES) -� -
RI v . 042.00 I I NE INV: 834.32 50 LF RCP CL -III @ 0.50%.,38 131 LF RCP CL -III @ 3.05% _ -_ -
NE INV: 836.84 ! - SW INV 835.5E _ - �� i N: 855126.11 6 _ j- �_ _ 7 --)-
-UE NW INV' ° / E: 1725251.0 59 ` - U 8 4� _��yE _ EX. FFA _ =E U� ' =--U /U / G
14 LF RCP CL -III @ 0.50 /o - -
SWINE.- -- ,C - E ___ -
`c; SE INV: 831.29. - R RIM: 844.39 - - y�
- -- - -- -�- 37z7
---- yld - - W �- �- __= pr/ =-W /�-1-- W-- -- W - w= j ---- G� -
\ 55 W- SE INV: 834.7 W- N: 855219.107_� _- �♦ W __ - W-------G----�`- -G---/
-- E_ UE---- � -- UE----�-CIE-----U-----UE---f G - - - N: 855094.6616 UE-- i40 E: 1725343.707--� - �' is G G
G--- t o� N: 855116.5 51 G ----- -----G---- G--
c C E. 1725183.3522 - - - G - - - - G E: 1725261. 628 - - - - - G - - RI M: 843.79 �-rl ✓ R A R R 0 A D SR 4 071
4 `3� 7 RIM: 852.80 SW INV. 841.04 -
\ CO r - NW INV: 844.85 RIM: 839.50
\ \ <N / NW INV: 83 .74 E�, ASPHALT PAVED DRIVE
lay C UT-----UT-----UT-----UT-----UT
�------UT-----UT-----UT-----UT-----UT----- FO-----FO-----FO-----F
Uri \ \ \ FO ----- FO -----
_ -FO- UT- o-UT>�--UT -AUT-----UT----UT-----{�T-----UT-----UT-----UT-----UT-----UT-----UT-----UT----UT-----U -----
FO ----- FO -----
\'F---FO-��-FO---� FO---- 0-----FO-----FO-----FO-----FO-----FO-----FO-----FO-----FO-----FO R/W
R/W - - R/W - -
R /U''
R/W II I R/W - - R/W - - - -
R/W - -
I
II
II
� PHASE 1 EROSION CONTROL PLAN
1 "=30'
1 2 3 4 5
GENERAL NOTES:
1. SITEWORK SHALL NOT COMMENCE UNTIL HANGAR PROJECT SITE IS STABILIZED AND EXISTING
SEDIMENT BASIN IS NO LONGER NEEDED.
2. THIS PROJECT SHALL UTILIZE THE PREVIOUSLY PROPOSED BIORETENTION AREA (PART OF NEW
HANGAR SCOPE) AS AN INTERIM SEDIMENT BASIN. AREA SHALL NOT BE CONVERTED TO
BIORETENTION CELL (INCLUDING INSTALLATION OF FILTER MEDIA AND UNDERDRAINS) UNTIL
ALL DISTURBED AREAS WITHIN THIS PROJECT HAVE BEEN STABILIZED.
3. EROSION AND SEDIMENTATION CONTROL MAINTENANCE CONTACT:
TOMMY MORROW, BE&K BUILDING GROUP
EMAIL: [e-mail]
TELEPHONE: [phone]
4. PHASING PLAN SHEETS MAY OR MAY NOT SHOW ALL ITEMS THAT ARE TO BE DEMOLISHED WITH
THESE PLANS. CONTRACTOR TO USE EXISTING CONDITIONS AND DEMOLITION PLAN SHEETS
FOR COMPREHENSIVE DEMOLITION ITEMS.
5. ALL FILL OPERATIONS SHOWN ON THESE PLANS SHALL BE CONSTRUCTED PER THE PROJECT
SPECIFICATIONS FOR COMPACTION AND LIFT HEIGHTS AND/OR AT THE DIRECTION OF THE
GEOTECHNICAL ENGINEER DURING CONSTRUCTION.
6. TEMPORARY GROUNDCOVER SHALL BE PLACED ON EXPOSED SLOPES WITHIN 14 CALENDAR
DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS IN DETAIL 2/C-506 WITHIN THE GROUND
COVER SCHEDULE.
7. TEMPORARY GROUNDCOVER SHALL BE PLACED ON EXPOSED SWALES OR DITCHES WITHIN 7
CALENDAR DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS IN DETAIL 2/C-506 WITHIN
THE GROUND COVER SCHEDULE.
8. ONCE FINAL GRADING AND STABILIZATION IS COMPLETE, APPLY PERMANENT SEEDING
MIXTURES PER DETAIL 2/C-506.
9. TEMPORARY CONSTRUCTION FENCE AS SHOWN ON SHEETS C-181, C-182, & C-183 AND
TEMPORARY CONSTRUCTION ENTRANCES AS SHOWN ON SHEETS SHEETS C-181, C-182, & C-183
ARE TO REMAIN IN-PLACE UNTIL ALL CONSTRUCTION IS COMPLETE.
10. CONTRACTOR SHALL NOT USE THESE PHASING PLANS FOR STAKING/LAYOUT PURPOSES.
THESE PHASING PLANS ARE ONLY MEANT TO CONVEY THE STEPS NECESSARY FOR PROPER
EROSION CONTROL MEASURES. THE PHASING DRAWINGS MAY OR MAY NOT SHOW ALL
CONTRACT ITEMS THAT MUST BE INSTALLED. THE CONTRACTOR SHALL REFER TO THE
EXISTING CONDITIONS AND DEMOLITION PLAN, THE SITE LAYOUT AND UTILITY PLAN, AND
GRADING AND DRAINAGE PLAN FOR COMPLETE LINE ITEM QUANTITIES.
11. RUNOFF FROM NON -STABILIZED AREAS MUST BE DIRECTED TOWARDS THE APPROVED
EROSION CONTROL MEASURES AS SHOWN ON THE PLANS AT ALL TIMES.
12. WHILE ESTABLISHING GRADES THE CONTRACTOR SHALL MAINTAIN DRAINAGE PATTERNS
TOWARD APPROVED MEASURES AT ALL TIMES. WHEN GRAVITY FLOW TO APPROVED
MEASURES IS NOT POSSIBLE, THE CONTRACTOR SHALL DIRECT SURFACE RUNOFF TO THE
APPROVED MEASURES USING OTHER TEMPORARY CONVEYANCES ( TEMPORARY PIPES,
DITCHES OR BY USE OF PUMP) OR STABILIZE THE AREA IMMEDIATELY WITH APPROVED
COVERING SUCH AS ABC STONE.
13. STORM STRUCTURES SHALL NOT RECEIVE SURFACE FLOW FROM NON -STABILIZED AREAS.
STABILIZATION OF THE RESPECTIVE DRAINAGE AREAS AND APPROVAL BY THE EROSION
CONTROL INSPECTOR MUST BE COMPLETED BEFORE SURFACE MAY BE DIRECTED TO THESE
STRUCTURES.
CONSTRUCTION SEQUENCE PHASE 1 NOTES:
1. STABILIZE EXISTING CONSTRUCTION SITE IN ITS ENTIRETY. INSTALL BIORETENTION AREA RISER
STRUCTURE AND ASSOCIATED STORM SEWER LINES AS SHOWN IN "HAECO - NEW FACILITY"
CONSTRUCTION DOCUMENTS. DO NOT INSTALL UNDERDRAINS AND BIORETENTION POND SOIL
MEDIA AT THIS STEP.
2. INSTALL CONSTRUCTION ENTRANCES AND MOBILIZE ONSITE.
3. ESTABLISH LIMITS OF DISTURBANCE FOR PHASE 1 WITH SILT FENCE AND EROSION AND
SEDIMENT CONTROLS AS SHOWN.
4. INSTALL SEDIMENT BASIN #1. ADAPT EXISTING OUTFALL STRUCTURE AS SEDIMENT POND RISER
STRUCTURE. INSTALL BAFFLES AND SKIMMER. SEE DETAIL.
5. PROVIDE ROCK PIPE INLET PROTECTION AS SHOWN.
6. PROVIDE EXCAVATED SEDIMENT STORAGE AREA AND SEDIMENT FENCE ALONG SOUTH SITE
BOUNDARY AS SHOWN.
7. MOVE ON TO PHASE 2.
LEGEND
L LIMIT OF DISTURBANCE
TEMPORARY SILT FENCE
(SEE DETAIL ON SHEET C-507)
TEMPORARY SILT FENCE OUTLET
(SEE DETAIL ON SHEET C-507)
EXISTING STORM PIPE
EXISTING STORM STRUCTURE
PROPOSED STORM SEWER PIPE
(SEE GRADING AND DRAINAGE PLANS)
■ PROPOSED STORM SEWER STRUCTURE
(SEE GRADING AND DRAINAGE PLANS)
®
FIBER CHECK DAM
(SEE DETAIL ON SHEET C-509)
INLET PROTECTION
(SEE DETAIL ON SHEET C-506)
®
OUTLET PROTECTION
(SEE DETAIL ON SHEET C-503)
ROCK INLET PROTECTION
(SEE DETAIL ON SHEET C-509)
SEDIMENT TRAP
(SEE DETAIL ON SHEET C-510)
-
- TEMPORARY DIVERSION DITCH
(SEE DETAIL ON SHEET C-508)
WEIGHTED SEDIMENT TUBES
(SEE DETAIL ON SHEET C-510)
SYNTHETIC REINFORCEMENT MATTING
(SEE DETAIL ON SHEET C-508)
0 15' 30' 60' 90'
!%iiiiii
SCALE: 1" = 30'
EBRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
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ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
P.PRAKASH
DRAWN BY
R. OBERLE
CHECKED BY
P.PRAKASH
PROJECT NO./CAD CODE
C07278.001/C-181 EROSION
CONTROL 07278-P.DWG
DATE
08-15-2017
TITLE
PHASE 1 EROSION
CONTROL PLAN
DRAWING NO.
CM1

E
C
4
d
d
dd
°
°41(
°
°
d
d
Q
STRC-161
N: 855156.2310
E: 1725125.0082
RIM: 876.50
SE INV: 873.40
C 31
7.3325
3.4275
877.50
871.06
873.40
870.94
859.48
NEW HANGAR 5
ri
29
N: 855512.9416
E: 1724957.0536
RIM: 877.46
NW INV: 851.43
SE INV: 868.30
I 1 U u I nuw U v,. U, v. \ -... ....,.,, ,
2 I I I I sw Iv. �� I I / / I L �\ __SS
- - TOP: 8 72.2 1 '
III,55512.9416 IIII /I I o ` \ ��r `� INV.: 863. 71 '
E: 1724957.0536 _- r�
RIM: 875,I)9 I I 1 /��- �\ �� - _ \ 01L/WA TER SEP.
NW INV. o.. Rc,. I I I I //I --� \\ \ -�X A R ' V� Vn
INE INV:851.43�\\� -47 W I--SS-----SS-----SS--�
�X,/ OIL�WATER 1�
TOR VAUL I\ EX. SSMH
\ EX. M H TEMPORARY SEDIMENTATION BASIN #1 (SEE DETAI
/\ \
BAY SEF�iaRATOR MODELI1 / � �/ / � \ _ � \� � \\ \ I DRAINAGE AREA =58.17 AC.
�\ \ \ I 10YR Q =98 CFS
N: 8555 6 At
DISTURBED AREA =1.37 AC
E: 17250 819 8 I I MES �� \ VA\ +
RIM: 8 1.401 1 1 1 1 1 1 1 1 1 I I - \\ \\ \\\ I I 10YR Q (DISTURBED AREA) =5.64 CFS
556$x'9 REQUIRED VOLUME =2,466 CF
NE INV{ 15 . 1 I 1 I I 1 I E: 1725062.18400 \ \ \ �\ \ PROPOSED VOLUME =88 044 CF
111 1 1 1 1 1 1 IIII RIM: 854.96 \ \ \ \ 1 REQUIRED SURFACE AREA =2,453 SF
1 1 I III 1 II 1 SW INV: 851.00 \ \ \ \ \ \ c PROPOSED SURFACE AREA =28,775 SF
1 1 1 1 1 1 III 1 1 1 IIII 1 \ \ \ I I BASIN DIMENSIONS =170'X130'
11 II \ \ \ 1 1 I
1 I I I I \ \ \ \I BASIN BOTTOM ELEVATION =847.67'
TOP OF DAM ELEVATION =857'
��
II I III 'I \ � 11 1 I :\ 0
1 1 1 1 I I IIIII R I: LN.5\� I
POROUS BAFFLES.
1 1 SEE DETAILS. N 85 5 1 -
�I III -
IX� �5�
I 1 1 �
STRC-142 h I
N: 855259.5554
E: 1725143 ' 5732
I
RIM: 877.76 3
NE INV: 870.54 39 LF 10" PVC @ 1.001%
dhmmmm"• v • I I T -
3
H /- 12 LF 18" HDPE WITH 18"x16" REDUCER @ 0.00%
1 1 1 1 IIIII MI I 11
11 11 EDI� N USIN
II,IIISII
'Iil�ll' 11111' I i�l
III 16jq5 49 I
1 1 I I2 ? . I � �: �`/17075� dE I 4�
I.IN 19 1I II III \
LF 48" R( 0.52%
34
:`'55452.2436
�G 1725178.9878
�C?) MR1 OCA An
MME-
IIII111I1111111I1� ��
10
55426.7178
E: 18725192 1452
RIM: 856.08
NW INV: 844.11
W INV: 841.28
\� \ V
STRC-143
N: 855286.0492
E: 1725171.5926
--RIM: 877.49 / II':1 III: IIII
SE INV: 869.86SW INV: 870.16
NW INV: 869.86
I I/ llflll
/
EX. SSMH
TOP: 873.73'
IN V.IN: 864.43'
72 INV.OUT: 864.40'
-
OF
1IM �5650 \ I 29LF�\P 1 Q ,a I
_
I N I NE %111
v:' � c-
SW INV' 1.07 WA P: 873.82
TR 130 l .IN: 856.52
r 24" RCP @ 0.40% I n
35 MES \ : �7 5286 5522 515597.2676 / OU %' 856.4 7'
i
N: 55.45131 64.50
E: 1': '65.7847 \ SWIN '�56. D\
kiiI 853.33 I I o I I 1 3 I I�
N INV: 851.00 1 1 11 11
SYNTHETIC REINFORCEMENT
MATTING. SEE DETAIL.
:8559 .9764
SLOPE DRAIN. I ? 52g 172529.7752
I I� \�:8 450
SEE DETAIL. I IuQ \ E: 17 5 cl 8 9 : g'7.00 - � �
\\ A: 151.28 � S 14.00 �
INV: 19��
IV1
INSTALL WEIGHTED SEDIMENT
� TUBES AT 5' INTERVAL ...ALONG
+-MONITORING WELL
\SLOPE. SEE DETAIL.
yp" �y0
A° I �IIIIIIII �'�
%���G���,
I� IIII I I`�J ,'III
U SHANGAR 4
.E. PARKING
ILL
N I IIIIf`" IIII I
Cn
I I
II � ,SII IIII /�
II cn IIII I
II ;n III III \
19 LF 121inih
30
J II lN�� r e e I I I
N: 855232.8212 I I I I
_ _ _ E: 1725221.9225 ✓� �j / SAW
til HI I I
RIM: 876.88 51^"
RCP @ 0.85%_ 123 LF 15" RCP @ 0.50%W INV: 870.33 i �� // ���� I I I N: 855 .1948
8_1,// /// / // SYNTHETIC REINFORCEMENT ��� I I Jd E: 1725��
// RIM: 853. \ 1 OAK �' /��///
MATTING. SEE DETAIL.
--_ ---
--------------- % , % -, _ - IIIII
61. CID
T7252975t'93-6-A I�
_ _ -_ F�IfW-859-56 / 856 /
864-: a0 E1� 83&1 _- / / / 855
853
852
_ f X51 X35 8s/
848
-) JNow
84
-V-.-- 873+.-2 7 8
OW
-7--59--E-t�25262�68?-- `_- �`�Lo� '' 0 �8q3 g44 84s X. OVER
N:46W 5 3 00% R 41- 1 nn
(= 5 LF RCP CV 111 @ 0 NE INV: 831.50. �- - - - - - - �- i g7 84 / % P Lau-
_ _ ----� f
?^ 22 00 I NE INV: 834.32 50 LF RCP CL -III (� 0.�/0 --�3Pfit a /o - _
N.8 V WINV:835.5G J Id`5126rt18�= P
W ooa cn
_ 14 LF R��CL- a 0.50° // E: 52 -1-W59�
�v29- R W RI 844.39 - �-
_ S INV: 834.67 /- 3 / PROVIDE EXCAVATED UE /
\ ' \ 855094.6616 - - F - - U E - - - - N: 855219.1074 _ l!1✓ - U E - - - - --tlE - SEDIMENT STORAGE AREA -
UE - - - 4 E: 1725343.7074 --� (1' DEEP 1 S SLOPES �_
G--- CD E: N'855116.5651 ---- G
o E: 1725183.3522---G---- G • -----G-- �RIM:843.79 G----- - ---- �_ �f/
4�� oo r� c I :-86.80 E: 1725261.8628 SW INV: 841.04 ��\�� - KA
_-
__-j
NW INV: 844-K RIM: 839
INSTA"E6 WEIGHTED SEDIMENT
TUBES AT SINNTERVALS ALONG '
SLOPE. SEE DETAti' - - 247OAK j _ J
7 �, --� �W X_ W4- OW Ji
TEMPORARY CONSTRUCTION _ _ -- 1�•i-y�--E�_vgl) I T � �
ENTRANCE SEE DETAIL ON -SS -- SSS- SS SSS_
DRAWING C-507. i-
/ _
( � sU - EX. -FSH A = uUE E _ �E� i / �i G
_ -
/ G----- j /-G-----G �--
H
(c NV TTNV: 834.74 E ASPHALT PAVED DRIVE _ - - - -
-� UT-----UF
-----UT-----UT-----UT-----UT-----UT-----UT-----FO-----FO-----FO -
-� \ \ FO ----- FO ----- FO -----
- FO --= UT- ----- FO ----- FO ----- FO -----
-UT>�--UT---AUT-----UT ---UT-----{�T-----UT---=-UT=----UT-----UT-----UT-----UT-----UT--- -UT -- _FO lJ--- F --
\ \-F ��---FO-�-FO---� FO---- 0-----FO-----FO-----FO-FO-----FO-----FO-----FO-----FO--- - R/W
_ R/W - - R/W
- R/W II I R/W
- - R/W R/W
- - - -
R/W - -
� PHASE 2 EROSION CONTROL PLAN
1 "=30'
1 2 3 4 5
GENERAL NOTES:
1. SITEWORK SHALL NOT COMMENCE UNTIL HANGAR PROJECT SITE IS STABILIZED AND EXISTING
SEDIMENT BASIN IS NO LONGER NEEDED.
2. THIS PROJECT SHALL UTILIZE THE PREVIOUSLY PROPOSED BIORETENTION AREA (PART OF NEW
HANGAR SCOPE) AS AN INTERIM SEDIMENT BASIN. AREA SHALL NOT BE CONVERTED TO
BIORETENTION CELL (INCLUDING INSTALLATION OF FILTER MEDIA AND UNDERDRAINS) UNTIL
ALL DISTURBED AREAS WITHIN THIS PROJECT HAVE BEEN STABILIZED.
3. EROSION AND SEDIMENTATION CONTROL MAINTENANCE CONTACT:
TOMMY MORROW, BE&K BUILDING GROUP
EMAIL: TOMMY. [e-mail]
TELEPHONE: [phone]
4. PHASING PLAN SHEETS MAY OR MAY NOT SHOW ALL ITEMS THAT ARE TO BE DEMOLISHED WITH
THESE PLANS. CONTRACTOR TO USE EXISTING CONDITIONS AND DEMOLITION PLAN SHEETS
FOR COMPREHENSIVE DEMOLITION ITEMS.
5. ALL FILL OPERATIONS SHOWN ON THESE PLANS SHALL BE CONSTRUCTED PER THE PROJECT
SPECIFICATIONS FOR COMPACTION AND LIFT HEIGHTS AND/OR AT THE DIRECTION OF THE
GEOTECHNICAL ENGINEER DURING CONSTRUCTION.
6. TEMPORARY GROUNDCOVER SHALL BE PLACED ON EXPOSED SLOPES WITHIN 14 CALENDAR
DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS IN DETAIL 2/C-506 WITHIN THE GROUND
COVER SCHEDULE.
7. TEMPORARY GROUNDCOVER SHALL BE PLACED ON EXPOSED SWALES OR DITCHES WITHIN 7
CALENDAR DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS IN DETAIL 2/C-506 WITHIN
THE GROUND COVER SCHEDULE.
S. ONCE FINAL GRADING AND STABILIZATION IS COMPLETE, APPLY PERMANENT SEEDING
MIXTURES PER DETAIL 2/C-506.
9. TEMPORARY CONSTRUCTION FENCE AS SHOWN ON SHEETS C-181, C-182, & C-183 AND
TEMPORARY CONSTRUCTION ENTRANCES AS SHOWN ON SHEETS SHEETS C-181, C-182, & C-183
ARE TO REMAIN IN-PLACE UNTIL ALL CONSTRUCTION IS COMPLETE.
10. CONTRACTOR SHALL NOT USE THESE PHASING PLANS FOR STAKING/LAYOUT PURPOSES.
THESE PHASING PLANS ARE ONLY MEANT TO CONVEY THE STEPS NECESSARY FOR PROPER
EROSION CONTROL MEASURES. THE PHASING DRAWINGS MAY OR MAY NOT SHOW ALL
CONTRACT ITEMS THAT MUST BE INSTALLED. THE CONTRACTOR SHALL REFER TO THE
EXISTING CONDITIONS AND DEMOLITION PLAN, THE SITE LAYOUT AND UTILITY PLAN, AND
GRADING AND DRAINAGE PLAN FOR COMPLETE LINE ITEM QUANTITIES.
11. RUNOFF FROM NON -STABILIZED AREAS MUST BE DIRECTED TOWARDS THE APPROVED
EROSION CONTROL MEASURES AS SHOWN ON THE PLANS AT ALL TIMES.
12. WHILE ESTABLISHING GRADES IN THIS PHASE, THE CONTRACTOR SHALL MAINTAIN DRAINAGE
PATTERNS TOWARD APPROVED MEASURES AT ALL TIMES. WHEN GRAVITY FLOW TO APPROVED
MEASURES IS NOT POSSIBLE, THE CONTRACTOR SHALL DIRECT SURFACE RUNOFF TO THE
APPROVED MEASURES USING OTHER TEMPORARY CONVEYANCES ( TEMPORARY PIPES,
DITCHES OR BY USE OF PUMP) OR STABILIZE THE AREA IMMEDIATELY WITH APPROVED
COVERING SUCH AS ABC STONE.
13. STORM STRUCTURES SHALL NOT RECEIVE SURFACE FLOW FROM NON -STABILIZED AREAS.
STABILIZATION OF THE RESPECTIVE DRAINAGE AREAS AND APPROVAL BY THE EROSION
CONTROL INSPECTOR MUST BE COMPLETED BEFORE SURFACE MAY BE DIRECTED TO THESE
STRUCTURES.
CONSTRUCTION SEQUENCE PHASE 2 NOTES:
1. MAINTAIN SEDIMENT BASIN #1 THROUGH PHASE 2 OF CONSTRUCTION.
2. REMOVE OR GROUT AND ABANDON FLARED END STRUCTURE WITHIN PROPOSED PARKING
AREA PRIOR TO FILLING OPERATIONS. ADJUST RIM ELEVATIONS OF STRUCTURES TO BE
RAISED.
3. BEGIN FILLING OPERATIONS. FILL MATERIAL SHALL BE DELIVERED TO THE SITE VIA SOUTH
ENTRANCE ALONG RADAR ROAD. FILL AREA SHALL BE GRADED TO DRAIN TO SEDIMENT BASIN
#1 AT ALL TIMES.
4. INSTALL SLOPE DRAINS ALONG NORTH FILL SLOPE AS OPERATIONS CONTINUE. INSTALL
SYNTHETIC REINFORCEMENT MATS AND WEIGHTED SEDIMENT TUBES AT 5' INTERVALS ALONG
SOUTH FILL SLOPE.
5. PROVIDE INLET PROTECTION AT ALL INLETS WITHIN LIMITS OF DISTURBANCE AS FILL
OPERATIONS REACH RIM ELEVATIONS.
6. MOVE ON TO PHASE 3.
LEGEND
LIMIT OF DISTURBANCE
TEMPORARY SILT FENCE
(SEE DETAIL ON SHEET C-507)
TEMPORARY SILT FENCE OUTLET
(SEE DETAIL ON SHEET C-507)
EXISTING STORM PIPE
EXISTING STORM STRUCTURE
PROPOSED STORM SEWER PIPE
(SEE GRADING AND DRAINAGE PLANS)
■ PROPOSED STORM SEWER STRUCTURE
(SEE GRADING AND DRAINAGE PLANS)
® FIBER CHECK DAM
(SEE DETAIL ON SHEET C-509)
INLET PROTECTION
(SEE DETAIL ON SHEET C-506)
® OUTLET PROTECTION
(SEE DETAIL ON SHEET C-503)
ROCK INLET PROTECTION
(SEE DETAIL ON SHEET C-509)
SEDIMENT TRAP
(SEE DETAIL ON SHEET C-510)
- - TEMPORARY DIVERSION DITCH
(SEE DETAIL ON SHEET C-508)
WEIGHTED SEDIMENT TUBES
(SEE DETAIL ON SHEET C-510)
SYNTHETIC REINFORCEMENT MATTING
(SEE DETAIL ON SHEET C-508)
0 15' 30' 60' 90'
!%iiiiii
SCALE: 1" = 30'
EBRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
a
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111111//
.•FESS/0'<�
9
a SEAL
043916
. c I N E
0 00\..
//'111IILIIIIAe```.
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
P.PRAKASH
DRAWN BY
R. OBERLE
CHECKED BY
P.PRAKASH
PROJECT NO./CAD CODE
C07278.001/C-182 EROSION
CONTROL 07278-P.DWG
DATE
08-15-2017
TITLE
PHASE 2 EROSION
CONTROL PLAN
DRAWING NO.
C11.
'Iil�ll' 11111' I i�l
III 16jq5 49 I
1 1 I I2 ? . I � �: �`/17075� dE I 4�
I.IN 19 1I II III \
LF 48" R( 0.52%
34
:`'55452.2436
�G 1725178.9878
�C?) MR1 OCA An
MME-
IIII111I1111111I1� ��
10
55426.7178
E: 18725192 1452
RIM: 856.08
NW INV: 844.11
W INV: 841.28
\� \ V
STRC-143
N: 855286.0492
E: 1725171.5926
--RIM: 877.49 / II':1 III: IIII
SE INV: 869.86SW INV: 870.16
NW INV: 869.86
I I/ llflll
/
EX. SSMH
TOP: 873.73'
IN V.IN: 864.43'
72 INV.OUT: 864.40'
-
OF
1IM �5650 \ I 29LF�\P 1 Q ,a I
_
I N I NE %111
v:' � c-
SW INV' 1.07 WA P: 873.82
TR 130 l .IN: 856.52
r 24" RCP @ 0.40% I n
35 MES \ : �7 5286 5522 515597.2676 / OU %' 856.4 7'
i
N: 55.45131 64.50
E: 1': '65.7847 \ SWIN '�56. D\
kiiI 853.33 I I o I I 1 3 I I�
N INV: 851.00 1 1 11 11
SYNTHETIC REINFORCEMENT
MATTING. SEE DETAIL.
:8559 .9764
SLOPE DRAIN. I ? 52g 172529.7752
I I� \�:8 450
SEE DETAIL. I IuQ \ E: 17 5 cl 8 9 : g'7.00 - � �
\\ A: 151.28 � S 14.00 �
INV: 19��
IV1
INSTALL WEIGHTED SEDIMENT
� TUBES AT 5' INTERVAL ...ALONG
+-MONITORING WELL
\SLOPE. SEE DETAIL.
yp" �y0
A° I �IIIIIIII �'�
%���G���,
I� IIII I I`�J ,'III
U SHANGAR 4
.E. PARKING
ILL
N I IIIIf`" IIII I
Cn
I I
II � ,SII IIII /�
II cn IIII I
II ;n III III \
19 LF 121inih
30
J II lN�� r e e I I I
N: 855232.8212 I I I I
_ _ _ E: 1725221.9225 ✓� �j / SAW
til HI I I
RIM: 876.88 51^"
RCP @ 0.85%_ 123 LF 15" RCP @ 0.50%W INV: 870.33 i �� // ���� I I I N: 855 .1948
8_1,// /// / // SYNTHETIC REINFORCEMENT ��� I I Jd E: 1725��
// RIM: 853. \ 1 OAK �' /��///
MATTING. SEE DETAIL.
--_ ---
--------------- % , % -, _ - IIIII
61. CID
T7252975t'93-6-A I�
_ _ -_ F�IfW-859-56 / 856 /
864-: a0 E1� 83&1 _- / / / 855
853
852
_ f X51 X35 8s/
848
-) JNow
84
-V-.-- 873+.-2 7 8
OW
-7--59--E-t�25262�68?-- `_- �`�Lo� '' 0 �8q3 g44 84s X. OVER
N:46W 5 3 00% R 41- 1 nn
(= 5 LF RCP CV 111 @ 0 NE INV: 831.50. �- - - - - - - �- i g7 84 / % P Lau-
_ _ ----� f
?^ 22 00 I NE INV: 834.32 50 LF RCP CL -III (� 0.�/0 --�3Pfit a /o - _
N.8 V WINV:835.5G J Id`5126rt18�= P
W ooa cn
_ 14 LF R��CL- a 0.50° // E: 52 -1-W59�
�v29- R W RI 844.39 - �-
_ S INV: 834.67 /- 3 / PROVIDE EXCAVATED UE /
\ ' \ 855094.6616 - - F - - U E - - - - N: 855219.1074 _ l!1✓ - U E - - - - --tlE - SEDIMENT STORAGE AREA -
UE - - - 4 E: 1725343.7074 --� (1' DEEP 1 S SLOPES �_
G--- CD E: N'855116.5651 ---- G
o E: 1725183.3522---G---- G • -----G-- �RIM:843.79 G----- - ---- �_ �f/
4�� oo r� c I :-86.80 E: 1725261.8628 SW INV: 841.04 ��\�� - KA
_-
__-j
NW INV: 844-K RIM: 839
INSTA"E6 WEIGHTED SEDIMENT
TUBES AT SINNTERVALS ALONG '
SLOPE. SEE DETAti' - - 247OAK j _ J
7 �, --� �W X_ W4- OW Ji
TEMPORARY CONSTRUCTION _ _ -- 1�•i-y�--E�_vgl) I T � �
ENTRANCE SEE DETAIL ON -SS -- SSS- SS SSS_
DRAWING C-507. i-
/ _
( � sU - EX. -FSH A = uUE E _ �E� i / �i G
_ -
/ G----- j /-G-----G �--
H
(c NV TTNV: 834.74 E ASPHALT PAVED DRIVE _ - - - -
-� UT-----UF
-----UT-----UT-----UT-----UT-----UT-----UT-----FO-----FO-----FO -
-� \ \ FO ----- FO ----- FO -----
- FO --= UT- ----- FO ----- FO ----- FO -----
-UT>�--UT---AUT-----UT ---UT-----{�T-----UT---=-UT=----UT-----UT-----UT-----UT-----UT--- -UT -- _FO lJ--- F --
\ \-F ��---FO-�-FO---� FO---- 0-----FO-----FO-----FO-FO-----FO-----FO-----FO-----FO--- - R/W
_ R/W - - R/W
- R/W II I R/W
- - R/W R/W
- - - -
R/W - -
� PHASE 2 EROSION CONTROL PLAN
1 "=30'
1 2 3 4 5
GENERAL NOTES:
1. SITEWORK SHALL NOT COMMENCE UNTIL HANGAR PROJECT SITE IS STABILIZED AND EXISTING
SEDIMENT BASIN IS NO LONGER NEEDED.
2. THIS PROJECT SHALL UTILIZE THE PREVIOUSLY PROPOSED BIORETENTION AREA (PART OF NEW
HANGAR SCOPE) AS AN INTERIM SEDIMENT BASIN. AREA SHALL NOT BE CONVERTED TO
BIORETENTION CELL (INCLUDING INSTALLATION OF FILTER MEDIA AND UNDERDRAINS) UNTIL
ALL DISTURBED AREAS WITHIN THIS PROJECT HAVE BEEN STABILIZED.
3. EROSION AND SEDIMENTATION CONTROL MAINTENANCE CONTACT:
TOMMY MORROW, BE&K BUILDING GROUP
EMAIL: TOMMY. [e-mail]
TELEPHONE: [phone]
4. PHASING PLAN SHEETS MAY OR MAY NOT SHOW ALL ITEMS THAT ARE TO BE DEMOLISHED WITH
THESE PLANS. CONTRACTOR TO USE EXISTING CONDITIONS AND DEMOLITION PLAN SHEETS
FOR COMPREHENSIVE DEMOLITION ITEMS.
5. ALL FILL OPERATIONS SHOWN ON THESE PLANS SHALL BE CONSTRUCTED PER THE PROJECT
SPECIFICATIONS FOR COMPACTION AND LIFT HEIGHTS AND/OR AT THE DIRECTION OF THE
GEOTECHNICAL ENGINEER DURING CONSTRUCTION.
6. TEMPORARY GROUNDCOVER SHALL BE PLACED ON EXPOSED SLOPES WITHIN 14 CALENDAR
DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS IN DETAIL 2/C-506 WITHIN THE GROUND
COVER SCHEDULE.
7. TEMPORARY GROUNDCOVER SHALL BE PLACED ON EXPOSED SWALES OR DITCHES WITHIN 7
CALENDAR DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS IN DETAIL 2/C-506 WITHIN
THE GROUND COVER SCHEDULE.
S. ONCE FINAL GRADING AND STABILIZATION IS COMPLETE, APPLY PERMANENT SEEDING
MIXTURES PER DETAIL 2/C-506.
9. TEMPORARY CONSTRUCTION FENCE AS SHOWN ON SHEETS C-181, C-182, & C-183 AND
TEMPORARY CONSTRUCTION ENTRANCES AS SHOWN ON SHEETS SHEETS C-181, C-182, & C-183
ARE TO REMAIN IN-PLACE UNTIL ALL CONSTRUCTION IS COMPLETE.
10. CONTRACTOR SHALL NOT USE THESE PHASING PLANS FOR STAKING/LAYOUT PURPOSES.
THESE PHASING PLANS ARE ONLY MEANT TO CONVEY THE STEPS NECESSARY FOR PROPER
EROSION CONTROL MEASURES. THE PHASING DRAWINGS MAY OR MAY NOT SHOW ALL
CONTRACT ITEMS THAT MUST BE INSTALLED. THE CONTRACTOR SHALL REFER TO THE
EXISTING CONDITIONS AND DEMOLITION PLAN, THE SITE LAYOUT AND UTILITY PLAN, AND
GRADING AND DRAINAGE PLAN FOR COMPLETE LINE ITEM QUANTITIES.
11. RUNOFF FROM NON -STABILIZED AREAS MUST BE DIRECTED TOWARDS THE APPROVED
EROSION CONTROL MEASURES AS SHOWN ON THE PLANS AT ALL TIMES.
12. WHILE ESTABLISHING GRADES IN THIS PHASE, THE CONTRACTOR SHALL MAINTAIN DRAINAGE
PATTERNS TOWARD APPROVED MEASURES AT ALL TIMES. WHEN GRAVITY FLOW TO APPROVED
MEASURES IS NOT POSSIBLE, THE CONTRACTOR SHALL DIRECT SURFACE RUNOFF TO THE
APPROVED MEASURES USING OTHER TEMPORARY CONVEYANCES ( TEMPORARY PIPES,
DITCHES OR BY USE OF PUMP) OR STABILIZE THE AREA IMMEDIATELY WITH APPROVED
COVERING SUCH AS ABC STONE.
13. STORM STRUCTURES SHALL NOT RECEIVE SURFACE FLOW FROM NON -STABILIZED AREAS.
STABILIZATION OF THE RESPECTIVE DRAINAGE AREAS AND APPROVAL BY THE EROSION
CONTROL INSPECTOR MUST BE COMPLETED BEFORE SURFACE MAY BE DIRECTED TO THESE
STRUCTURES.
CONSTRUCTION SEQUENCE PHASE 2 NOTES:
1. MAINTAIN SEDIMENT BASIN #1 THROUGH PHASE 2 OF CONSTRUCTION.
2. REMOVE OR GROUT AND ABANDON FLARED END STRUCTURE WITHIN PROPOSED PARKING
AREA PRIOR TO FILLING OPERATIONS. ADJUST RIM ELEVATIONS OF STRUCTURES TO BE
RAISED.
3. BEGIN FILLING OPERATIONS. FILL MATERIAL SHALL BE DELIVERED TO THE SITE VIA SOUTH
ENTRANCE ALONG RADAR ROAD. FILL AREA SHALL BE GRADED TO DRAIN TO SEDIMENT BASIN
#1 AT ALL TIMES.
4. INSTALL SLOPE DRAINS ALONG NORTH FILL SLOPE AS OPERATIONS CONTINUE. INSTALL
SYNTHETIC REINFORCEMENT MATS AND WEIGHTED SEDIMENT TUBES AT 5' INTERVALS ALONG
SOUTH FILL SLOPE.
5. PROVIDE INLET PROTECTION AT ALL INLETS WITHIN LIMITS OF DISTURBANCE AS FILL
OPERATIONS REACH RIM ELEVATIONS.
6. MOVE ON TO PHASE 3.
LEGEND
LIMIT OF DISTURBANCE
TEMPORARY SILT FENCE
(SEE DETAIL ON SHEET C-507)
TEMPORARY SILT FENCE OUTLET
(SEE DETAIL ON SHEET C-507)
EXISTING STORM PIPE
EXISTING STORM STRUCTURE
PROPOSED STORM SEWER PIPE
(SEE GRADING AND DRAINAGE PLANS)
■ PROPOSED STORM SEWER STRUCTURE
(SEE GRADING AND DRAINAGE PLANS)
® FIBER CHECK DAM
(SEE DETAIL ON SHEET C-509)
INLET PROTECTION
(SEE DETAIL ON SHEET C-506)
® OUTLET PROTECTION
(SEE DETAIL ON SHEET C-503)
ROCK INLET PROTECTION
(SEE DETAIL ON SHEET C-509)
SEDIMENT TRAP
(SEE DETAIL ON SHEET C-510)
- - TEMPORARY DIVERSION DITCH
(SEE DETAIL ON SHEET C-508)
WEIGHTED SEDIMENT TUBES
(SEE DETAIL ON SHEET C-510)
SYNTHETIC REINFORCEMENT MATTING
(SEE DETAIL ON SHEET C-508)
0 15' 30' 60' 90'
!%iiiiii
SCALE: 1" = 30'
EBRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
a
IctX
CLE
CL
0 �
m a
Q
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J Z Q
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X11CAR
111111//
.•FESS/0'<�
9
a SEAL
043916
. c I N E
0 00\..
//'111IILIIIIAe```.
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
P.PRAKASH
DRAWN BY
R. OBERLE
CHECKED BY
P.PRAKASH
PROJECT NO./CAD CODE
C07278.001/C-182 EROSION
CONTROL 07278-P.DWG
DATE
08-15-2017
TITLE
PHASE 2 EROSION
CONTROL PLAN
DRAWING NO.
C11.
0 15' 30' 60' 90'
!%iiiiii
SCALE: 1" = 30'
EBRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
a
IctX
CLE
CL
0 �
m a
Q
O cry
J Z Q
V
ZLr -
0
L w
W `
Q LLJ Q
1
1 �
a O
O � V
V � w
w o TQ
Q Q i
i
fV
.O
X11CAR
111111//
.•FESS/0'<�
9
a SEAL
043916
. c I N E
0 00\..
//'111IILIIIIAe```.
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
P.PRAKASH
DRAWN BY
R. OBERLE
CHECKED BY
P.PRAKASH
PROJECT NO./CAD CODE
C07278.001/C-182 EROSION
CONTROL 07278-P.DWG
DATE
08-15-2017
TITLE
PHASE 2 EROSION
CONTROL PLAN
DRAWING NO.
C11.

4 l.< C 1
C d C _< - d
E
C
29
N: 855512.9416
E: 1724957.0536
RIM: 877.46
NW INV: 851.43
SE INV: 868.30
STRC-161
N: 855156.2310 STRC-142
E: 1725125.0082 N: 855259.5554
RIM: 876.50 E: 1725143.5732
SE INV: 873.40 RIM: 877.76
NE INV: 870.54
Y3 T
C 31 -
7.3325 a
M
A
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LU
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Y
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OM
oM
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2 SW INV: 8 r--
` ,
I � - `\ I 1 -- �` / �- �- TOP: 8 72.2 1
h N 55512.9416 I III 2.1 - cn
E. 1724957.0536 I 1 N INV: 860.00 - = --��J J ^ INV.: 863. 71
RIM: 875, O9 I X SE INV: 841.63= \� I I I 0IL/WA TER SEP.
NW INV: o �FRCPCI I 1 I �_� �\ \ - - � W*TE- --VALVE \ I cn
INE INV:851.43-� fop l/o \\ \ I VL-SS-----SS-----SS--�
II I 1 �S9cF/�/ 1/j \ \ �`- _ \ OIL\WATEf� I \ I -Fx �sn�H
II 1 \ \ RcP / \\ �� TOR VAUL I EX. SSMH
/ /\ @p,36 � /� \ - ` TEMPORARY SEDIMENTATION BASIN #1
\� - - - \\ \ EX. M H DRAINAGE AREA =58.17 AC. TOP: 873. 73'
----- \ I
BAY SEk� TOR MODEL 1 O #1 / / \\\ - - - \�\ \\\ I / 10YR Q =98 CFS INV.IN: 864.43
r INV.OUT. 864.40,
N: 855536.5564 1 � � I � I I I \\\ �\\\\\ \\ \ r DISTURBED AREA _1.37 AC �
E: 1725008.9318 I I I I II I / MES 10YR Q (DISTURBED AREA) -5.64 CFS t
II RIM: 869.60 855560.7948 - \\ \\\\\ \\ I ( I REQUIRED VOLUME _2,466 CF
II NE INV: 851.21 I 1 I 1 I I I I E: 1725062.1800 �\ \\ \ I 1 \ ` PROPOSED VOLUME =88,044 CF
II I I I I 1 I I I I RIM: 854.96 \\ \\\\\ \ \ 1 REQUIRED SURFACE AREA =2,453 SF
IIIII I I I I I 111 I SW INV: 851.00 \\ \ \ \ 1 PROPOSED SURFACE AREA =28,775 SF
II I I I I I IIII \ \\ \\ \\ \ I I I BASIN DIMENSIONS =170'X130'
BASIN BOTTOM ELEVATION =847.67'
II I 111 I IIII Io \ I
TOP
A
\ \\ \ \1 I I OF DAM ELEVATION =857' �
II IIIIII I III 11 ` N
� \�� D
\��
III I I IIII Ia �\ \ \ \
11 I I I I I I I I U PERMANENT RIPRAP PI1?E EX\ 1'Z I ��
I !OUTLET P' TECTION. / ,
IIII I I I I I 1 SEE DETAIL. .�� , , I
IIII \ 106N
II I I POROUS BAFFLES. 54 \ I 8� 3I 1 44 SEE DETAILS. \ I I I 1111 I I N: 855571.1260 � �� �� � � - _ _
I I III I I I 1 I I I : 1725273.6528 \\ V �SS
- M - - - - - - - -
III I I TEMP Y S flAMER RIM: 856.50 I \ 2g LF 2 "RCPIP-1Z°I�S TAIL.INE INV: 853.38 �_
I I I I I I 1+1A JN�IS N d I SW INV: 851.07\\ ^ry ' I I P. 873.82 \
1 1 \ , I � STRC-130 ! /N: 856.52
1 I I I _I- 24" RCF' 4o°r° I/ I N: 855597.2676
1 OU E: 1725286.5522 ' T 856.4 7
35 MES �
SLOPE DRAIN.
IIIIII I I IIII N: ;55.4513 5.784 77 SEE DETAIL I V RIM: 864.50
IIIII I I I I I I I 7 LF 48" RI 0.52% E 1 Rliv16853 33 I\ Yo I I SW INV: 1 1190 \
II IIIII 31 I 1 I III N INV: 851.00 STRC-1841 II I I �( l \o\ I I I ' ' 53
N: `
II N:8 414.7298 1 IIII I I 34 /' N. 855596.9764
E: 172 179.4978 1 '55452.2436 24" MES 52 : 1725289.7752
1 1111 M: 857.501 1 Q b ` 1725178.9878 N: 855525.7033 Q� N: 855529.9587 ' M: 864.50
I TEE$E E: 1725274.0726 � E: 1725307.9869 �
NEI V: 841.19 Inn 854.40 � e- I N 857.00
II 1 1111 N IN :839.191 1 1 11 �, _ .25 -pc� `E INV: 851.00y RIM: 856.28 S N . 854.00
� .
Q SE : 839.09 - 34 LF 24" "RCP VI @ 2.8541853 0 N INV: 849 00
- ,
I I SE INV: 842.86
_
856 855-•---
858 S C-183 =-� ! � ( I I INSTALL WEIGHTED SEDIMENT
_ NEL
N. 855426.7178 860 859 PRECAST MANHOLE __�� TR -1 2 I 1 1 I TUBES AT 5 INTERVALS ALONG
N: 8 516.6440 - - S C $ SLOPE. SEE DETAIL.
\ \ 62 r�IVvi. oUb.ub E: 17 306.9489 rQ, AST MANHOLE i
863 N 855506 2145 F
^I`,N INV -864 RIM.
865 INV: 854.3 E: 1725344.7976
\ 867 INV: 851.6 9��qo
868 �� --SE INV: 858.06
\\\\\6� 1
�8j 869 W INV: 855.14
TEMPORARY CONSTRUCTION
ENTRANCE. SEE DETAIL ON
DRAWING C-507,
I I S I RC -143
3
39 LF 10" PVC @ 1.00 I I N: 855286.0492
%
E: 1725171.5926
• ' ' RIM: 877.49
II SE INV: 869.86
869
1 TEMPORARY DIVERSION
DITCH. SEE DETAIL.
co00 8_1
o
1 II
SW INV: 873.4275 0.16 /"'
877.50 a o I I NW INV: 86co
9.86 / � 1 II`I°I _
`ti 1111 1 �rn. U
871.06 AII / rJa a
H H HO I 00
870.94 12 LF 18" HDPE WITH 18"x16" REDUCER @ 0.00% I I R co
III
N
859.48
�' I Ico 868
NEW HANGAR 5 30
II / / �
M 1 SYNTHETIC REINFORCEMENT
N: 855232.8212
MATTING. SEE DETAIL.
_ _ _ _ x E: 1725221.9225
RIM: 876.88 II / �1�
1W INV: 870.33 // EXCAVATED INLET I I
RCP 0.85% - - - @ ° / All PROTECTION. SEE DETAIL.
@ 123 LF 15" RCP 0.50 /o //
- �I�II:$703= - - /% \� TEMPORARY DIVERSION
o _ j //� 86'6 DITCH. SEE DETAIL.
- - ��- / 127 LF 18"RAL-111 @ 2.00%
-
�� a - j, 867
OW-
E. 1725202.7667 - _ 1.71/ -
- N: 855037.4365 300°/° J RIM: 841.17 �W- 123 LF RCP CL 111@ y� = 0_GG- �W- 8BQ�, 843 844 845 ` EX. OVE1RTn
�1= E' ^ - CP CL 111 @ OVN� -_- - - - - - t- I % P l�U
45 LFR � � � NE INV: 831.50. - � - - -� -� � / � /
NE NV: 834
_
Rllvl. 042.0042.00 I I I.32 50 LF RCP CL -III @ 0.50% .38 131 LF RCP CL-II1@3.05%_
P
-L _ SW INV: 835.50 - N: 855126.1186 -
NE INV: 836.84!- °„ / - -
�E NW INV
14 LF RCP CL -III @ 0.50% E: 1725251.0359
SW IN\.SE INV: 831.29, - R RIM: 844.39 3 -
- - � - °'� - PROVIDE EXCAVATED
\ I 55 W -- --SE INV: 834.67 - W -- _;;-
I _UE- - - - l 40 F - - U E - - - - N• 855219.1074 _ lh - U E - - - -E - SEDIMENT STORAGE AREA-
- - G - - - - o N: 855094.6616--� G,
G - - VI N: 855116.5651 E: 1725343.7074 G - - - - - - - - G - - - - (1' DEEP 1 S SLOPES r_
4��7 , E:1725183.3522 ---G---- G -----G-- RIM: 843.79 - l -- V -
'�jl RIM: 852 80 E: 1725261.8628 1.
NW INV: 844.85 RIM: 839.50 _ SW INV. 841.04
\ \ <N ? NW INV: 834.74
EX
ASPHALT PAVED DRIVE
U \-� \ \ \
-FO--- UT- - �--- --
� -= T>�--UT-- AUT-----UT--UT-----1'TT-----UT-----UT-----UT-----UT-----UT-----UT---FO U----
\---FO-��-FO---� FO---- 0-----FO-----FO-----FO-----FO-----FO-----FO-----FO-----
R/W
R/W II I R/W - - R/W - -
R/W - -
I
II
II
19 LF 1
I I
I
In
U) ST,
51 ,
N: 855430.1948 1
P& 1725404 3876 5 0 6
TEMPORARY CONSTRUCTION
ENTRANCE. SEE DETAIL ON
DRAWING C-507.
TEMPORARY DIVERSION
DITCH. SEE DETAIL.
I .
RIM: 853.35 -
OAK
STRC-181 • _ �_ ,- - - ' I I I
:--
N: 855410.8734
E: 1725433.9061/
-_ SW INV: 860.77�'�;,K_
NW INV: 860.67 -� -_-
INST_t WEIGHTED SEDIMENT /
J70TUBES AT -5 -INTERVALS ALONG
- � � 24" OAK
1: 853.32 SLOPE. SEE DETAti_- -
-------fig°,-:P�-EE!_J
+3_-77
X
T RY CO%TMJe9ON� TE{ _V LT
_ l J
aN---- SS - `GS _ SS _SSSt-
p �S DRMINtt407_ 1
=-R- ---- -
- u - EX. TTE -UF
i=- G-
��_ _ _-
- G--- G - -G-----
---- -----G---- ��-------� f-
0
A D/ SR 4 `3 0SR 4 `3 0 71
UT-----UT-----UT-----UT-----UT
-----FO-----
-UT -----UT-----U-----UT-----UT-----UT-----UT-----UT---- FO-----FO-----Fo-----FO-----F
FO-----F-----FO-----
FO-----FO-----FO
----
R/W - - R/W - -
R/W - -
� PHASE 3 EROSION CONTROL PLAN
1 "=30'
1 2 3 4 5
GENERAL NOTES:
1. SITEWORK SHALL NOT COMMENCE UNTIL HANGAR PROJECT SITE IS STABILIZED AND EXISTING
SEDIMENT BASIN IS NO LONGER NEEDED.
2. THIS PROJECT SHALL UTILIZE THE PREVIOUSLY PROPOSED BIORETENTION AREA (PART OF NEW
HANGAR SCOPE) AS AN INTERIM SEDIMENT BASIN. AREA SHALL NOT BE CONVERTED TO
BIORETENTION CELL (INCLUDING INSTALLATION OF FILTER MEDIA AND UNDERDRAINS) UNTIL
ALL DISTURBED AREAS WITHIN THIS PROJECT HAVE BEEN STABILIZED.
3. EROSION AND SEDIMENTATION CONTROL MAINTENANCE CONTACT:
TOMMY MORROW, BE&K BUILDING GROUP
EMAIL: TOMMY. [e-mail]
TELEPHONE: [phone]
4. PHASING PLAN SHEETS MAY OR MAY NOT SHOW ALL ITEMS THAT ARE TO BE DEMOLISHED WITH
THESE PLANS. CONTRACTOR TO USE EXISTING CONDITIONS AND DEMOLITION PLAN SHEETS
FOR COMPREHENSIVE DEMOLITION ITEMS.
5. ALL FILL OPERATIONS SHOWN ON THESE PLANS SHALL BE CONSTRUCTED PER THE PROJECT
SPECIFICATIONS FOR COMPACTION AND LIFT HEIGHTS AND/OR AT THE DIRECTION OF THE
GEOTECHNICAL ENGINEER DURING CONSTRUCTION.
6. TEMPORARY GROUNDCOVER SHALL BE PLACED ON EXPOSED SLOPES WITHIN 14 CALENDAR
DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS IN DETAIL 2/C-506 WITHIN THE GROUND
COVER SCHEDULE.
7. TEMPORARY GROUNDCOVER SHALL BE PLACED ON EXPOSED SWALES OR DITCHES WITHIN 7
CALENDAR DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS IN DETAIL 2/C-506 WITHIN
THE GROUND COVER SCHEDULE.
8. ONCE FINAL GRADING AND STABILIZATION IS COMPLETE, APPLY PERMANENT SEEDING
MIXTURES PER DETAIL 2/C-506.
9. TEMPORARY CONSTRUCTION FENCE AS SHOWN ON SHEETS C-181, C-182, & C-183 AND
TEMPORARY CONSTRUCTION ENTRANCES AS SHOWN ON SHEETS SHEETS C-181, C-182, & C-183
ARE TO REMAIN IN-PLACE UNTIL ALL CONSTRUCTION IS COMPLETE.
10. CONTRACTOR SHALL NOT USE THESE PHASING PLANS FOR STAKING/LAYOUT PURPOSES.
THESE PHASING PLANS ARE ONLY MEANT TO CONVEY THE STEPS NECESSARY FOR PROPER
EROSION CONTROL MEASURES. THE PHASING DRAWINGS MAY OR MAY NOT SHOW ALL
CONTRACT ITEMS THAT MUST BE INSTALLED. THE CONTRACTOR SHALL REFER TO THE
EXISTING CONDITIONS AND DEMOLITION PLAN, THE SITE LAYOUT AND UTILITY PLAN, AND
GRADING AND DRAINAGE PLAN FOR COMPLETE LINE ITEM QUANTITIES.
11. RUNOFF FROM NON -STABILIZED AREAS MUST BE DIRECTED TOWARDS THE APPROVED
EROSION CONTROL MEASURES AS SHOWN ON THE PLANS AT ALL TIMES.
12. WHILE ESTABLISHING GRADES IN THIS PHASE, THE CONTRACTOR SHALL MAINTAIN DRAINAGE
PATTERNS TOWARD APPROVED MEASURES AT ALL TIMES. WHEN GRAVITY FLOW TO APPROVED
MEASURES IS NOT POSSIBLE, THE CONTRACTOR SHALL DIRECT SURFACE RUNOFF TO THE
APPROVED MEASURES USING OTHER TEMPORARY CONVEYANCES ( TEMPORARY PIPES,
DITCHES OR BY USE OF PUMP) OR STABILIZE THE AREA IMMEDIATELY WITH APPROVED
COVERING SUCH AS ABC STONE.
13. STORM STRUCTURES SHALL NOT RECEIVE SURFACE FLOW FROM NON -STABILIZED AREAS.
STABILIZATION OF THE RESPECTIVE DRAINAGE AREAS AND APPROVAL BY THE EROSION
CONTROL INSPECTOR MUST BE COMPLETED BEFORE SURFACE MAY BE DIRECTED TO THESE
STRUCTURES.
CONSTRUCTION SEQUENCE PHASE 3 NOTES:
1. MAINTAIN SEDIMENT BASIN #1 THROUGH PHASE 3 CONSTRUCTION.
2. CONTINUE FILLING OPERATIONS. FILL MATERIAL SHALL BE CONTINUE TO BE DELIVERED TO THE
SITE VIA SOUTH ENTRANCE ALONG RADAR ROAD UNTIL FILL AREA HAS REACHED A SUITABLE
ELEVATION TO ALLOW ACCESS FROM THE EXISTING PARKING LOT TO THE EAST OF THE SITE
AND FROM THE FIRE AND MAINTENANCE ACCESS LANE TO THE WEST OF THE SITE.
4. ADJUST AND CONTINUE TO UTILIZE SLOPE DRAINS ALONG NORTH FILL SLOPE AS OPERATIONS
CONTINUE. CONTINUE TO INSTALL SYNTHETIC REINFORCEMENT MATS AND WEIGHTED
SEDIMENT TUBES AT 5' INTERVALS ALONG SOUTH FILL SLOPE.
5. INSTALL STORM PIPE AND STRUCTURES AS FILL MATERIAL REACHES PIPE ELEVATIONS.
PROVIDE EXCAVATED INLET PROTECTION AS FILL REACHES STRUCTURE RIM ELEVATIONS.
PROVIDE RIPRAP OUTLET PROTECTION AT STORM PIPE OUTFALL TO SEDIMENT BASIN.
6. FILL AREA SHALL BE GRADED TO DRAIN TO SEDIMENT BASIN #1 UNTIL FILL MATERIAL HAS
NEARLY REACHED THE TOP OF SUBGRADE ELEVATION. IN FINAL STAGES OF SUBGRADE
INSTALLATION, WHERE THE SITE IS GRADED TO THE SOUTH TO MATCH FINAL GRADING
CONDITIONS, PROVIDE DIVERSION DITCHES TO REROUTE FLOW FROM SOUTH EDGE OF
PARKING LOT TO THE NORTH SEDIMENT BASIN.
7. PROVIDE INLET PROTECTION AT ALL INLETS WITHIN LIMITS OF DISTURBANCE AS FILL
OPERATIONS REACH RIM ELEVATIONS.
8. MOVE ON TO PHASE 4.
LEGEND
L LIMIT OF DISTURBANCE
TEMPORARY SILT FENCE
(SEE DETAIL ON SHEET C-507)
TEMPORARY SILT FENCE OUTLET
(SEE DETAIL ON SHEET C-507)
EXISTING STORM PIPE
EXISTING STORM STRUCTURE
PROPOSED STORM SEWER PIPE
(SEE GRADING AND DRAINAGE PLANS)
- STRC-180
-
N
(SEE GRADING AND DRAINAGE PLANS)
®
864
60
-
_- o
-_
2-_
-= N: 855194.1689
j �'
N: 855324.1548
E: 1725341.1221 862 863 -
55121.2087
25158.1892 - -_
®
_
E: 1725291.5693 -
=-y
-860
RIM: 864.50 -
_-
- -
LU -
- RIM: 851.50
-
//
/ _
NE INV: 863.31 859 -
858
INV: 855.88=
_ -
_-_ 1- _
'�
- NE INV: 836.71
- NW INV: 834.11
-
/
/ j //
-857
INV: 848.51-
1 (5 155094.6616 -
INV: 833.61
Z i / //�``_
855
853 854
-
-SW
(SEE DETAIL ON SHEET C-508)
12 725183.3522
- 852
_
-
_
I C .852.80 -
-
f ��_�- 850
_ _
-V -.--8-2
N: 855084.2719
=EX.-11�
848-
48--V-.-
a47
OW-
E. 1725202.7667 - _ 1.71/ -
- N: 855037.4365 300°/° J RIM: 841.17 �W- 123 LF RCP CL 111@ y� = 0_GG- �W- 8BQ�, 843 844 845 ` EX. OVE1RTn
�1= E' ^ - CP CL 111 @ OVN� -_- - - - - - t- I % P l�U
45 LFR � � � NE INV: 831.50. - � - - -� -� � / � /
NE NV: 834
_
Rllvl. 042.0042.00 I I I.32 50 LF RCP CL -III @ 0.50% .38 131 LF RCP CL-II1@3.05%_
P
-L _ SW INV: 835.50 - N: 855126.1186 -
NE INV: 836.84!- °„ / - -
�E NW INV
14 LF RCP CL -III @ 0.50% E: 1725251.0359
SW IN\.SE INV: 831.29, - R RIM: 844.39 3 -
- - � - °'� - PROVIDE EXCAVATED
\ I 55 W -- --SE INV: 834.67 - W -- _;;-
I _UE- - - - l 40 F - - U E - - - - N• 855219.1074 _ lh - U E - - - -E - SEDIMENT STORAGE AREA-
- - G - - - - o N: 855094.6616--� G,
G - - VI N: 855116.5651 E: 1725343.7074 G - - - - - - - - G - - - - (1' DEEP 1 S SLOPES r_
4��7 , E:1725183.3522 ---G---- G -----G-- RIM: 843.79 - l -- V -
'�jl RIM: 852 80 E: 1725261.8628 1.
NW INV: 844.85 RIM: 839.50 _ SW INV. 841.04
\ \ <N ? NW INV: 834.74
EX
ASPHALT PAVED DRIVE
U \-� \ \ \
-FO--- UT- - �--- --
� -= T>�--UT-- AUT-----UT--UT-----1'TT-----UT-----UT-----UT-----UT-----UT-----UT---FO U----
\---FO-��-FO---� FO---- 0-----FO-----FO-----FO-----FO-----FO-----FO-----FO-----
R/W
R/W II I R/W - - R/W - -
R/W - -
I
II
II
19 LF 1
I I
I
In
U) ST,
51 ,
N: 855430.1948 1
P& 1725404 3876 5 0 6
TEMPORARY CONSTRUCTION
ENTRANCE. SEE DETAIL ON
DRAWING C-507.
TEMPORARY DIVERSION
DITCH. SEE DETAIL.
I .
RIM: 853.35 -
OAK
STRC-181 • _ �_ ,- - - ' I I I
:--
N: 855410.8734
E: 1725433.9061/
-_ SW INV: 860.77�'�;,K_
NW INV: 860.67 -� -_-
INST_t WEIGHTED SEDIMENT /
J70TUBES AT -5 -INTERVALS ALONG
- � � 24" OAK
1: 853.32 SLOPE. SEE DETAti_- -
-------fig°,-:P�-EE!_J
+3_-77
X
T RY CO%TMJe9ON� TE{ _V LT
_ l J
aN---- SS - `GS _ SS _SSSt-
p �S DRMINtt407_ 1
=-R- ---- -
- u - EX. TTE -UF
i=- G-
��_ _ _-
- G--- G - -G-----
---- -----G---- ��-------� f-
0
A D/ SR 4 `3 0SR 4 `3 0 71
UT-----UT-----UT-----UT-----UT
-----FO-----
-UT -----UT-----U-----UT-----UT-----UT-----UT-----UT---- FO-----FO-----Fo-----FO-----F
FO-----F-----FO-----
FO-----FO-----FO
----
R/W - - R/W - -
R/W - -
� PHASE 3 EROSION CONTROL PLAN
1 "=30'
1 2 3 4 5
GENERAL NOTES:
1. SITEWORK SHALL NOT COMMENCE UNTIL HANGAR PROJECT SITE IS STABILIZED AND EXISTING
SEDIMENT BASIN IS NO LONGER NEEDED.
2. THIS PROJECT SHALL UTILIZE THE PREVIOUSLY PROPOSED BIORETENTION AREA (PART OF NEW
HANGAR SCOPE) AS AN INTERIM SEDIMENT BASIN. AREA SHALL NOT BE CONVERTED TO
BIORETENTION CELL (INCLUDING INSTALLATION OF FILTER MEDIA AND UNDERDRAINS) UNTIL
ALL DISTURBED AREAS WITHIN THIS PROJECT HAVE BEEN STABILIZED.
3. EROSION AND SEDIMENTATION CONTROL MAINTENANCE CONTACT:
TOMMY MORROW, BE&K BUILDING GROUP
EMAIL: TOMMY. [e-mail]
TELEPHONE: [phone]
4. PHASING PLAN SHEETS MAY OR MAY NOT SHOW ALL ITEMS THAT ARE TO BE DEMOLISHED WITH
THESE PLANS. CONTRACTOR TO USE EXISTING CONDITIONS AND DEMOLITION PLAN SHEETS
FOR COMPREHENSIVE DEMOLITION ITEMS.
5. ALL FILL OPERATIONS SHOWN ON THESE PLANS SHALL BE CONSTRUCTED PER THE PROJECT
SPECIFICATIONS FOR COMPACTION AND LIFT HEIGHTS AND/OR AT THE DIRECTION OF THE
GEOTECHNICAL ENGINEER DURING CONSTRUCTION.
6. TEMPORARY GROUNDCOVER SHALL BE PLACED ON EXPOSED SLOPES WITHIN 14 CALENDAR
DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS IN DETAIL 2/C-506 WITHIN THE GROUND
COVER SCHEDULE.
7. TEMPORARY GROUNDCOVER SHALL BE PLACED ON EXPOSED SWALES OR DITCHES WITHIN 7
CALENDAR DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS IN DETAIL 2/C-506 WITHIN
THE GROUND COVER SCHEDULE.
8. ONCE FINAL GRADING AND STABILIZATION IS COMPLETE, APPLY PERMANENT SEEDING
MIXTURES PER DETAIL 2/C-506.
9. TEMPORARY CONSTRUCTION FENCE AS SHOWN ON SHEETS C-181, C-182, & C-183 AND
TEMPORARY CONSTRUCTION ENTRANCES AS SHOWN ON SHEETS SHEETS C-181, C-182, & C-183
ARE TO REMAIN IN-PLACE UNTIL ALL CONSTRUCTION IS COMPLETE.
10. CONTRACTOR SHALL NOT USE THESE PHASING PLANS FOR STAKING/LAYOUT PURPOSES.
THESE PHASING PLANS ARE ONLY MEANT TO CONVEY THE STEPS NECESSARY FOR PROPER
EROSION CONTROL MEASURES. THE PHASING DRAWINGS MAY OR MAY NOT SHOW ALL
CONTRACT ITEMS THAT MUST BE INSTALLED. THE CONTRACTOR SHALL REFER TO THE
EXISTING CONDITIONS AND DEMOLITION PLAN, THE SITE LAYOUT AND UTILITY PLAN, AND
GRADING AND DRAINAGE PLAN FOR COMPLETE LINE ITEM QUANTITIES.
11. RUNOFF FROM NON -STABILIZED AREAS MUST BE DIRECTED TOWARDS THE APPROVED
EROSION CONTROL MEASURES AS SHOWN ON THE PLANS AT ALL TIMES.
12. WHILE ESTABLISHING GRADES IN THIS PHASE, THE CONTRACTOR SHALL MAINTAIN DRAINAGE
PATTERNS TOWARD APPROVED MEASURES AT ALL TIMES. WHEN GRAVITY FLOW TO APPROVED
MEASURES IS NOT POSSIBLE, THE CONTRACTOR SHALL DIRECT SURFACE RUNOFF TO THE
APPROVED MEASURES USING OTHER TEMPORARY CONVEYANCES ( TEMPORARY PIPES,
DITCHES OR BY USE OF PUMP) OR STABILIZE THE AREA IMMEDIATELY WITH APPROVED
COVERING SUCH AS ABC STONE.
13. STORM STRUCTURES SHALL NOT RECEIVE SURFACE FLOW FROM NON -STABILIZED AREAS.
STABILIZATION OF THE RESPECTIVE DRAINAGE AREAS AND APPROVAL BY THE EROSION
CONTROL INSPECTOR MUST BE COMPLETED BEFORE SURFACE MAY BE DIRECTED TO THESE
STRUCTURES.
CONSTRUCTION SEQUENCE PHASE 3 NOTES:
1. MAINTAIN SEDIMENT BASIN #1 THROUGH PHASE 3 CONSTRUCTION.
2. CONTINUE FILLING OPERATIONS. FILL MATERIAL SHALL BE CONTINUE TO BE DELIVERED TO THE
SITE VIA SOUTH ENTRANCE ALONG RADAR ROAD UNTIL FILL AREA HAS REACHED A SUITABLE
ELEVATION TO ALLOW ACCESS FROM THE EXISTING PARKING LOT TO THE EAST OF THE SITE
AND FROM THE FIRE AND MAINTENANCE ACCESS LANE TO THE WEST OF THE SITE.
4. ADJUST AND CONTINUE TO UTILIZE SLOPE DRAINS ALONG NORTH FILL SLOPE AS OPERATIONS
CONTINUE. CONTINUE TO INSTALL SYNTHETIC REINFORCEMENT MATS AND WEIGHTED
SEDIMENT TUBES AT 5' INTERVALS ALONG SOUTH FILL SLOPE.
5. INSTALL STORM PIPE AND STRUCTURES AS FILL MATERIAL REACHES PIPE ELEVATIONS.
PROVIDE EXCAVATED INLET PROTECTION AS FILL REACHES STRUCTURE RIM ELEVATIONS.
PROVIDE RIPRAP OUTLET PROTECTION AT STORM PIPE OUTFALL TO SEDIMENT BASIN.
6. FILL AREA SHALL BE GRADED TO DRAIN TO SEDIMENT BASIN #1 UNTIL FILL MATERIAL HAS
NEARLY REACHED THE TOP OF SUBGRADE ELEVATION. IN FINAL STAGES OF SUBGRADE
INSTALLATION, WHERE THE SITE IS GRADED TO THE SOUTH TO MATCH FINAL GRADING
CONDITIONS, PROVIDE DIVERSION DITCHES TO REROUTE FLOW FROM SOUTH EDGE OF
PARKING LOT TO THE NORTH SEDIMENT BASIN.
7. PROVIDE INLET PROTECTION AT ALL INLETS WITHIN LIMITS OF DISTURBANCE AS FILL
OPERATIONS REACH RIM ELEVATIONS.
8. MOVE ON TO PHASE 4.
LEGEND
L LIMIT OF DISTURBANCE
TEMPORARY SILT FENCE
(SEE DETAIL ON SHEET C-507)
TEMPORARY SILT FENCE OUTLET
(SEE DETAIL ON SHEET C-507)
EXISTING STORM PIPE
EXISTING STORM STRUCTURE
0 15' 30' 60' 90'
!%iiiiii
SCALE: 1" = 30'
EBRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
O U Ln
J z Q
V
Lr -
Z m
w
Ln
W `
Q LLj Q
1
a O
O 0 V
V w
w o Q
Q Q
fV
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ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
P.PRAKASH
DRAWN BY
R. OBERLE
CHECKED BY
P.PRAKASH
PROJECT NO./CAD CODE
C07278.001/C-183 EROSION
CONTROL 07278-P.DWG
DATE
08-15-2017
TITLE
PHASE 3 EROSION
CONTROL PLAN
DRAWING NO.
C11.
PROPOSED STORM SEWER PIPE
(SEE GRADING AND DRAINAGE PLANS)
■
PROPOSED STORM SEWER STRUCTURE
(SEE GRADING AND DRAINAGE PLANS)
®
FIBER CHECK DAM
(SEE DETAIL ON SHEET C-509)
INLET PROTECTION
(SEE DETAIL ON SHEET C-506)
®
OUTLET PROTECTION
(SEE DETAIL ON SHEET C-503)
ROCK INLET PROTECTION
(SEE DETAIL ON SHEET C-509)
+�*
SEDIMENT TRAP
(SEE DETAIL ON SHEET C-510)
-
- TEMPORARY DIVERSION DITCH
(SEE DETAIL ON SHEET C-508)
WEIGHTED SEDIMENT TUBES
(SEE DETAIL ON SHEET C-510)
SYNTHETIC REINFORCEMENT MATTING
(SEE DETAIL ON SHEET C-508)
0 15' 30' 60' 90'
!%iiiiii
SCALE: 1" = 30'
EBRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
O U Ln
J z Q
V
Lr -
Z m
w
Ln
W `
Q LLj Q
1
a O
O 0 V
V w
w o Q
Q Q
fV
.O
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
P.PRAKASH
DRAWN BY
R. OBERLE
CHECKED BY
P.PRAKASH
PROJECT NO./CAD CODE
C07278.001/C-183 EROSION
CONTROL 07278-P.DWG
DATE
08-15-2017
TITLE
PHASE 3 EROSION
CONTROL PLAN
DRAWING NO.
C11.

E
C
C 31
7.3325
3.4275
877.50
871.06
873.40
870.94
859.48
v
A
w
LU
z
Y
a
0
U
w
o�
OM
oM
CO
I-
N p
I --
6
`O
U
STRC-161
N: 855156.2310
E: 1725125.0082
RIM: 876.50
SE INV: 873.40
29
N: 855512.9416
E: 1724957.0536
RIM: 877.46
NW INV: 851.43
SE INV: 868.30
STRC-142
N: 855259.5554
E: 1725143.5732
RIM: 877.76
NE INV: 870.54
I -u MVI. VI V...,V
° 12 \ I SW INV: 850.84 lI ,� / E- I TOP: 8 72.2 1 '
f� 55512.9416 I - NW INV: 842.13
7 -���J INV.: 863.71 '
E: 1724957.0536 /� N INV: s61.6 \�\ \ �-�-�! J
_ - \ I I 01L/WA TER SEP.
I SE INV: 841.63
IRIM: 875��9 � X ��i� _\� \�\ \
NW INV: o �FRCPG� ' \\\ \� - W�TER-VA-LVE
NE INV: 851.43 �\ 3g° O /� X /r \\ \\\ _EW \ I
@o /I -
Q-SS-----SS-----SS--
I.
NE
e
i
//�/ �I/I� /�`�\\ \\ - _�� �X. OIL WATE � \
II I �j/ \\\ SPE TO \\VAUL I\ EX. SSMH
�� I TOP: 871.07'
� � � \ � ��\ \ � I I l N IN V. IN: 865.77
BAY SbI� TOR MODEL 1 It 1 /" / / \ \\ \\ I I IN V. OU T' 865.72T
II N: 85556{{5 4 I I I I MES \\\\\ \ \\ cn I I I---------------------
I I E: 17250�819��8 I \, _� -� \\ \ I I I / I - - - �
RIM: 8. 0 I I I I I I I I : .7.948
8x60 \\\ \\ \\ \\ I l I
II NE INV. 85.1 I I III E: 1725062.1800\
I I X
RIM: 854.96 \ \ \ � \ � I EX. ELECT.BO �
II I II SW 1& 851.0 \ \\ \ \\\\ \\ \ \ cn 1 I n I TRANS.
I�� �i I
BIORETENTION AREA \\ I I I m I
l o \ DO NOT INSTALL SOIL MEDIA AND UNDERDRAI I SYSTEM N
Ua UNTIL SITE IS STABILIZED. (SEE "HAECO - NEW FACILITY"
J DRAWINGS FOR BIORETENTION AREA DETAILS) > D
0 \ PERMANENT RIPRAP PIPE\ 11 1
II I I I I OUTLET PROTECTION. i \EX\M
I ��
SEE DETAIL. ` I X
U :,S 3.444
II I IIII I 17 7 . 5 \ E \ \\ �� � - M ----- ---
7 I : 8 �1 \ \ 1 \ 29 LF�4",F3CP Q i°
II I III III
SW IN 1b$ ,1 �`�� �� I P: 873.82'
III _ 1 �T� 130 !IN: 856.52
18 L 24" RCF 40% I 4,V I
\ \ : 85 597.26 6 / OU T.- 856.4 7'
35 ES \ 1 1 �7�5286.5522 '
I I I4.50
III 17 LF 4 ' RC @ 0.5 EN1 25265.4 13 I II I 1 \ \ W IN616.�90\
I I I 1 3 I I I I I III RIM. 85 1 I l u o� I I 53 \ I II
II III N: 855414.7298 I I I I 34 NE INV: 85 STRC-184 k �^ 1 I I I I N: 855596.9764
E: 1725179.4978 IIII III11. 24" MES 52 E: 1725289.7752
II I I RIM: 857.50 I �o �E: 1725178.9878 N: 855525.7033 'Q� \N:855529.9587 'RIM: 864.50
\ inn; E: 1725274.0726 \ E: 1725307.9869
II NE INV: 841.19 \Q 8.4..40- z �- I N INV: 857.00
II ° E INV: 851.00 �; `NIWV: 849 00
I 28
NW INV: 839.19 I SE INV: 844.25 - �, S INV: 854.00 �
Q0� SE INV: 839 9 I I 34 LF 24" RCP CL VI @ 2.00% \ SE INV: 842.86
STRC-183 1 I I I I I +`MONITORING WELL
I I I I 4' PRECAST MANHOLEPL I
N: 855516.6440T
� 4P ECAST MANHOLE
1 \ E: 1725306.9489 �,
\ \\ RIM: 859.60--�'c,A N: 855506.2145 Fay
\ E INV:854.35 �� E: 1725344.7976 o
I '� RIM: 870.65
II \\\\\\ \\ W INV: 851.68 I 9�Fti�Pq
SE INV: 858.06
WINV: 855.14
.. . • v . v . • . • . • OS�s�G�O
v • o . � � � v • aCV \ �s .p
39 LF 10" PVC @ 1.00%
v - - =f -
M
/_12 LF 18" HDPE WITH 18"x16" REDUCER @ 0.00%
M
EX. SSMH
TOP: 873.73'
INV.IN: 864.43'
INV.OUT: 864.40'
NEW HANGAR 5 30 I I
4ZN: 855232.8212 r II r/ // /� EX. 0.1 ,
_ _ _ _ E: 1725221.9225 5 E S J'
RIM: 876.88
1W INV 870.33
RCP @ 0.85% 123 LF 15" RCP @ 0.50��; 85F
RIM' 853.35
127 LF 18" RCP CL -III @ 2.00% ' OAK.11
_ r
STRC-180 _ -_ STRC-1181 n
CONCRETE DROP INLET CONCRETE DROP INLET
- / / N: 855410.8734
� o 2 - �� / �" N: 855324.1548
X1-0- o _ N: 855194.1689 / E: 1725341.1221 E: 1725433.9061
25158.18
E: 1725291.5693- -� / /. RIM: 868.05 _ RIM: 868.04
- /
�: 864-50 Cl) _ RIM: 851.50 / / NE INV: 863.31 _ _ - SW INV: 860.77 J
_ _ NE INV: 836.71 - / NW INV: 860.67-
1 o - - NW INV: 834.11
1' 155094.6616 - SW INV: 833.61 24" OAK - - -
__ -
1 _2725183.3522 - I \ --1&' TR
1 .852.80
06 w
N:855084.2719 �I1� t-- , _ � _ f - OW C, _ / REQ
59 _ _LT
� E: 1725202.7667-_ _ _�� ° - SNL T� �� --- - - ----- --- -- -- -- ---
N: 855037.4365 -00% = J RIM: 841.17 -'123 LF RCP CL 111 @ 1.71 /° - - - -_ _ X. OVERFV S
-Cs�- �'�- S�-- - - -_ -� SSs- =
E. ^- CP C -Al @ � 0� � NE INV: 831.50 -_ _ -- - - - - - - - -� -
RI45. u42.00 I NE INV: 834.32 50 LF RCP CL -III @ 0.50% 38 131 LF RCP CL -III @ 3.05% , L IC1iW-- Z34 - ,
�NE INV: 836.84 - SWI NV: 835.5C \ i N: 855126.1186 - �?� \ /� `` -
�E NW INV ° 4�� _ 1 �i R EX. F l ��-- �tJ�_= G
14 LF RCP CL -III @ 0..50% E: 1725251.0359 ,I - \ ` 7W LOU _8�,7E4 - _� E _ U -� U E SUE= - f f - -
SEINV: 831.29 - R RIM: 844.39 - a ' 39----- -- W -- == W -- _-� =UE-�r�E--� �" / - =1 �� ---- G may'
--SE INV. 834.67 -W-- �r� W�
\ -- -- N: 855219.1074 - -UE---- E-----Ulr-----UE-- --- - �� - W -- W--� - W-- - W - G --W --�1--G-----G G
-G- ---G o :855094.6616 UE-- 740 E_ UE---- E: 1725343.7074 _____ _�__ ' G----�--- � �j-�� -� G--- fG-----G----G----- /
C> �4: 1725183.3522 - - - G - - - - G N: 855116.5651 _ - - -�� RIM: 843.79 G ` R A R R 0 A D SR 4307
�� oo r� c ca RIlf1852.80 E. 1725261.8628 -
`-O RIM: 839.50 � � SW INV. 841.04
- NW INV: 844.8a�
UT -----UT
UT-----UT-----UT----- FO-----
-NW INV: 834.74 _ ____ UT-----UT-----UT----- FO -----FO----- F
E ASPHALT PAVED DRIVE
- \ •-------UT-----UT----- FO-----
\ FO-----FO-----FO-----
-FO--- UT o -UT --UT-AUT-----UT----UT-----�T-----UT-----UT-----UT-----UT-----UT-----UT-----UT--- -UT ---FO UT F -----FO-----FO-----
\ \'F ��---FO-�-FO---- FO---- 0-----FO-----FO-----FO-----FO-----FO-----FO-----FO-----FO-----FO R/W
R/W - - R/W - -
R/W-
R/W II I R/W - - R/W - - - -
R/W - -
I I
II
II
� PHASE 4 EROSION CONTROL PLAN
1 "=30'
1 2 3 4 5
GENERAL NOTES:
1. SITEWORK SHALL NOT COMMENCE UNTIL HANGAR PROJECT SITE IS STABILIZED AND EXISTING
SEDIMENT BASIN IS NO LONGER NEEDED.
2. THIS PROJECT SHALL UTILIZE THE PREVIOUSLY PROPOSED BIORETENTION AREA (PART OF NEW
HANGAR SCOPE) AS AN INTERIM SEDIMENT BASIN. AREA SHALL NOT BE CONVERTED TO
BIORETENTION CELL (INCLUDING INSTALLATION OF FILTER MEDIA AND UNDERDRAINS) UNTIL
ALL DISTURBED AREAS WITHIN THIS PROJECT HAVE BEEN STABILIZED.
3. EROSION AND SEDIMENTATION CONTROL MAINTENANCE CONTACT:
TOMMY MORROW, BE&K BUILDING GROUP
EMAIL: TOMMY. [e-mail]
TELEPHONE: [phone]
4. PHASING PLAN SHEETS MAY OR MAY NOT SHOW ALL ITEMS THAT ARE TO BE DEMOLISHED WITH
THESE PLANS. CONTRACTOR TO USE EXISTING CONDITIONS AND DEMOLITION PLAN SHEETS
FOR COMPREHENSIVE DEMOLITION ITEMS.
5. ALL FILL OPERATIONS SHOWN ON THESE PLANS SHALL BE CONSTRUCTED PER THE PROJECT
SPECIFICATIONS FOR COMPACTION AND LIFT HEIGHTS AND/OR AT THE DIRECTION OF THE
GEOTECHNICAL ENGINEER DURING CONSTRUCTION.
6. TEMPORARY GROUNDCOVER SHALL BE PLACED ON EXPOSED SLOPES WITHIN 14 CALENDAR
DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS IN DETAIL 2/C-506 WITHIN THE GROUND
COVER SCHEDULE.
7. TEMPORARY GROUNDCOVER SHALL BE PLACED ON EXPOSED SWALES OR DITCHES WITHIN 7
CALENDAR DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS IN DETAIL 2/C-506 WITHIN
THE GROUND COVER SCHEDULE.
8. ONCE FINAL GRADING AND STABILIZATION IS COMPLETE, APPLY PERMANENT SEEDING
MIXTURES PER DETAIL 2/C-506.
9. TEMPORARY CONSTRUCTION FENCE AS SHOWN ON SHEETS C-181, C-182, & C-183 AND
TEMPORARY CONSTRUCTION ENTRANCES AS SHOWN ON SHEETS SHEETS C-181, C-182, & C-183
ARE TO REMAIN IN-PLACE UNTIL ALL CONSTRUCTION IS COMPLETE.
10. CONTRACTOR SHALL NOT USE THESE PHASING PLANS FOR STAKING/LAYOUT PURPOSES.
THESE PHASING PLANS ARE ONLY MEANT TO CONVEY THE STEPS NECESSARY FOR PROPER
EROSION CONTROL MEASURES. THE PHASING DRAWINGS MAY OR MAY NOT SHOW ALL
CONTRACT ITEMS THAT MUST BE INSTALLED. THE CONTRACTOR SHALL REFER TO THE
EXISTING CONDITIONS AND DEMOLITION PLAN, THE SITE LAYOUT AND UTILITY PLAN, AND
GRADING AND DRAINAGE PLAN FOR COMPLETE LINE ITEM QUANTITIES.
11. RUNOFF FROM NON -STABILIZED AREAS MUST BE DIRECTED TOWARDS THE APPROVED
EROSION CONTROL MEASURES AS SHOWN ON THE PLANS AT ALL TIMES.
12. WHILE ESTABLISHING GRADES IN THIS PHASE, THE CONTRACTOR SHALL MAINTAIN DRAINAGE
PATTERNS TOWARD APPROVED MEASURES AT ALL TIMES. WHEN GRAVITY FLOW TO APPROVED
MEASURES IS NOT POSSIBLE, THE CONTRACTOR SHALL DIRECT SURFACE RUNOFF TO THE
APPROVED MEASURES USING OTHER TEMPORARY CONVEYANCES ( TEMPORARY PIPES,
DITCHES OR BY USE OF PUMP) OR STABILIZE THE AREA IMMEDIATELY WITH APPROVED
COVERING SUCH AS ABC STONE.
13. STORM STRUCTURES SHALL NOT RECEIVE SURFACE FLOW FROM NON -STABILIZED AREAS.
STABILIZATION OF THE RESPECTIVE DRAINAGE AREAS AND APPROVAL BY THE EROSION
CONTROL INSPECTOR MUST BE COMPLETED BEFORE SURFACE MAY BE DIRECTED TO THESE
STRUCTURES.
CONSTRUCTION SEQUENCE PHASE 4 NOTES:
1. MAINTAIN SEDIMENT BASIN #1 UNTIL ALL PAVEMENT IS COMPLETE AND VEGETATION HAS BEEN
ESTABLISHED.
2. COMPLETE SITE FINE GRADING AND ESTABLISH FINAL GRADES PER SHEET C-141. PROVIDE
PAVING AND SITE FEATURES AS SHOWN ON SHEETS C-121.
3. INSTALL BIORETENTION AREA UNDERDRAINS, AS SHOWN ON "HAECO - NEW FACILITY"
CONSTRUCTION DOCUMENTS.
4. INSTALL BIORETENTION SOIL MEDIA. AS SHOWN ON "HAECO - NEW FACILITY" CONSTRUCTION
DOCUMENTS.
5. INSTALL INTERNAL WEIRS IN STRUCTURES 53,6 AND 31 AS SHOWN ON "HAECO - NEW FACILITY"
CONSTRUCTION DOCUMENTS.
6. STABILIZE ENTIRE SITE AND ENSURE VEGETATION GROWTH.
7. DEMOBILIZE.
LEGEND
L LIMIT OF DISTURBANCE
TEMPORARY SILT FENCE
(SEE DETAIL ON SHEET C-507)
71 TEMPORARY SILT FENCE OUTLET
(SEE DETAIL ON SHEET C-507)
EXISTING STORM PIPE
EXISTING STORM STRUCTURE
PROPOSED STORM SEWER PIPE
(SEE GRADING AND DRAINAGE PLANS)
■
PROPOSED STORM SEWER STRUCTURE
' v •
(SEE GRADING AND DRAINAGE PLANS)
®
HANGAR 4
/ / S,£.
STRC-143
.
INLET PROTECTION
;'
PARKING
_
N: 855286.0492
®
OUTLET PROTECTION
(SEE DETAIL ON SHEET C-503)
E: 1725171.5926
ROCK INLET PROTECTION
(SEE DETAIL ON SHEET C-509)
+,*
RIM: 877.49
(SEE DETAIL ON SHEET C-510)
-
- TEMPORARY DIVERSION DITCH
(SEE DETAIL ON SHEET C-508)
0
WEIGHTED SEDIMENT TUBES
SE INV: 869.86
/
o
(SEE DETAIL ON SHEET C-508)
SW INV: 870.16
/
/ 177-11�-
NW INV: 869.86CL
/
✓ \
/E3
0
M
LL
EX. SSMH
TOP: 873.73'
INV.IN: 864.43'
INV.OUT: 864.40'
NEW HANGAR 5 30 I I
4ZN: 855232.8212 r II r/ // /� EX. 0.1 ,
_ _ _ _ E: 1725221.9225 5 E S J'
RIM: 876.88
1W INV 870.33
RCP @ 0.85% 123 LF 15" RCP @ 0.50��; 85F
RIM' 853.35
127 LF 18" RCP CL -III @ 2.00% ' OAK.11
_ r
STRC-180 _ -_ STRC-1181 n
CONCRETE DROP INLET CONCRETE DROP INLET
- / / N: 855410.8734
� o 2 - �� / �" N: 855324.1548
X1-0- o _ N: 855194.1689 / E: 1725341.1221 E: 1725433.9061
25158.18
E: 1725291.5693- -� / /. RIM: 868.05 _ RIM: 868.04
- /
�: 864-50 Cl) _ RIM: 851.50 / / NE INV: 863.31 _ _ - SW INV: 860.77 J
_ _ NE INV: 836.71 - / NW INV: 860.67-
1 o - - NW INV: 834.11
1' 155094.6616 - SW INV: 833.61 24" OAK - - -
__ -
1 _2725183.3522 - I \ --1&' TR
1 .852.80
06 w
N:855084.2719 �I1� t-- , _ � _ f - OW C, _ / REQ
59 _ _LT
� E: 1725202.7667-_ _ _�� ° - SNL T� �� --- - - ----- --- -- -- -- ---
N: 855037.4365 -00% = J RIM: 841.17 -'123 LF RCP CL 111 @ 1.71 /° - - - -_ _ X. OVERFV S
-Cs�- �'�- S�-- - - -_ -� SSs- =
E. ^- CP C -Al @ � 0� � NE INV: 831.50 -_ _ -- - - - - - - - -� -
RI45. u42.00 I NE INV: 834.32 50 LF RCP CL -III @ 0.50% 38 131 LF RCP CL -III @ 3.05% , L IC1iW-- Z34 - ,
�NE INV: 836.84 - SWI NV: 835.5C \ i N: 855126.1186 - �?� \ /� `` -
�E NW INV ° 4�� _ 1 �i R EX. F l ��-- �tJ�_= G
14 LF RCP CL -III @ 0..50% E: 1725251.0359 ,I - \ ` 7W LOU _8�,7E4 - _� E _ U -� U E SUE= - f f - -
SEINV: 831.29 - R RIM: 844.39 - a ' 39----- -- W -- == W -- _-� =UE-�r�E--� �" / - =1 �� ---- G may'
--SE INV. 834.67 -W-- �r� W�
\ -- -- N: 855219.1074 - -UE---- E-----Ulr-----UE-- --- - �� - W -- W--� - W-- - W - G --W --�1--G-----G G
-G- ---G o :855094.6616 UE-- 740 E_ UE---- E: 1725343.7074 _____ _�__ ' G----�--- � �j-�� -� G--- fG-----G----G----- /
C> �4: 1725183.3522 - - - G - - - - G N: 855116.5651 _ - - -�� RIM: 843.79 G ` R A R R 0 A D SR 4307
�� oo r� c ca RIlf1852.80 E. 1725261.8628 -
`-O RIM: 839.50 � � SW INV. 841.04
- NW INV: 844.8a�
UT -----UT
UT-----UT-----UT----- FO-----
-NW INV: 834.74 _ ____ UT-----UT-----UT----- FO -----FO----- F
E ASPHALT PAVED DRIVE
- \ •-------UT-----UT----- FO-----
\ FO-----FO-----FO-----
-FO--- UT o -UT --UT-AUT-----UT----UT-----�T-----UT-----UT-----UT-----UT-----UT-----UT-----UT--- -UT ---FO UT F -----FO-----FO-----
\ \'F ��---FO-�-FO---- FO---- 0-----FO-----FO-----FO-----FO-----FO-----FO-----FO-----FO-----FO R/W
R/W - - R/W - -
R/W-
R/W II I R/W - - R/W - - - -
R/W - -
I I
II
II
� PHASE 4 EROSION CONTROL PLAN
1 "=30'
1 2 3 4 5
GENERAL NOTES:
1. SITEWORK SHALL NOT COMMENCE UNTIL HANGAR PROJECT SITE IS STABILIZED AND EXISTING
SEDIMENT BASIN IS NO LONGER NEEDED.
2. THIS PROJECT SHALL UTILIZE THE PREVIOUSLY PROPOSED BIORETENTION AREA (PART OF NEW
HANGAR SCOPE) AS AN INTERIM SEDIMENT BASIN. AREA SHALL NOT BE CONVERTED TO
BIORETENTION CELL (INCLUDING INSTALLATION OF FILTER MEDIA AND UNDERDRAINS) UNTIL
ALL DISTURBED AREAS WITHIN THIS PROJECT HAVE BEEN STABILIZED.
3. EROSION AND SEDIMENTATION CONTROL MAINTENANCE CONTACT:
TOMMY MORROW, BE&K BUILDING GROUP
EMAIL: TOMMY. [e-mail]
TELEPHONE: [phone]
4. PHASING PLAN SHEETS MAY OR MAY NOT SHOW ALL ITEMS THAT ARE TO BE DEMOLISHED WITH
THESE PLANS. CONTRACTOR TO USE EXISTING CONDITIONS AND DEMOLITION PLAN SHEETS
FOR COMPREHENSIVE DEMOLITION ITEMS.
5. ALL FILL OPERATIONS SHOWN ON THESE PLANS SHALL BE CONSTRUCTED PER THE PROJECT
SPECIFICATIONS FOR COMPACTION AND LIFT HEIGHTS AND/OR AT THE DIRECTION OF THE
GEOTECHNICAL ENGINEER DURING CONSTRUCTION.
6. TEMPORARY GROUNDCOVER SHALL BE PLACED ON EXPOSED SLOPES WITHIN 14 CALENDAR
DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS IN DETAIL 2/C-506 WITHIN THE GROUND
COVER SCHEDULE.
7. TEMPORARY GROUNDCOVER SHALL BE PLACED ON EXPOSED SWALES OR DITCHES WITHIN 7
CALENDAR DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS IN DETAIL 2/C-506 WITHIN
THE GROUND COVER SCHEDULE.
8. ONCE FINAL GRADING AND STABILIZATION IS COMPLETE, APPLY PERMANENT SEEDING
MIXTURES PER DETAIL 2/C-506.
9. TEMPORARY CONSTRUCTION FENCE AS SHOWN ON SHEETS C-181, C-182, & C-183 AND
TEMPORARY CONSTRUCTION ENTRANCES AS SHOWN ON SHEETS SHEETS C-181, C-182, & C-183
ARE TO REMAIN IN-PLACE UNTIL ALL CONSTRUCTION IS COMPLETE.
10. CONTRACTOR SHALL NOT USE THESE PHASING PLANS FOR STAKING/LAYOUT PURPOSES.
THESE PHASING PLANS ARE ONLY MEANT TO CONVEY THE STEPS NECESSARY FOR PROPER
EROSION CONTROL MEASURES. THE PHASING DRAWINGS MAY OR MAY NOT SHOW ALL
CONTRACT ITEMS THAT MUST BE INSTALLED. THE CONTRACTOR SHALL REFER TO THE
EXISTING CONDITIONS AND DEMOLITION PLAN, THE SITE LAYOUT AND UTILITY PLAN, AND
GRADING AND DRAINAGE PLAN FOR COMPLETE LINE ITEM QUANTITIES.
11. RUNOFF FROM NON -STABILIZED AREAS MUST BE DIRECTED TOWARDS THE APPROVED
EROSION CONTROL MEASURES AS SHOWN ON THE PLANS AT ALL TIMES.
12. WHILE ESTABLISHING GRADES IN THIS PHASE, THE CONTRACTOR SHALL MAINTAIN DRAINAGE
PATTERNS TOWARD APPROVED MEASURES AT ALL TIMES. WHEN GRAVITY FLOW TO APPROVED
MEASURES IS NOT POSSIBLE, THE CONTRACTOR SHALL DIRECT SURFACE RUNOFF TO THE
APPROVED MEASURES USING OTHER TEMPORARY CONVEYANCES ( TEMPORARY PIPES,
DITCHES OR BY USE OF PUMP) OR STABILIZE THE AREA IMMEDIATELY WITH APPROVED
COVERING SUCH AS ABC STONE.
13. STORM STRUCTURES SHALL NOT RECEIVE SURFACE FLOW FROM NON -STABILIZED AREAS.
STABILIZATION OF THE RESPECTIVE DRAINAGE AREAS AND APPROVAL BY THE EROSION
CONTROL INSPECTOR MUST BE COMPLETED BEFORE SURFACE MAY BE DIRECTED TO THESE
STRUCTURES.
CONSTRUCTION SEQUENCE PHASE 4 NOTES:
1. MAINTAIN SEDIMENT BASIN #1 UNTIL ALL PAVEMENT IS COMPLETE AND VEGETATION HAS BEEN
ESTABLISHED.
2. COMPLETE SITE FINE GRADING AND ESTABLISH FINAL GRADES PER SHEET C-141. PROVIDE
PAVING AND SITE FEATURES AS SHOWN ON SHEETS C-121.
3. INSTALL BIORETENTION AREA UNDERDRAINS, AS SHOWN ON "HAECO - NEW FACILITY"
CONSTRUCTION DOCUMENTS.
4. INSTALL BIORETENTION SOIL MEDIA. AS SHOWN ON "HAECO - NEW FACILITY" CONSTRUCTION
DOCUMENTS.
5. INSTALL INTERNAL WEIRS IN STRUCTURES 53,6 AND 31 AS SHOWN ON "HAECO - NEW FACILITY"
CONSTRUCTION DOCUMENTS.
6. STABILIZE ENTIRE SITE AND ENSURE VEGETATION GROWTH.
7. DEMOBILIZE.
LEGEND
L LIMIT OF DISTURBANCE
TEMPORARY SILT FENCE
(SEE DETAIL ON SHEET C-507)
71 TEMPORARY SILT FENCE OUTLET
(SEE DETAIL ON SHEET C-507)
EXISTING STORM PIPE
EXISTING STORM STRUCTURE
0 15' 30' 60' 90'
!%iiiiii
SCALE: 1" = 30'
EBRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
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043916
0 N c 1 N
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
P.PRAKASH
DRAWN BY
R. OBERLE
CHECKED BY
P.PRAKASH
PROJECT NO./CAD CODE
C07278.001/C-184 EROSION
CONTROL 07278-P.DWG
DATE
08-15-2017
TITLE
PHASE 4 EROSION
CONTROL PLAN
DRAWING NO.
C11.
PROPOSED STORM SEWER PIPE
(SEE GRADING AND DRAINAGE PLANS)
■
PROPOSED STORM SEWER STRUCTURE
(SEE GRADING AND DRAINAGE PLANS)
®
FIBER CHECK DAM
(SEE DETAIL ON SHEET C-509)
INLET PROTECTION
(SEE DETAIL ON SHEET C-506)
®
OUTLET PROTECTION
(SEE DETAIL ON SHEET C-503)
ROCK INLET PROTECTION
(SEE DETAIL ON SHEET C-509)
+,*
SEDIMENT TRAP
(SEE DETAIL ON SHEET C-510)
-
- TEMPORARY DIVERSION DITCH
(SEE DETAIL ON SHEET C-508)
WEIGHTED SEDIMENT TUBES
(SEE DETAIL ON SHEET C-510)
SYNTHETIC REINFORCEMENT MATTING
(SEE DETAIL ON SHEET C-508)
0 15' 30' 60' 90'
!%iiiiii
SCALE: 1" = 30'
EBRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
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043916
0 N c 1 N
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
P.PRAKASH
DRAWN BY
R. OBERLE
CHECKED BY
P.PRAKASH
PROJECT NO./CAD CODE
C07278.001/C-184 EROSION
CONTROL 07278-P.DWG
DATE
08-15-2017
TITLE
PHASE 4 EROSION
CONTROL PLAN
DRAWING NO.
C11.

E
C
NOTE, BEDDING MATERIAL SHALL BE CLASS III, TYPE I (AS DEFINED IN NCD❑T 2012 ST. SPECIFICATI❑NS, SECTI❑N 1016) INSTALLED TO A DEPTH OF
THE PIPE INNER DIAMETER (INCHESV6 MIN. AND UP TO THE SPRING LINE OF THE PIPE.
PIPE BEDDING 1 TRENCHING DETAIL
Scale: NTS
CLEAN, COARSE SAND COMPACTED AT LEAST 90% OF
MOD. PROCTOR TEST MAX DRY DENSITY (AASHTO T-180).
4"0 PERFORATED HDPE SOCK PIPE
INVERT VARIES. SEE PLAN.
PERFORATED HDPE SOCK PIPE
ELLIPTICAL PIPE SHOWN
ISOMETRIC VIEW
Scale: NTS
Vories
Joint
Woven Or Non -Woven
1211 1211 Filter Fabric
Min. Min, Type D-3
(See Index 199)
Securing Device
ELLIPTICAL PIPE
Joint Varies
12" 12" Woven Or Non -Woven
Min, Min, Filter Fabric
Securing Device
ROUND PIPE
PIPE SECTIONS
FILTER FABRIC JACKET
Scale: NTS
v
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H' Z
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=oZym
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^." WEEP HOLES
I
PLAN
WITH GRATE & FRAME REMOVED
SECTION X -X
;vrL1YU L 1NULUCN I AL)
IP ELEVATION
840.16 FRAME —
IATE
6"
(SEE NOTE)
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL DROP INLETS OVER 3'-8" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR 2" KEYWAY OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. N0. 840.00.
CONSTRUCT WITH PIPE CROWNS MATCHING.
SEE STANDARD DRAWING 840.25 FOR ATTACHMENT OF FRAMES AND GRATES NOT SHOWN.
INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER.
INSTALL STONE DRAINS, OF A MINIMUM OF 1 CUBIC FOOT OF NO. 78M STONE INA
POROUS FABRIC BAG OR WRAP, AT EACH WEEP HOLE OR AS DIRECTED BY THE ENGINEER.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
a
B B�
\ I
MAX. PIPE THIS SIDE - 18" fD
SECTION Y -Y
DIMENSIONS AND QUANTITIES FOR DROP INLET(BASED ON MIN. HEIGHT, H)
DIMENSIONS OF BOX & PIPE
PIPE SPAN WIDTH MIN. HEIGHT
CUBIC YARDS
CONC. IN BOX
Z
TOP OF FILL
TOP OF FILL-----7TOP OF FILL ----7
BOTTOM WALL PER C TOTAL
SLAB FT. HT. CONCRETE
HE[ONTX
O
12"
3'-0" 2'-0" 2'-0"
0.222 0.222 0.592
0.015 0.026
15"
if V-311
0.648
0.023 0.036
18"
2'-B"
0.703
0.033 0.049
24"
3 -0
0.814
0.059 0.085
GROUND LINE GROUND LINE
H
H GROUND LINE H
0.222 0.222 0.825
I -'I
PLACE BARS DIAGONAL
01
LL
J CL
=
TO CORNERS (TYP.)
00
Q0%
I I
'�
S �
�,
Rr
w
A+ puff r_
LLI
Q LL 3
, V
�+❑S
H
V O
rp '" COMPACT AFTER +p
r" 7°
COMPACT AFTER
N
H
Z
+ PIPE IS PLACED
— - �' + — R' PIPE IS PLACED
(/]
_
LU
O J
nr + & PRIOR TO n+
PLACEMENT OF
w G1 + & PRIOR TO
TYPE IV PLACEMENT OF
ENGINEERING
0 O ~'
.y. .: ;.. p FILL
frr r FILL
• - FABRIC •}•
.. .. .,. .•. ..•• ..• ... :. .�. .•.
CC
Z . j
E=+pal-u+=ur r. I.D./6 MIN. +h., I• ,rR
I.D./6 MIN. NOT LESS -
NOT LESS THAN 6" I.D./6 MIN. lr,� f�uf=rp=ur_+rr� rN=+n-!r! THAN 6" +q ur�nr,u+=r++�rr+�'0= =111 EARTH
O.D. + 3' NOT LESS THAN 6" Lz PER FOOT OF H
I.-:>
W 0
O
BUT NOT LESS THA 12"
ROCK
O.D. + 3' NOR MORE THAN 24 O.D. + 3'
NORMAL EARTH FOUNDATION
ROCK FOUNDATION AS DIRECTED BY ENGR.
UNSUITABLE MATERIAL FOUNDATION
PIPE IN TRENCH
TOP OF FILL
TOP OF FILL TOP OF FILL
Z
O
N
OQ
H
H H
LL
J
�
J
GROUND LINE
GROUND LINE
Z
MIN. O.D MIN. O.D. MIN. O.D. MIN. O.D. TYPE IV MIN. O.D. MIN. O.D.
GROUND LINE ENGINEERING
FABRIC _ _ �,Z
N
=If
Uu
Z
=off- •p -u�ru _fpe per+!
u�u +^Rr-u, guar rrru-lrr�u+,
. 'y';• = COMPACT AFTER -g: = y
- PIPE IS PLACED 1
0
LL
ML.I
LI.D./6 MIN.
NOT LESS THAN 6" ^nrYr+f_rp�Irr=lrr=
r
& PRIOR TO
PLACEMENT OF
+R�rrr-n+� FILL ^urYln=lr pro=rr+8 rpn�pr�
1. D./6 MIN. r AS DIRECTED
0
0
CC
0
a
UA
COMPACT AFTER O.D. + 2' I.D./6 MIN.
NOT LESS THAN B"
NOT LESS THAN 8" MIN. O.D. MIN. O.D. BY ENGINEER
Z
Q
1-1 CD
PIPE IS PLACED
O.D.+ 2'
H
& PRIOR TO
Lrz" PER FOOT OF 'H'
PLACEMENT OF
FILL NORMAL EARTH FOUNDATION
BUT NOT LESS THAN 12"
ROCK FOUNDATION NOR MORE THAN 24"
UNSUITABLE MATERIAL FOUNDATION=
C
PIPE
ABOVE GROUND
Cf)
F -I
0
GENERAL NOTES:
DO NOT OPERATE HEAVY EQUIPMENT OVER ANY PIPE CULVERT UNTIL THE PIPE CULVERT HAS
J
CD
O
I.O. = THE MAXIMUM HORIZONTAL INSLOE OIANETER OINENSION.
BEEN PROPERLY BACKFILLED AND COVERED WITH AT LEAST 3 FEET OF APPROVED MATERIAL.
Z
-j
LLI
O.D. = THE MAXIMUM HORIZONTAL OUTSIDE DIAMETER DIMENSION.
- - - - - SPRINGLINE OF PIPE
W
H = THE FILL HEIGHT MEASURED VERTICALLY AT ANY POINT®
SELECT BACKFILL MATERIAL CLASS III OR CLASS II,
ALONG THE PIPE FROM THE TOP OF THE PIPE TO THE TOP
BELOW SPRINGLINE.
OF THE EMBANKMENT AT THAT POINT.
APPROVED SUITABLE LOCAL MATERIAL ABOVE SPRINGLINE.
® TAKE CARE TO FULLY COMPACT HAUNCH ZONE OF PIPE BACKFILL.
pGrr+= +rr�rr UNDISTURBED EARTH MATERIAL
LOOSELY PLACED SELECT MATERIAL CLASS III OR CLASS II, TYPE 1
FOR PIPE BEDDING. LEAVE SECTION DIRECTLY BENEATH PIPE
SELECT MATERIAL CLASS V OR VI FOR FOUNDATION CONDITIONING. ENCAPSULATE
SHEET 2 Of 3
UNCOMPACTED AS PIPE SEATING AND BACKFILL WILL
WITH ENGINEERING FABRIC AS DIRECTED BY THE ENGINEER.
300.01
ACCOMPLISH COMPACTION.
NOTE, BEDDING MATERIAL SHALL BE CLASS III, TYPE I (AS DEFINED IN NCD❑T 2012 ST. SPECIFICATI❑NS, SECTI❑N 1016) INSTALLED TO A DEPTH OF
THE PIPE INNER DIAMETER (INCHESV6 MIN. AND UP TO THE SPRING LINE OF THE PIPE.
PIPE BEDDING 1 TRENCHING DETAIL
Scale: NTS
CLEAN, COARSE SAND COMPACTED AT LEAST 90% OF
MOD. PROCTOR TEST MAX DRY DENSITY (AASHTO T-180).
4"0 PERFORATED HDPE SOCK PIPE
INVERT VARIES. SEE PLAN.
PERFORATED HDPE SOCK PIPE
ELLIPTICAL PIPE SHOWN
ISOMETRIC VIEW
Scale: NTS
Vories
Joint
Woven Or Non -Woven
1211 1211 Filter Fabric
Min. Min, Type D-3
(See Index 199)
Securing Device
ELLIPTICAL PIPE
Joint Varies
12" 12" Woven Or Non -Woven
Min, Min, Filter Fabric
Securing Device
ROUND PIPE
PIPE SECTIONS
FILTER FABRIC JACKET
Scale: NTS
v
vM
�-0
H' Z
�N 0
rOO_ji/i
H Z _
=oZym
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.14
^." WEEP HOLES
I
PLAN
WITH GRATE & FRAME REMOVED
SECTION X -X
;vrL1YU L 1NULUCN I AL)
IP ELEVATION
840.16 FRAME —
IATE
6"
(SEE NOTE)
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL DROP INLETS OVER 3'-8" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR 2" KEYWAY OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. N0. 840.00.
CONSTRUCT WITH PIPE CROWNS MATCHING.
SEE STANDARD DRAWING 840.25 FOR ATTACHMENT OF FRAMES AND GRATES NOT SHOWN.
INSTALL 2" WEEPHOLES AS DIRECTED BY THE ENGINEER.
INSTALL STONE DRAINS, OF A MINIMUM OF 1 CUBIC FOOT OF NO. 78M STONE INA
POROUS FABRIC BAG OR WRAP, AT EACH WEEP HOLE OR AS DIRECTED BY THE ENGINEER.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
a
B B�
\ I
MAX. PIPE THIS SIDE - 18" fD
SECTION Y -Y
DIMENSIONS AND QUANTITIES FOR DROP INLET(BASED ON MIN. HEIGHT, H)
DIMENSIONS OF BOX & PIPE
PIPE SPAN WIDTH MIN. HEIGHT
CUBIC YARDS
CONC. IN BOX
DEDUCTIONS FOR
ONE PIPE
D
A B H
BOTTOM WALL PER C TOTAL
SLAB FT. HT. CONCRETE
HE[ONTX
C. M. R. C.
12"
3'-0" 2'-0" 2'-0"
0.222 0.222 0.592
0.015 0.026
15"
if V-311
0.648
0.023 0.036
18"
2'-B"
0.703
0.033 0.049
24"
3 -0
0.814
0.059 0.085
30"
3' 0" 2'-O" 3' 6"
0.222 0.222 0.825
0.082 0.127
NCDOT CONCRETE DROP INLET
v M GENERAL NOTES
USE 4000 PSI MINIMUM COMPRESSIVE STRENGTH CONCRETE.
H Z
D W O O= FABRICATE, ASSEMBLE AND DESIGN PRECAST MANHOLE COMPONENTS
r 0 -n CA ACCORDANCE WITH AASHTO M199.
I.I.I
I -I Z = D ASSEMBLE RISER AND GRADE RINGS WITH THE STEPS SPACED 12"
FROM THE TOP TO THE BOTTOM OF THE MANHOLE.
Z >m WHERE THE MANHOLE IS EXPOSED TO ROAD TRAFFIC, CONSTRUCT
= 0 O O THE TOP OF THE MANHOLE FLUSH WITH THE GROUND AND A MINIMUM
Z a -n OF 9" ABOVE THE GROUND AT OTHER LOCATIONS.
{,� H
C7 D M Z LIMTOIT DEPTH M SLAB, OF FILL TO 30'-0" FROM FINISH GRADE TO TOP OF
0) THE YIN. SLAB THICKNESS 'T' IS THE DIMENSION OF THE
Z N THINNEST PORTION OF THE TOP/BOTTOM SLAB.
' TOP MAT OF REINFORCEMENT MAY BE NEGLECTED IF TOP SLAB HAS
V A DISTINGUISHABLE TOP AND BOTTOM.
'D'+2'W
M1" MIN. ADDITIONAL
yR. #4 REBAR
M .•.o....• ,• .o.: s .
L7 T, 1" MIN. USE MIN. AREA OF STEEL IN TOP
r CLR. SLAB OF #4'S @ 8" CTS.
Z '"' EACHWAY/EACH FACE *.
ro = FLAT TOP SLAB
ALTERNATE CONE SECTION
r
f/1
840.37
--.
=ma
NONTRAFFIC BEARING:
840.22
840.24
_
840.20
p
840.28
ADDITIONAL #4 EACH
C
s
'
Z
H
CL
SIDE OF OPENING (1"
�'
C
Z
D
/
CLEAR OF BOTTOM FACE
O
=
- JL = iII
PLACE BARS DIAGONAL
01
Cil
v
=
TO CORNERS (TYP.)
FRAME AND GRATES STD. NO.
TRAFFIC BEARING
840.37
--.
NONTRAFFIC BEARING:
840.22
840.24
��—
i
840.20
LL
�
840.28
STEP STD.
840.39
#4 BAR
N
6'r
DOWEL
Scale: NTS
z
Ov
�>-
Qa
I --I =C'3
LLV
JaI--IZ
0=00=
< Im- "-I
t-
voo�¢
Z CC;
CL
+ C D
Or
O
LL LY
Cs J
fZ-I Z Uu
M CL
C a
O O O
DCO
O =
Z W =
d) W_
_ � N
c T
�Z
J 0
Z Cj
LU
.14
D W T As Z
O 0
INTERNAL MIN. MIN. MIN. CIRCUMFERENTIAL I- Q
DIAMETER WALL TOP/BOTTOM AREA OF STEEL _
(FT.) THICKNESS SLAB THICKNESS PER VERTICAL FT. J Cr CD V
(IN.) (IN.) (SQ. IN.) O O N = Z
WaZ
LL2
4 4 B 0.12 P 0 c3
5 5 8 0.15 H=�ZI J
6 6 B 0.18 O�LLOJ
OOCOQ
Z ;

E
C
C
0
TOP RAIL
2.375" 0. D.
LINE POST
TENSION WIRE
CHAIN LINK
FABRIC
WIRE TIES
at_--CARRIAGE BOLT
STRETCHER BAR
(WIRE SIMILAR)
PLAN AT BANDS
BAND FOR WIRE STRETCHING
POST WIRES TIES TO I
4" MAX. FROM TOP At
BOTTOM OF FABRIC A�
SPACED 15" O.C. MAX
NOTE:
TIE WIRES SHALL BE TWISTED A
FULL 540• WITH TWISTS LOCATED
ON CHAINLINK FABRIC ON BOTH
SIDES OF POSTS, TOP/BOTTOM RAILS.
WIRE TIES FOR POSTS
CHAIN LINK FENCE
DETAILS
NTS
GENERAL NOTES
1. ALL MATERIALS AND WORKMANSHIP SHALL COMPLY WITH PROJECT
DRAWINGS AND SPECIFICATIONS.
2. ALL FENCE HARDWARE SHALL BE FASTENED FROM THE SECURED SIDE
AND ALL THREADS TO BE PEENED.
3 STRANDS, 4 POINT
BARBED WIRE GALVANIZED
STRETCHER
BAR
BRACE
TRUSS ROD
(3/8" MIN) `�
N
0
2.875" O.D. TERMINAL POST
(END, CORNER AND PULL)
0
I
CORNER POST
10" MIN. CONC. lila
1'-4" CONCRETE I Tl�l II
LINE POST
11111 ' 11
0
0
MULTIPLES OF 10'-0" j END BAY 10'-0" OR
T CORNER BAY l
PERMANENT W CHAIN LINK FENCE
FENCE MATERIAL:
ORANGE, UV RESISTANT
HIGH TENSILE STRENGTH
POLYETHYLENE LAMINAR
RARRIrAnF FARRIC:
Scale: NTS
MINIMUM ..JJ LUJ� LI J ILLL VJ
NOTES:
1. TEMPORARY SAFETY FENCING SHALL BE
MAINTAINED THROUGHOUT THE DURATION OF THE
PROJECT AND SHALL BE LEFT IN PLACE AT THE
END OF CONSTRUCTION.
TEMPORARY SAFETY FENCE
Scale: NTS
1'-0„
LOCK PIN (TYP.)
SCREWED IN PLAC
EXTENSION ARMS TO BE 12 GAUGE
PRESSED STEEL OR WROUGHT IRON
POINT OUTWARD AT A 45• ANGLE—
TOP RAIL------__,_,
FABRIC
"L-3 STRANDS BARBED WIRE ON
EACH OUTRIGGER—PULL
TAUT AND FASTEN SECURELY
AS RECOMMENDED BY MFR.
3/8" PLAIN PIN WIRE TIES 4" FROM POST MAX.
RIVETED FLUSH (TYP.) EACH SIDE (SPACE 2'-0" MAX.
BETWEEN POSTS.)
TOP 8c BOTTOM RAIL
CHAIN LINK FENCE
BARBED WIRE TOP
STRETCHER BAR TO
ENGAGE EACH FABRIC
LINT'
STRETCHER BAR BAND
TO BE 4" MAX. FROM FABRIC
TOP AND BOTTOM AND Kx�x_
SPACED 15" O.C.
DETAIL — END OR GATE POST
YP.)
TRUSS ROD
3/8" MINIMUM
CLAMP FOR TOP
OR BRACE RAIL
CONCRETE BASE
4
TRUSS ROD AND BAND
LOCK PIN (1
SCREWED IN
LINE POST CORNER POST
NOTE: PROVIDE SINGLE SIDE EXTENTION ARMS
WHERE SLIDING GATES OPEN AND REQUIRE THE
VERTICAL CLEARANCE. THE FENCE CONTRACTOR
WILL COORDINATE THIS WITH THE INSTALLATION
OF THE GATES.
EXTENSION ARM
CHAIN LINK FENCE DETAILS
2 Scale: NTS
FLASHING OR STEAD"
RED LIGHT (TYPE A)
FASTENED AND ORIEI
WITH THE FENCE PO`.
SOLAR RED LIGHT NOTES:
1. THE CONTRACTOR SHALL MAKE
FREQUENT INSPECTIONS TO
ENSURE THE LIGHTS SHALL BE
OPERATING EVERY NIGHT.
2. CONTRACTOR SHALL PROVIDE
FLASHING OR STEADY—BURNING
SOLAR RED LIGHTS MEETING
REQUIREMENTS FROM FAA
CIRCULAR 150/5370-2F.
3. PAYMENT FOR THIS ITEM SHALL
BE INCIDENTAL TO THE
TEMPORARY CONSTRUCTION
FENCE LINE ITEM.
4. RED LIGHT ONLY REQUIRED ON
FENCING ON APRON ADJACENT
TO AIRCRAFT PARKING AREAS.
RED LIGHT NOT REQUIRED ON
FENCING AT RADAR ROAD.
2" l
NOTE:
1. THE CONTRACTOR MAY INSTALL FENCE POSTS DIRECTLY INTO GROUND IF
THERE IS ENOUGH SPACE OUTSIDE OF PAVEMENT. ANY DAMAGE TO EXISTING
UTILITIES SHALL BE REPAIRED BY THE CONTRACTOR AT THE CONTRACTOR'S
OWN EXPENSE.
2. CONTRACTOR TO INSTALL SWING GATES TO ALLOW ACCESS FOR
CONSTRUCTION EQUIPMENT AND TRUCKS. GATES MUST BE LOCKABLE
DURING NON—WORKING HOURS.
3. TEMPORARY CONSTRUCTION FENCE SHALL BE LEFT IN PLACE AT THE END
OF CONSTRUCTION.
E (TYP.)
PLAN
TURNSTILE (TOMSED MODEL THT-100EC2N) AND CARD READER TO BE PROVIDED BY OWNER.
TWO-WA�YT URNSTILED I L
3 Scale: NTS
ASHING OR
EADY—BURNING SOLAR
D LIGHT (TYPE A) A
O
SEC71ON A
GAGE WIRE TIES
4" MAX. SPACING TYP.
POST
B
GAGE STEEL
RE (GALV.)
Vf[VVIVV JLL VGIHIL
TEMPORARY CONSTRUCTION FENCE
Scale: NTS
T SLEEVE
Ew.iiTilN
:EVE
FTING HOOK
MOVEABLE BASE
3000 PSI
CONCRETE
BRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001/C-500 DETAILS 07278-P.DWG
DATE
08-15-2017
TITLE
DETAILS
DRAWING NO.
C-502
I
O
PLAN
TURNSTILE (TOMSED MODEL THT-100EC2N) AND CARD READER TO BE PROVIDED BY OWNER.
TWO-WA�YT URNSTILED I L
3 Scale: NTS
ASHING OR
EADY—BURNING SOLAR
D LIGHT (TYPE A) A
O
SEC71ON A
GAGE WIRE TIES
4" MAX. SPACING TYP.
POST
B
GAGE STEEL
RE (GALV.)
Vf[VVIVV JLL VGIHIL
TEMPORARY CONSTRUCTION FENCE
Scale: NTS
T SLEEVE
Ew.iiTilN
:EVE
FTING HOOK
MOVEABLE BASE
3000 PSI
CONCRETE
BRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001/C-500 DETAILS 07278-P.DWG
DATE
08-15-2017
TITLE
DETAILS
DRAWING NO.
C-502

E
C
C
Ifl
0
2
6" CONCRETE SIDEWALK
SEE LAYOUT PLAN FOR WIDTHS 4,000 PSI MIN.
BROOM FINISH
/ FINISH GRADE/ SOD 2" BELOW
SIDEWALK FINISH GRADE
SLOPE VARIES (2% MAX.)
(SEE GRADING PLAN)
6" STABILIZED SUBGRADE
COMPACTED TO 959 MAX.
DRY DENSITY PER AASHTO
T-99
SIDEWALK DETAIL
1 NTS
2" ASPHALTIC CONCRETE TYPE S9.513
RC -70 PRIME COAT
6" COMPACTED ABC STONE (98% AASHTO T-180)
12" SUB GRADE COMPACTED TO 98% OF
THE MATERIAL'S DRY DENSITY (AASHTO T-180)
MEDIUM DUTY ASPHALT PAVEMENT DETAIL
NTS
2" ASPHALTIC CONCRETE
TYPE S9.5B
CUT EXISTING PAVEMENT
AND REPLACE
EXISTING ASPHALTIC
CONCRETE PAVEMENT
J
\—III'IIII
12" SUBGRADE COMPACTED TO 98% OF THE
MATERIAL'S MAXIMUM DRY DENSITY
(AASHTO T-180)
6" COMPACTED ABS STONE (98% AASHTO T-180)
ASPHALT PAVEMENT SAWCUT DETAIL
NTS
I
DRIVEWAY
9194INX_11Z
Cilf�A
ASPHALT
'w
J
4140
///BASE
NCDOT CONCRETE CURB AND GUTTER
NTS
SIDEWALK SEALANT RESERVOIR AND SEAL
1#5 BAR <e e e ° °• ea .a
CONTRACTION JOINT t ed
x�
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Scale: NTS
1 2 3 4 5 6
ft 13RPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
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ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001/C-500 DETAILS 07278-P.DWG
DATE
08-15-2017
TITLE
DETAILS
DRAWING NO.
C-503

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Scale: NTS
1 2 3 4 5 6
EBRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
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ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001/C-500 DETAILS 07278-P.DWG
DATE
08-15-2017
TITLE
DETAILS
DRAWING NO.
C-504

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FRI
GENERAL NOTES:
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING
THE INLET.
2. DRIVE 6—FOOT STEEL POSTS 2 FEET INTO THE GROUND
SURROUNDING THE INLET. SPACE POSTS EVENLY AROUND
THE PERIMETER OF THE INLET, A MAXIMUM OF 4 FEET
APART.
3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH.
SECURE THE WIRE MESH TO THE STEEL POSTS AT THE TOP,
MIDDLE, AND BOTTOM. PLACING A 2—FOOT FLAP OF THE
WIRE MESH UNDER THE GRAVEL FOR ANCHORING IS
RECOMMENDED.
4. PLACE CLEAN GRAVEL (NC DOT #5 OR #57 STONE) ON A
2:1 SLOPE WITH A HEIGHT OF 16 INCHES AROUND THE WIRE,
AND SMOOTH TO AN EVEN GRADE.
5. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN
STABILIZED, REMOVE ACCUMULATED SEDIMENT, AND
ESTABLISH FINAL GRADING ELEVATIONS. REMOVE ALL STONE
AND WIRE AND GROUT FILL 1" HOLES.
6. COMPACT THE AREA PROPERLY AND STABILIZE IT WITH
GROUNDCOVER.
MAINTENANCE (GRATE INLET W/ EXCAVATION)
INSPECT, CLEAN, AND PROPERLY MAINTAIN THE EXCAVATED BASIN
AFTER EVERY STORM UNTIL THE CONTRIBUTING DRAINAGE AREA
HAS BEEN PERMANENTLY STABILIZED. TO PROVIDE SATISFACTORY
BASIN EFFICIENCY, REMOVE SEDIMENT WHEN THE VOLUME OF THE
BASIN HAS BEEN REDUCED BY ONE—HALF. SPREAD ALL
EXCAVATED MATERIAL EVENLY OVER THE SURROUNDING LAND
AREA OR STOCKPILE AND STABILIZE IT APPROPRIATELY.
HINGE POINT
TURF REINFORCEMENT MAT
FACE OF SLOPE
(PREPARED SUBGRADE)
600 MM (2 FT)
MIN
1.0 FT (MIN.)
COMPACTED BACKFILL
ANCHOR
DETAIL A — KEY TRENCH AT TOP OF SLOPE
NTS
C 1.5" DIA
? STEEL WASHER
0.20 IN. DIA STEEL
0
DETAIL B — ANCHOR PIN DETAIL
NTS
DETAIL C — INITIAL ANCHOR TRENCH
(DOWNSTREAM)
NTS
T1 Inr MrIK Il rL lT 11 AT
DETAIL D — TERMINAL ANCHOR TRENCH
(UPSTREAM)
NTS
NCDOT #5 OR #57
WASHED STONE
EXTEND STONE INTO
EXCAVATED AREA IF
EXCAVATION IS SHOWN
ON PLAN
EXISTING GRADE
3•�
PROVIDE EXCAVATED DEPTH
OF 2' AT SPECIFIED INLETS ON
EROSION CONTROL SHEETS
4' MAX.
FILTERED
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INSTALL POSTS 2' �� V)
INTO THE GROUND,
MINIMUM
CORE DRILL 2-1" HOLES INTO
STRUCTURE AT BOTTOM OF
EXCAVATED AREA, GROUT FILL
ONCE INLET PROTECTION IS
REMOVED
SEMON VIEW
PERMANENT TURF REINFORCEMENT MAT —
COVERED
EDGE
OVERLAPPING
EDGE
ANCHOR
41N MIN. (TYP)
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PERMANENT TURF REINFORCEMENT MAT
ANCHOR (TYP)
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1.5 FT
(TYP)
3 FT (TYP)
DETAIL F — ANCHOR PATTERN
PRODUCT PERFORMANCE REQUIREMENTS:
PERMANENT TURF REINFORCEMENT MATTING SHALL HAVE, FOR
TEST METHOD ASTM D-6818 THE FOLLOWING:
A.A MINIMUM TENSILE STRENGTH OF 2,000 X 1,800 LB/FT
B.TENSILE ELONGATION OF 50% (MAX.)
FOR TEST METHOD ASTM D-4355
C.A UV RESISTANCE CSD 3000 HOURS OF 907.;
FOR PERFORMANCE
D. VELOCITY (VEGETATED) OF 20 FT/SEC MAX.
E.SHEAR STRESS (VEGETATED) OF 12 LB/SF MAX.
F. MANNING'S `N" VALUE (UNVEGETATED) OF 0.030.
THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FROM THE
MANUFACTURER TO THE ENGINEER FOR FINAL APPROVAL OF
MATERIAL AND MANUFACTURER'S INSTALLATION METHODS.
NTS
TOP OF POOLING VOLUME, TIE OUT
TO GRADE AT 3:1 SLOPE
� 868.00 ` CONTOURS
FLOW FLOW
DIRECTION / � 867.00� DIRECTION
866.00
\ \ PR. GRATE
S;Q BOTTOM OF STRUCTURE
'3:1 3:1 �8R EXCAVATION TOP: 868.00
I
1;:4IN[twjIF ZelA
Scale: NTS
3-1 13:11
I
EROSION CONTROL NOTES:
1. THE CONTRACTOR SHALL MAINTAIN ALL SEDIMENT AND EROSION CONTROL
DEVICES THROUGHOUT THE LIFE OF THE PROJECT, AND PROVIDE PERIODIC
CLEANOUT AS NECESSARY. THE CONTRACTOR SHALL INSPECT ALL DEVICES
EVERY SEVEN (7) CALENDAR DAYS OR AFTER EACH RAINFALL EVENT THAT
EXCEEDS 1/2 INCH (0.5"). SEDIMENT SHALL BE REMOVED FROM BEHIND THE
SILT FENCES WHEN IT BECOMES ABOUT 1/2 FOOT (0.5') DEEP AT THE FENCE.
DAMAGED OR INEFFECTIVE DEVICES SHALL BE REPAIRED OR REPLACED, AS
NECESSARY.
2. CONTRACTOR SHALL LIMIT AREAS OF DISTURBANCE AS MUCH AS POSSIBLE
DURING THE COURSE OF THE PROJECT, AND STABILIZE AREAS AS WORK IS
COMPLETED. NO SEPARATE MEASUREMENT WILL BE MADE FOR PAYMENT FOR
AREAS REQUIRING SEEDING AND MULCHING OUTSIDE OF THE LIMITS OF
CONSTRUCTION.
3. ALL AREAS DISTURBED DURING CONSTRUCTION NOT SHOWN TO BE PAVED
SHALL BE PERMANENTLY SEEDED AND MULCHED.
4. TEMPORARY GROUND COVER SHALL BE PLACED ON EXPOSED SLOPES WITHIN
14 CALENDAR DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS AND THE
GROUND COVER SCHEDULE SHOWN ON SHEET C-505.
5. TEMPORARY GROUND COVER SHALL BE PLACED ON EXPOSED SWALES OR
DITCHES WITHIN 7 CALENDAR DAYS PER THE TEMPORARY SEEDING
SPECIFICATIONS AND THE GROUND COVER SCHEDULE SHOWN ON SHEET
C-505.
6. THE TEMPORARY SEEDING SCHEDULE SHOWN ON SHEET C-505 SHALL BE
USED FOR TEMPORARY GROUNDCOVER CONDITIONS WHERE NEEDED. ONCE
FINAL GRADES AND STABILIZATION OF AN AREA ARE ESTABLISHED, THE
PERMANENT SEEDING MIXTURE SHOWN ON SHEET C-505 SHALL BE APPLIED.
TOTAL DISTURBED AREA FOR THIS PROJECT: 1.8 ACRES
7. THE OFFSITE LOCATION WHERE BORROW MATERIAL IS TAKEN FROM MUST HAVE
AN APPROVED EROSION AND SEDIMENT CONTROL PERMIT ON FILE WITH NCDEQ.
SYNTHETIC REINFORCEMENT MATTING
Scale: NTS
�L NCD❑T #5
OR #57
WASHED
STONE
NOTIFICATION OF LAND RESOURCES SEDIMENT AND EROSION CONTROL
SELF—INSPECTION PROGRAM:
THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO REQUIRE
THAT PERSONS RESPONSIBLE FOR LAND—DISTURBING ACTIVITIES INSPECT A
PROJECT AFTER EACH PHASE OF THE PROJECT TO MAKE SURE THAT THE
APPROVED EROSION AND SEDIMENTATION CONTROL PLAN IS BEING FOLLOWED.
RULES DETAILING THE DOCUMENTATION OF THESE INSPECTIONS TOOK EFFECT
OCTOBER 1ST, 2010. THE SELF—INSPECTION PROGRAM IS SEPARATE FROM THE
WEEKLY SELF—MONITORING PROGRAM OF THE NPDES STORMWATER PERMIT FOR
CONSTRUCTION ACTIVITIES. THE FOCUS OF THE SELF—INSPECTION REPORT IS THE
INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENTATION CONTROL
MEASURES ACCORDING TO THE APPROVED PLAN. THE INSPECTIONS MUST BE
CONDUCTED AFTER EACH PHASE OF THE PROJECT, AND CONTINUED UNTIL
PERMANENT GROUND COVER IS ESTABLISHED IN ACCORDANCE WITH THE NPDES
GROUNDCOVER TIMETABLE. THE SELF—INSPECTION REPORT FORM IS AVAILABLE AS
AN EXCEL SPREADSHEET FROM HTTP: //PORTAL.NCDENR.ORG/WEB/LR/EROSION. IF
YOU HAVE QUESTIONS OR CANNOT ACCESS THE FORM, PLEASE CONTACT THE
WINSTON—SALEM REGIONAL OFFICE AT 336-776-9800.
I BRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
V
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- 043916 -
9S' <6N
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ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001/C-500 DETAILS 07278-P.DWG
DATE
08-15-2017
TITLE
EROSION CONTROL
DETAILS
DRAWING NO.
C-505
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- 043916 -
9S' <6N
O' •.......• '0
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001/C-500 DETAILS 07278-P.DWG
DATE
08-15-2017
TITLE
EROSION CONTROL
DETAILS
DRAWING NO.
C-505

E
C
C
SILT FENCE DETAIL:
WHEN AND WHERE TO USE IT
SILT FENCE IS APPLICABLE IN AREAS:
WHERE THE MAXIMUM SHEET OR OVERLAND FLOW PATH LENGTH TO THE FENCE IS 100 -FEET.
WHERE THE MAXIMUM SLOPE STEEPNESS (NORMAL [PERPENDICULAR] TO FENCE LINE) IS
2H:1 V.
THAT DO NOT RECEIVE CONCENTRATED FLOWS GREATER THAN 0.5 CFS.
DO NOT PLACE SILT FENCE ACROSS CHANNELS OR USE IT AS A VELOCITY CONTROL BMP.
CONSTRUCTION SPECIFICATIONS:
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFINS OR
POLYESTER, WHICH IS CERTIFIED BY THE MANUFACTURER OR SUPPLIER AS CONFORMING
TO THE REQUIREMENTS IN ASTM D 6461. SYNTHETIC FILTER FABRIC SHOULD CONTAIN
ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF 6 MONTHS
OF EXPECTED USABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE OF 0' TO 120' F.
2. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33 LB/LINEAR FT STEEL WITH A
MINIMUM LENGTH OF 5 FEET. MAKE SURE THAT STEEL POSTS HAVE PROJECTIONS TO
FACILITATE FASTENING THE FABRIC.
3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCE WITH A
MINIMUM 14 GAUGE AND A MAXIMUM MESH SPACING OF 6 INCHES.
CONSTRUCTION:
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH
SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES
ABOVE THE GROUND SURFACE. (HIGHER FENCES MAY IMPOUND VOLUMES OF WATER
SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE.)
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE
BARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN THE
FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE NEXT
POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO
THE UPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM
OF THE TRENCH. FASTEN THE WIRE REINFORCEMENT, THEN FABRIC ON THE UPSLOPE
SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50
POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET
APART. SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND A MINIMUM
OF 24 INCHES.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE
MESH SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC DIRECTLY TO POSTS.
WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE
PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT.
THOROUGH COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE PERFORMANCE.
10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
MAINTENANCE:
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY
REQUIRED REPAIRS IMMEDIATELY.
SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME
INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR
THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID
UNDERMINING THE FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA
TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY
STABILIZED.
OP /
000�Q�g'\
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70�
COARSE AGGREGATE -
STONE SIZE = 2"-3"
6" THICK
MINIMUM
r
CONTRACTOR SHALL INSTALL
C❑NSTRUCTI❑N ENTRANCE AT
L❑CATI❑NS WHERE TRUCKS
WILL BE ENTERING
EXISTING ROADWAY. GE❑TEXTILE
FABRIC
INSTALLED UNDER
MAINTENANCE: C❑NSTRUCTI❑N
ENTRANCE
MAINTAIN THE C❑NSTRUCTI❑N ENTRANCE IN A C❑NDITI❑N TO PREVENT
MUD OR SEDIMENT FROM LEAVING THE C❑NSTRUCTI❑N SITE. THIS MAY
REQUIRE PERI❑DIC T❑PDRESSING WITH 2 -INCH STONE. AFTER EACH
RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN
B IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE
MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
CONSTRUCTION ENTRANCE
3 Scale: NTS
0
NOTE:
1.33 LB./LINEAR FT. STEEL
eM
EXTRA STRENGTH q�
FILTER FABRIC �Tti S
WITH WIRE FENCE
ii OgRO�
w,�RF F
FNO�, HEAVY DUTY
BACKFILL TRENCH WITH PLASTIC TIE
COMPACTED EARTH FOR STEEL
POSTS
F �
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USE EITHER FLAT -BOTTOM FABRIC
OR V -BOTTOM TRENCH
SHOWN BELOW
SILT FENCE INSTALLATION
3 T
P.)
3 �� � � �
1/TOPSOIL/DEBRIS
* SILT FENCE / / STOCKPILE SILT FENCE
EXISTING GRADE
* SEE DETAIL THIS SHEET FOR INSTALLATION & MAINTENANCE OF SILT FENCE
NOTE: STOCKPILE HEIGHTS SHALL NOT EXCEED 25 FEET.
STOCKPILE SLOPES SHALL BE 3 : 1 OR FLATTER.
TYPICAL STOCKPILE
15'
1. CONSTRUCT SILT FENCE AS SHOWN ON DETAIL 1 ON THIS SHEET ON BOTH
SIDES OF HAUL ROUTE.
2. CONTRACTOR TO STABILIZE HAUL ROUTE WITH STONE WHERE NEEDED AND
DE -WATER AS NEEDED THROUGHOUT CONSTRUCTION TO MAINTAIN CLEAN
VEHICLES ENTERING PUBLIC RIGHT OF WAY.
3. RESTORE HAUL ROUTE TO EXISTING CONDITIONS ONCE CONSTRUCTION IS
COMPLETE.
4. HAUL ROUTE IMPROVEMENTS (STONE) SHALL BE INCIDENTAL TO
CONSTRUCTION ENTRANCE LINE ITEM.
Scale: NTS
SITE HAUL ROUTE
Scale: NTS
SEEDING, MULCHING, AND T❑PS❑IL NOTES:
z
COVER
SCHEDULE
z
PAYMENT SHALL BE MADE FOR THE ADDITI❑N OF SERICEA
FILTER FABRIC
GRASS SEED SHALL BE APPLIED AT THE RATE INDICATED
FILTER FABRIC
d
PERIMETER DIKES, SWALES, DITCHES AND
ABOVE AND IN THE SPECIFICATI❑NS, PROPERLY COVERED,
1, ALL SOIL STABILIZATION MEASURES SHALL MEET THE
N
AND COMPACTED WITH AN APPROVED LAWN ROLLER.
REQUIREMENTS OF ITEMS T- 901, T-905, AND T-908 OF THE
STORM WATER MANAGEMENT PONDS PERMANENT SEEDING:
N
COMPACTED
8.
O
I-
DAYS
COMPACTED
I -
2. PRI❑R TO S❑IL STABILIZATI❑N, AREAS SHALL BE CLEARED
EARTH
DAYS
OF STONES OR DEBRIS LARGER THAN 2 INCHES IN DIAMETER.
80# TALL FESCUE 120# TALL
EARTH
STRAW MULCH SHALL BE SPREAD TO A UNIF❑RM THICKNESS
z
FESCUE
NOT STEEPER THAN
AT THE RATE OF 2 - 3 TONS PER ACRE TO PR❑VIDE A
3. AREA TO BE SEEDED SHALL BE THOROUGHLY LOOSENED TO A
z
DAYS
LOOSE DEPTH OF NOT LESS THAN 1-1/2 INCHES NOR MORE
DEPTH OF 5 INCHES. THE TOP 3 INCHES SHALL BE WORKED
25# BAHIA GRASS 10# BLUE
RUNOFF
INT❑ A SATISFACTORY SEEDBED BY DISCING, OR BY USE OF
GRASS
�
�
RUNOFF00
10# HARD FESCUE
10.
MULCH SHALL BE HELD IN PLACE BY LIGHT DISCING, PINS,
z
THAN 4:1
-
Z
CIDII
SHALL BE THOSE STIPULATED ABOVE. SEED SHALL
11.
-�
SEED SHALL BE AS STATED BELOW. ALL RATES ARE IN
CONFORM TO THE REQUIREMENTS OF FEDERAL
z�
SHALL BE SPRAYED UNIFORMLY AT A RATE OF
POUNDS PER ACRE,
zM
z
APPROXIMATELY 8.0 GALLONS PER 1,000 SQUARE FEET.
ALL AREAS EXCEPT ST❑RMWATER MANAGEMENT PONDS:
SEED SHALL BE FURNISHED SEPARATELY OR IN MIXTURES IN
d
N�
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N�
APPLIED BY BL❑WING AND THE ASPHALT BINDER MATERIAL
FILTER
NET WEIGHT, PERCENTAGES OF PURITY AND OF GERMINATI❑N AND
SHALL BE SPRAYED INT❑ THE MULCH AS IT LEAVES THE
100# TALL FESCUE
HARD SEED, AND PERCENTAGE OF MAXIMUM WEED SEED CONTENT
BLOWER. BINDER SHALL BE UNIFORMLY APPLIED TO THE
FABRIC 4 -IN.
CLEARLY MARKED FOR EACH KIND OF SEED. THE CONTRACTOR
MULCH AT THE RATE OF APPROXIMATELY 8.0 GALLONS PER
FILTER FABRIC
SHALL FURNISH THE ENGINEER DUPLICATE SIGNED C❑PIES OF
FLAT -BOTTOM
TRENCH DETAIL
40# RYE GRAIN (JANUARY TO FEBRUARY APPLICATI❑N)
V -SHAPED TRENCH DETAIL
TEMPORARY
SEDIMENT
FENCE
13.
1
TEMPORARYSEEDING:
INCLUDE: NAME AND ADDRESS OF LABORATORY, DATE OF TEST,
AGAINST TRAFFIC. SURFACES GULLIED OR DAMAGED SHALL BE
TEMPORARY SEEDING FOR THE PROJECT SHALL MEET All
AI.I.EDITION
LOT NUMBER FOR EACH KIND OF SEED, AND THE RESULTS OF
REPAIRED, RESEEDED, AND REMULCHED. CONTRACTOR SHALL
REQUIREMENTS PUBLISHED WITHIN THE CURRENT
TEST AS TO NAME, PERCENTAGES OF PURITY AND OF GERMINATI❑N.
MOW, WATER , AND OTHERWISE MAINTAIN SEEDED AREAS
Scale: NTS
AND PERCENTAGE OF WEED CONTENT FOR EACH KIND OF SEED
3 T
P.)
3 �� � � �
1/TOPSOIL/DEBRIS
* SILT FENCE / / STOCKPILE SILT FENCE
EXISTING GRADE
* SEE DETAIL THIS SHEET FOR INSTALLATION & MAINTENANCE OF SILT FENCE
NOTE: STOCKPILE HEIGHTS SHALL NOT EXCEED 25 FEET.
STOCKPILE SLOPES SHALL BE 3 : 1 OR FLATTER.
TYPICAL STOCKPILE
15'
1. CONSTRUCT SILT FENCE AS SHOWN ON DETAIL 1 ON THIS SHEET ON BOTH
SIDES OF HAUL ROUTE.
2. CONTRACTOR TO STABILIZE HAUL ROUTE WITH STONE WHERE NEEDED AND
DE -WATER AS NEEDED THROUGHOUT CONSTRUCTION TO MAINTAIN CLEAN
VEHICLES ENTERING PUBLIC RIGHT OF WAY.
3. RESTORE HAUL ROUTE TO EXISTING CONDITIONS ONCE CONSTRUCTION IS
COMPLETE.
4. HAUL ROUTE IMPROVEMENTS (STONE) SHALL BE INCIDENTAL TO
CONSTRUCTION ENTRANCE LINE ITEM.
Scale: NTS
SITE HAUL ROUTE
Scale: NTS
SEEDING, MULCHING, AND T❑PS❑IL NOTES:
RATE OF THIRTY (30) POUNDS PER ACRE. NO ADDITI❑NAL
COVER
SCHEDULE
PAYMENT SHALL BE MADE FOR THE ADDITI❑N OF SERICEA
7.
GRASS SEED SHALL BE APPLIED AT THE RATE INDICATED
STABILIZATI❑N
LESPEDEZA SEED.
PERIMETER DIKES, SWALES, DITCHES AND
ABOVE AND IN THE SPECIFICATI❑NS, PROPERLY COVERED,
1, ALL SOIL STABILIZATION MEASURES SHALL MEET THE
AND COMPACTED WITH AN APPROVED LAWN ROLLER.
REQUIREMENTS OF ITEMS T- 901, T-905, AND T-908 OF THE
STORM WATER MANAGEMENT PONDS PERMANENT SEEDING:
SPECIFICATI❑NS. GR❑UNDC❑VER SHALL BE ESTABLISHED.
8.
MULCH SHALL BE APPLIED IMMEDIATELY AFTER SEEDING.
DAYS
(MAY TO SEPTEMBER APPLICATI❑NO (OCTOBER TO APRIL
MULCH MUST MEET THE REQUIREMENTS OF ITEM T-908,
2. PRI❑R TO S❑IL STABILIZATI❑N, AREAS SHALL BE CLEARED
APPLICATI❑NO
DAYS
OF STONES OR DEBRIS LARGER THAN 2 INCHES IN DIAMETER.
80# TALL FESCUE 120# TALL
9.
STRAW MULCH SHALL BE SPREAD TO A UNIF❑RM THICKNESS
FESCUE
NOT STEEPER THAN
AT THE RATE OF 2 - 3 TONS PER ACRE TO PR❑VIDE A
3. AREA TO BE SEEDED SHALL BE THOROUGHLY LOOSENED TO A
25# BERMUDA GRASS 15# BERMUDA GRASS
DAYS
LOOSE DEPTH OF NOT LESS THAN 1-1/2 INCHES NOR MORE
DEPTH OF 5 INCHES. THE TOP 3 INCHES SHALL BE WORKED
25# BAHIA GRASS 10# BLUE
THAN 3 INCHES.
INT❑ A SATISFACTORY SEEDBED BY DISCING, OR BY USE OF
GRASS
LENGTH
ALL OTHER AREAS WITH SLOPES FLATTER
CULTIPACKERS, ROLLERS, DRAGS, OR OTHER APPROPRIATE
10# HARD FESCUE
10.
MULCH SHALL BE HELD IN PLACE BY LIGHT DISCING, PINS,
MEANS.
THAN 4:1
STAKES, WIRE MESH, OR ASPHALT BINDER.
THE KINDS OF GRASS, LEGUME, AND COVER -CROP SEED
THE
4, THE KINDS OF SEED AND THE RATES OF APPLICATI❑N OF
SHALL BE THOSE STIPULATED ABOVE. SEED SHALL
11.
IF ASPHALT SPRAY METHOD IS USED, MULCHED SURFACES
SEED SHALL BE AS STATED BELOW. ALL RATES ARE IN
CONFORM TO THE REQUIREMENTS OF FEDERAL
SHALL BE SPRAYED UNIFORMLY AT A RATE OF
POUNDS PER ACRE,
SPECIFICATI❑N JJJ-S-181.
APPROXIMATELY 8.0 GALLONS PER 1,000 SQUARE FEET.
ALL AREAS EXCEPT ST❑RMWATER MANAGEMENT PONDS:
SEED SHALL BE FURNISHED SEPARATELY OR IN MIXTURES IN
12.
IF ASPHALT MIX METHOD IS USED, THE MULCH SHALL BE
STANDARD CONTAINERS WITH THE SEED NAME, LOT NUMBER,
APPLIED BY BL❑WING AND THE ASPHALT BINDER MATERIAL
PERMANENT SEEDING.
NET WEIGHT, PERCENTAGES OF PURITY AND OF GERMINATI❑N AND
SHALL BE SPRAYED INT❑ THE MULCH AS IT LEAVES THE
100# TALL FESCUE
HARD SEED, AND PERCENTAGE OF MAXIMUM WEED SEED CONTENT
BLOWER. BINDER SHALL BE UNIFORMLY APPLIED TO THE
10# KOBE LESPEDEZA
CLEARLY MARKED FOR EACH KIND OF SEED. THE CONTRACTOR
MULCH AT THE RATE OF APPROXIMATELY 8.0 GALLONS PER
25# BAHIA GRASS
SHALL FURNISH THE ENGINEER DUPLICATE SIGNED C❑PIES OF
1,000 SQUARE FEET.
40# RYE GRAIN (JANUARY TO FEBRUARY APPLICATI❑N)
A STATEMENT BY THE VENDOR CERTIFYING TESTING WITHIN SIX
(6) MONTHS OF DATE OF DELIVERY THIS STATEMENT SHALL
13.
CONTRACTOR SHALL PROTECT SEEDED AND MULCHED AREAS
TEMPORARYSEEDING:
INCLUDE: NAME AND ADDRESS OF LABORATORY, DATE OF TEST,
AGAINST TRAFFIC. SURFACES GULLIED OR DAMAGED SHALL BE
TEMPORARY SEEDING FOR THE PROJECT SHALL MEET All
AI.I.EDITION
LOT NUMBER FOR EACH KIND OF SEED, AND THE RESULTS OF
REPAIRED, RESEEDED, AND REMULCHED. CONTRACTOR SHALL
REQUIREMENTS PUBLISHED WITHIN THE CURRENT
TEST AS TO NAME, PERCENTAGES OF PURITY AND OF GERMINATI❑N.
MOW, WATER , AND OTHERWISE MAINTAIN SEEDED AREAS
❑F THE NORTH CAROLINA DEPARTMENT ❑F ENVIRONMENTAL
AND PERCENTAGE OF WEED CONTENT FOR EACH KIND OF SEED
IN A SATISFACTORY C❑NDITI❑N UNTIL FINAL
AND NATURAL RESOURCES, DIVISI❑N OF LAND RESOURCES,
INSPECTI❑N AND ACCEPTANCE OF THE WORK.
LAND QUALITY SECTI❑N'S ER❑SI❑N AND SEDIMENT CONTROL
5. GROUND LIMEST❑NE SHALL BE APPLIED PRI❑R TO
PLANNING AND DESIGN MANUAL, TABLE 6.10A, TABLE 6.10B AND
APPLICATI❑N OF FERTILIZER OR SEED AND SHALL BE
TABLE 6.10C FOUND ON PAGE 6.10.4, PAGE 6.10.5 AND PAGE
WORKED INT❑ TOP 3 INCHES OF S❑IL.
6.10.6.
6. FERTILIZER SHALL BE SPREAD UNIFORMLY OVER ALL AREAS
NOTE: WHERE NOTED ❑N PLANS, SERICEA LESPEDEZA SEED
TO BE SEEDED AFTER LIMING IS COMPLETE.
SHALL BE ADDED TO THE SPECIFIED SEED MIXTURE AT A
MIN. PIPE COVER TO BE HALF OF
PIPE DIAMETER OR AS
SUGGESTED BY MANUFACTURES -
SPECIFICATIONS
TOP VIEW
SILT FENC
FRONT V
25'f
SEEDING SCHEDULE
2 Scale: NTS
6" NCDOT # 5 OR #57
WASHED STONE
NCDOT # 5 OR #57
WASHED STONE
MAINTENANCE NOTES:
INSPECT TEMPORARY DITCH
CROSSINGS AFTER RUN-OFF
�I PRODUCING RAINS TO CHECK FOR
BLOCKAGE IN CHANNEL, ER❑SI❑N OF
ABUTMENTS, CHANNEL SCOUR, RIPRAP 15'
DISPLACEMENT, OR PIPING. MAKE
CLASS B EROSION STONE
�����1 SEETABLE
EXISTING DITCH I �
SECTION FILTER FABRIC
DITCH NUMBER OF PIPES PIPE SIZE
1 1 24'
2 2 36'
TEMPORARY DITCH CROSSING
1' - 6"
Scale: NTS
ALL REPAIR IMMEDIATELY T❑
PREVENT FURTHER DAMAGE TO THE
TEMPORARY DITCH CROSSING.
NOTES:
1. TEMPORARY DITCH CROSSINGS SHALL BE PLACED
AS SHOWN ON THE PLANS.
2. REMOVE TEMPORARY DITCH CROSSINGS
IMMEDIATELY WHEN THEY ARE NO LONGER
NEEDED. RESTORE THE CHANNEL TO IT CLASS B EROSIOP
ORIGINAL CR❑SS-SECTI❑N, AND SMOOTH AND
APPROPRIATELY STABILIZE ALL DISTURBED
AREAS.
EXISTING DITCH
PLAN VIEW
Uj
SEDIMENT i- z ---w- 1' - 6" MIN
CONTROL N U-
STONE
2-� 2
\ F-_ � 1 1 - 6"
MAINTENANCE: SECTION VIEW R
\ STRUCTURAL
INSPECT THE SILT FENCE OUTFALL N❑TE. 1' STONE
AT LEAST WEEKLY AND AFTER STRUCTURAL STONE SHALL BE CLASS B RIP RAP STONE FOR ER❑SI❑N CONTROL
EACH SIGNIFICANT (1/2 INCH OR PURPOSES.
GREATER) RAINFALL EVENT AND
REPAIR ANY DAMAGE IMMEDIATELY. SEDIMENT CONTROL STONE IN STONE OUTLETS SHALL BE NO. 5 OR NO. 57 STONE.
ADD STONES AS NEEDED TO
MAINTAIN THE DESIGN HEIGHT AND L❑CATI❑NS OF STONE OUTLETS HAVE BEEN INDICATED AT MAJOR LOW LYING AREAS.
CR❑SS-SECTI❑N OF THE OVERFLOW CONTRACTOR RESPONSIBLE FOR LOCATING AND INSTALLING OUTLETS AT THESE AREAS
DAM. AS WELL AS LOCAL LOW LYING SPOTS.
SEDIMENT FENCE OUTLET
7 Scale: NTS
1 2 3 4 5 6
I BRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
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043916 -
9S' <1\N
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001/C-500 DETAILS 07278-P.DWG
DATE
08-15-2017
TITLE
EROSION CONTROL
DETAILS
DRAWING NO.
C-506
GROUND
COVER
SCHEDULE
SITE AREA DESCRIPTI❑N
STABILIZATI❑N TIME
FRAME
STABILIZATI❑N
TIME FRAME EXCEPTI❑NS
PERIMETER DIKES, SWALES, DITCHES AND
7
DAYS
NONE
SLOPES
HIGH QUALITY WATER (HOW) ZONES
7
DAYS
NONE
SLOPES STEEPER THAN 3:1
7
DAYS
IF SLOPES ARE 10'
OR LESS IN LENGTH AND ARE
NOT STEEPER THAN
2:1, 14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14
DAYS
7 DAYS FOR SLOPES GREATER THAN 50 FEET IN
LENGTH
ALL OTHER AREAS WITH SLOPES FLATTER
14
DAYS
NONE (EXCEPT FOR
PERIMETERS AND HOW ZONES)
THAN 4:1
25'f
SEEDING SCHEDULE
2 Scale: NTS
6" NCDOT # 5 OR #57
WASHED STONE
NCDOT # 5 OR #57
WASHED STONE
MAINTENANCE NOTES:
INSPECT TEMPORARY DITCH
CROSSINGS AFTER RUN-OFF
�I PRODUCING RAINS TO CHECK FOR
BLOCKAGE IN CHANNEL, ER❑SI❑N OF
ABUTMENTS, CHANNEL SCOUR, RIPRAP 15'
DISPLACEMENT, OR PIPING. MAKE
CLASS B EROSION STONE
�����1 SEETABLE
EXISTING DITCH I �
SECTION FILTER FABRIC
DITCH NUMBER OF PIPES PIPE SIZE
1 1 24'
2 2 36'
TEMPORARY DITCH CROSSING
1' - 6"
Scale: NTS
ALL REPAIR IMMEDIATELY T❑
PREVENT FURTHER DAMAGE TO THE
TEMPORARY DITCH CROSSING.
NOTES:
1. TEMPORARY DITCH CROSSINGS SHALL BE PLACED
AS SHOWN ON THE PLANS.
2. REMOVE TEMPORARY DITCH CROSSINGS
IMMEDIATELY WHEN THEY ARE NO LONGER
NEEDED. RESTORE THE CHANNEL TO IT CLASS B EROSIOP
ORIGINAL CR❑SS-SECTI❑N, AND SMOOTH AND
APPROPRIATELY STABILIZE ALL DISTURBED
AREAS.
EXISTING DITCH
PLAN VIEW
Uj
SEDIMENT i- z ---w- 1' - 6" MIN
CONTROL N U-
STONE
2-� 2
\ F-_ � 1 1 - 6"
MAINTENANCE: SECTION VIEW R
\ STRUCTURAL
INSPECT THE SILT FENCE OUTFALL N❑TE. 1' STONE
AT LEAST WEEKLY AND AFTER STRUCTURAL STONE SHALL BE CLASS B RIP RAP STONE FOR ER❑SI❑N CONTROL
EACH SIGNIFICANT (1/2 INCH OR PURPOSES.
GREATER) RAINFALL EVENT AND
REPAIR ANY DAMAGE IMMEDIATELY. SEDIMENT CONTROL STONE IN STONE OUTLETS SHALL BE NO. 5 OR NO. 57 STONE.
ADD STONES AS NEEDED TO
MAINTAIN THE DESIGN HEIGHT AND L❑CATI❑NS OF STONE OUTLETS HAVE BEEN INDICATED AT MAJOR LOW LYING AREAS.
CR❑SS-SECTI❑N OF THE OVERFLOW CONTRACTOR RESPONSIBLE FOR LOCATING AND INSTALLING OUTLETS AT THESE AREAS
DAM. AS WELL AS LOCAL LOW LYING SPOTS.
SEDIMENT FENCE OUTLET
7 Scale: NTS
1 2 3 4 5 6
I BRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
W
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a SEAL
043916 -
9S' <1\N
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001/C-500 DETAILS 07278-P.DWG
DATE
08-15-2017
TITLE
EROSION CONTROL
DETAILS
DRAWING NO.
C-506

E
ATTACH TO
CONCRETE RISER
MODIFY EXISTING STORM STRUCTURE STRUCTURE VIA
#34 FOR USE AS TEMPORARY ANCHOR BOLTS
SEDIMENT BASIN RISER. INSTALL
SKIMMER PER DETAIL, THIS DRAWING.
TOP OF DAM
RISER CREST
SEDIMENT CLEAN
OUT ELEV.
INSTALL BAFFLES Y
(SEE BAFFLE DETAIL)
IN BASIN AND LOCATE PER Z
SPACING SHOWN IN BAFFLE COIR
DETAIL TABLE FIBER
BAFFLES
Z/2 1 D
BOTTOM OF BASIN �II
D
CLASS B STONE PAD
(4'X4'X1' MIN.)
SKIMMER (SEE DETAIL)
SEDIMENT BASIN DATA BLOCK
C
Fool
1' MIN.
REMOVABLE TRASH RACK IS
OPTIONAL FOR EASE OF MAINTENANCE
�TRASH RACK
CONTECH STORMRAX OR EQUAL)
E
CONCRETE RISER STRUCTURE �P+
oQF, I.
_
Illlllllll
`L• III -1 i I-1 i I_
CONCRETE
ANCHOR
6
DISCHARGE PIPE J�BARREL PIPE
y STABILIZE
OUTLET
CUT-OFF AT LEAST ONE WATERTIGHT ANTI -SEEP COLLAR WITH A
TRENCH 2' MINIMUM PROJECTION OF 1.5 FEET AROUND BARREL OF
DEEP 1:1 PRINCIPAL SPILLWAY CONDUITS, 8 INCHES OR LARGER IN
DIAMETER. LOCATE THE ANTI -SEEP COLLAR SLIGHTLY
DOWNSTREAM FROM THE DAM CENTERLINE
BASIN
RISER
BARREL
BARREL D
S Y H Z TOP
SPILLWAY
RISER CREST
BOTTOM
NO.
DIAMETER
DIAMETER
SLOPE
ELEV.
CREST EL.
EL.
ELEV.
1
4'-8" X 4'-8"
42"
0.5% 2.5'
6' 9'-4" N/A 6'-8"' 857.0'
N/A
854.40'
847.67'
** BARREL TO BE BURIED TO PROVIDE APPROPRIATE COVER. OVERALL RISER HEIGHT TO BE GREATER THAN THE Z VALUE. CONTRACTOR SHALL BE
RESPONSIBLE TO MAINTAIN ADEQUATE DRAINAGE OF BARREL AND OUTFALL.
1:TXK9
NOTES:
1. ALL EXCAVATION AND EMBANKMENT REQUIRED FOR THE INSTALLATION OF THE
SEDIMENT BASIN SHALL BE INCLUDED IN THE PRICE FOR THE ASSOCIATED SEDIMENT
BASIN.
2. THE SEDIMENT BASIN PAY ITEM SHALL INCLUDE COSTS FOR THE RISER OUTFALL
STRUCTURE, FLOATING SKIMMER, DISCHARGE PIPE (BARREL), EMERGENCY SPILLWAY,
BASIN BAFFLES, MAINTENANCE OF THE BASIN THROUGHOUT CONSTRUCTION AND THE
REMOVAL OF THE BASIN AT THE CLOSE OF THE PROJECT, RESTORING TO ORIGINAL
GRADES.
TEMPORARY RISER SEDIMENT BASIN
c�� ` `
6' WIDE �� \ 6' WIDE
x 6' \ ��x 12'
DEEP DEEP
TRENCH TRENCH
INTERMITTENT CHECK SLOT INITIAL CHANNEL ANCHOR TRENCH
COMPACTED BERM
(cP,vn Iz min ru
LONGITUDINAL
ANCHOR TRENCH
(EACH SIDE, TYP.)
ANCH❑R,
TYP.
2' TO RECP
3' r
OVERLAP
6' WIDE '
x 12'
DEEP
TERM IiTRTGHANNEL ANCHOR TRENCH
2'-0'
6' MINIMUM
OVERLAP, TYP.
DITCH NO TEMPORARY OR PERMANENT CHANNEL LINING
ALL STRAW WITH NET (MAX. PERMISSIBLE SHEAR STRESS - 1.50 P
1. ❑VERCUT CHANNEL 2 INCHES TO ALLOW BULKING DURING SEEDBED
PREPARATI❑N.
2. ANCHOR DOWNSTREAM END OF ROLLED ER❑SI❑N CONTROL PRODUCT (RECP) IN
INITIAL ANCHOR TRENCH, AS SHOWN, AT 1 -FOOT INTERVALS.
3. UNROLL RECP UPSTREAM. AT 25 -FOOT INTERVALS ALONG THE CHANNEL,
ANCHOR THE RECP ACROSS THE CHANNEL EITHER IN INTERMITTENT CHECK
SLOTS, AS SHOWN, OR INSTALLING 2 CLOSELY SPACED ROWS OF ANCHORS.
4. ROLL ENDS MAY BE SPLICED BY OVERLAPPING 1 FOOT (IN THE DIRECTI❑N
OF WATER FLOW), WITH THE UPSTREAM/UPSL❑PE RECP PLACED ON TOP OF
THE DOWNSTREAM/DOWNSLOPE RECP. ANCHOR SPLICE EVERY 1 FOOT ACROSS
CHANNEL WIDTH.
NATURAL
GROUND LINE
F)
Scale: NTS
5. ANCHOR UPSTREAM END OF RECP IN TERMINAL ANCHOR TRENCH, AS SHOWN,
AT 1 -FOOT INTERVALS.
6. IF CHANNEL IS WIDER THAN RECP WIDTH, OVERLAP ADJACENT ROLLS A
MINIMUM 6 INCHES, AS SHOWN, AND ANCHOR EVERY 3 FEET.
7. ANCHOR OUTER EDGE OF RECP IN LONGITUDINAL ANCHOR TRENCH ON EACH
SIDE OF CHANNEL, AS SHOWN, AT 1 -FOOT INTERVALS.
8. BACKFILL AND COMPACT ALL ANCHOR TRENCHES AFTER RECP IS INSTALLED
IN TRENCH.
9. ANCHORS SHALL BE MINIMUM 11 -GAUGE, 6 -INCH LONG, 1 -INCH WIDE. ANCHOR
RECP AT 3 TO 5 -FOOT INTERVALS OR AS RECOMMENDED BY MANUFACTURER.
A � TEMPORARY LINED DIVERSION DITCH
Scale: NTS
TOP OF BAFFLE SHOULD BE 6'
HIGHER THAN THE INVERT OF THE
EMERGENCY SPILLLWAY
'HOG WIRE' TO BE A
MIN. OF 6'x6' SQUARE
MESH
PVC END
4' MAX.
BETWEEN POSTS
BAFFLE TO CONSIST OF A
///—BAFFLE
OF S❑IL AND
COCONUT FIBRE WEAVE
NOTES
'C' ENCLOSURE
... ER ENTRY UNIT
PERSPECTIVE VIEW
PVC VENT PIPE
SCHEDULE 40 PVC PIP SCHEDULE 40 PVC PIPE
WATER SURFACF� _
ol do PVC END CAP
PVC TEE
HOLIES IIN UNDERSIDE $��.��,
ORIFICE PLATE
FLEXIBLE �S�E �P PVC TEE
HOSE
6 MIN NOTE: USE FAIRCL❑TH SKIMMER OR
APPROVED EQUAL. IF THE CONTRACTOR
CHOOSES TO USE A MANUFACTURER OTHER
THAN FAIRCL❑TH SHOP DRAWINGS SHALL
BE SUBMITTED TO THE ENGINEER FOR
FRONT VIEW REVIEW AND APPROVAL.
END VIEW
SKIMMER SIZING CHART
1. STEEL POSTS SHOULD BE DRIVEN AT
LEAST 24' INT❑ THE GROUND AND
SPACED A MAX. OF 4 FEET APART.
2. WOOD POSTS ARE NOT ACCEPTABLE.
3. USE STAPLES 1' APART TO ATTACH
FABRIC TO 'HOG WIRE'
4. BAFFLE SPACED AS PER DETAIL
(BAFFLES TO BE SPACED AT A MINIMUM
OF 10' APART)
5. DIVERSI❑N SWALES SHALL ENTER
THE BASIN S❑ THAT THE FLOW IS
DIRECTED THROUGH AT LEAST TWO
LENGTHS OF BAFFLES
BAFFLE DETAIL
4 Scale: NTS
RISER DRAINAGE BASIN VOLUME SKIMMER ORIFICE
AREA (AC.) (CF) SIZE SIZE
4'-8' 58.2 88,044 5.0' 5.0'
BASIN SHALL DRAIN IN 72 HOURS. 2
SKIMMER DETAIL
2 Scale: NTS
NOTE: ALL SLOPE DRAIN PIPES 18' 4'
DIA. UNLESS NOTED OTHERWISE. MIN.
DIKE
3:1 1.5'
MIN.
HOLD-DOWN STAKES 1
10' -
PLASTIC CORRUGATED SPACING \ INLET
PIPE
STABILIZE
OUTLET
I III 1 1 1
4' MIN.
LEVEL SECTI❑N
MAINTENANCE:
PLAN VIEW
STANDARD T—SECTION
INSPECT THE SLOPE DRAIN AND SUPPORTING DIVERSION AFTER EVERY RAINFALL, AND PROMPTLY
MAKE NECESSARY REPAIRS. WHEN THE PROTECTED AREA HAS BEEN PERMANENTLY STABILIZED,
TEMPORARY MEASURES MAY BE REMOVED, MATERIALS DISPOSED OF PROPERLY, AND ALL
DISTURBED AREAS STABILIZED APPROPRIATELY.
TEMPORARY SLOPE DRAIN
Scale: NTS
F BRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
Q
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a SEAL
043916 ;
,y. F`N F
0 GINE 0p\..Ili L
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001/C-500 DETAILS 07278-P.DWG
DATE
08-15-2017
TITLE
EROSION CONTROL
DETAILS
DRAWING NO.
C-507

E
C
C
EN
PLAN VIEW
L�
SECTION A- A
To
_ -L FILTER
OR FILTER FABRIC
NOTES:
1. LA IS LENGTH OF RIPRAP APRON. THE APRON SHALL EXTEND TO TOE OF SLOPE.
2. THE DOWNSTREAM WIDTH (W) OF THE APRON IS EQUAL TO Do+La (MINIMUM TAILWATER)
3. A FILTER BLANKET OR FILTER FABRIC SHALL BE INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION.
4. IN A WELL DEFINED CHANNEL, EXTEND THE APRON UP THE CHANNEL BANKS TO TOP OF BANK.
5. DIMENSIONS AS REQUIRED BY ENGINEER, OR AS TABULATED BELOW.
6. To = 1.5 x MAX. STONE DIA.; MAX. STONE DIA. = 1.5 X d(50).
STRUCTURE
DIAMETER
APRON
APRON
APRON
APRON
RIP—RAP
REMARKS
OR
OF PIPE
LENGTH
WIDTH 3Do
WIDTH W
THICKNESS
CLASS
LINE
(IN.)
(FT.)
(FT.)
(FT.)
(IN.)
STIR. 184
1 24
11
1 6
1 13
1 13.5
CLASS B
I RIP—RAP AT PROPOSED BIORETENTION INLET
RIP RAP PAD DETAIL
AGGREGATE TO MATCH
BASE MATERIAL FOR
BUILDING SLAB. MAX. SIZE
1-1/2-, ASTM D2940.
AGGREGATE DITCH
FILTER FABRIC
Scale: NTS
12'" THICK
AGGREGATE LINED DITCHES MAY BE
USED ON THIS PROJECT AT THE
L❑CATI❑N SHOWN ON THE PLANS. (SEE
TEMPORARY LINED DIVERSI❑N DITCHES
IN PARKING LOT AREA, PHASE 4.
AGGREGATE DITCH FOR TEMPORARY
LINED DIVERSION DITCHES IN THE
PARKING LOT AREA
FIGURE 1
TOE SLOPE ANCHOR
TRENCH
INSTALLATI❑N NOTES:
SITE PREPARATI❑N
GRADE AND COMPACT AREA.
REMOVE ALL ROCKS, CLODS, VEGETATI❑N, AND ❑BSTRUCTI❑NS
S❑ THAT MATTING WILL HAVE DIRECT CONTACT WITH THE
S❑IL.
PREPARE SEEDBED BY LOOSENING 3 TO 4 INCHES OF T❑PS❑IL
ABOVE FINAL GRADE.
TEST S❑ILS FOR ANY NUTRIENT DEFICIENCIES AND SUBMIT
S❑IL TEST RESULTS TO THE ENGINEER. APPLY ANY
TREATMENT SUCH AS LIME OR FERTILIZERS TO THE S❑IL IF
NEEDED.
D❑ NOT MULCH AREAS WHERE MAT IS TO BE INSTALLED.
SEEDING
SEE DETAIL 2/C-507 FOR SEEDING REQUIREMENTS.
APPLY SEED TO S❑IL BEFORE PLACING MATTING.
INSTALLATI❑N — STREAM BANK
OVERLAP ADJACENT MATS 3' AND ANCHOR EVERY 12' ACROSS
THE OVERLAP, THE HIGHER ELEVATI❑N MAT SHOULD BE
PLACED OVER THE LOWER ELEVATI❑N MAT.
EDGES SHOULD BE SHINGLED AWAY FROM THE FLOW OF
WATER.
LAY MAT LOOSE TO ALLOW CONTACT WITH S❑IL.
D❑ NOT STRETCH TIGHT.
ANCHOR MAT USING BI❑DEGRADABLE STAKES OR PINS.
EXCAVATE INITIAL ANCHOR TRENCH 12'X6' ACROSS TOE OF
BANK AT THE LOWER END OF EACH AREA TO RECEIVE
MINIMUM I
FIGURE 2
INTERMITTENT CHECK SLOT/
BEGINNING OF NEW ROLL
ER❑SI❑N CONTROL MATTING. ANCHOR TRENCH TO BE A MINIMUM
OF 1' OFF OF TOE OF BANK. SEE FIGURE 1 FOR TOE SLOPE
ANCHOR TRENCH.
PLACE 6' x 6' CHECK SLOTS AT 30' INTERVALS ALONG THE
BANK. SEE FIGURE 2.
CUT 4' x 4' TRENCH ALONG TOP OF BANK FOR MAT
TERMINATI❑N AS SHOWN IN FIGURE 3. EXTEND MAT 3 FEET
PAST TOP OF BANK.
BEGINNING AT THE DOWNSTREAM END OF THE AREA TO BE
LINED, PLACE THE END OF THE ROLL IN TOE SLOPE ANCHOR
TRENCH AND SECURE WITH BI❑DEGRADABLE STAKES OR PINS.
SEE FIGURE 1.
PLACE ADJACENT ROLLS IN THE ANCHOR TRENCH WITH A
MINIMUM OF 3' OVERLAP, SECURE WITH BI❑DEGRADABLE
STAKES OR PINES, BACKFILL ANCHOR TRENCH, AND COMPACT
S❑IL,
UNROLL MAT OVER COMPACTED ANCHOR TRENCH, STOP AT
NEXT CHECK SLOT OR TERMINAL ANCHOR.
UNROLL ADJACENT ROLLS IN SAME MANNER, WITH A MINIMUM
OF 3' OF OVERLAP,
STAPLE AT 12' INTERVALS ALONG OVERLAP,
FOLD AND SECURE MAT ROLLS TIGHTLY INT❑ CHECK SLOTS.
LAY MAT IN CHECK SLOT, FOLD BACK AGAINST ITSELF,
ANCHOR THROUGH BOTH LAYERS, BACKFILL AND COMPACT S❑IL,
CONTINUE ROLLING MAT UPSTREAM. SEE FIGURE 2.
BEGIN NEW ROLLS IN CHECK SLOT, AND OVERLAP ENDS
MINIMUM OF 1'.
STREAM BANK MATTING TO BE INSTALLED FROM TOE OF BANK
TO TOP OF BANK. SEE FIGURE 3 FOR TERMINATI❑N AT TOP
OF BANK AND FIGURE 1 FOR INITIAL ANCHOR TRENCH AT TOE
OF BANK.
SEE FIGURE 3 FOR TERMINATI❑N AT UPSTREAM END.
EROSION CONTROL MATTING
I I- /-1 1 V
#57 STONES CLASS :RIP—RAP
SEDIMENT MIN.
STORAGE] STORAGE
POOL
Z
� O 0
I
� INVERT PIPE
10'X10' MIN. I 8' I FLOW
12"
SECTION A—A
Scale: NTS
MAINTENANCE:
STAKE
AT 1'
O� 1' INTERVALS
F�
G
4"
4"
FIGURE 3
TOP OF EMBANKMENT/ BANK
TERMINATI❑N
ER❑SI❑N CONTROL MATTING MUST MEET
OR EXCEED THE F❑LL❑WING
REQUIREMENTS:
• 100 % COCONUT FIBER (C❑IR) TWINE
WOVEN INT❑ A HIGH STRENGTH
MATRIX.
• SHEAR STRESS —2.4 LBS/SQFT
• FLOW VEL❑CITY— OBSERVED 6
FT/SEC
INSPECT ROCK PIPE INLET PR❑TECTI❑N AT LEAST WEEKLY AND
AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL
EVENT AND REPAIR IMMEDIATELY, REMOVE SEDIMENT AND
RESTORE THE SEDIMENT STORAGE AREA TO ITS ORIGINAL
DIMENSI❑NS WHEN THE SEDIMENT HAS ACCUMULATED TO
ONE—HALF THE DESIGN DEPTH OF THE TRAP, PLACE THE
SEDIMENT THAT IS REMOVED IN THE DESIGNATED DISP❑SAL AREA
AND REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING,
CHECK THE STRUCTURE FOR DAMAGE, ANY RIPRAP DISPLACED
FROM THE STONE HORSESHOE MUST BE REPLACED IMMEDIATELY,
AFTER ALL THE SEDIMENT—PRODUCING AREAS HAVE BEEN
STABILIZED, REMOVE THE STRUCTURE AND ALL THE UNSTABLE
SEDIMENT, SMOOTH THE AREA TO BLEND WITH THE ADJOINING
AREAS AND PR❑VIDE PERMANENT GROUND C❑VER,
ROCK PIPE INLET PROTECTION
Scale: NTS
AGGREGATE LINED DITCH
3 Scale: NTS
1 2 3 4 5 6
rBRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
V
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9S' <6N c I N �F'� O
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ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001/C-500 DETAILS 07278-P.DWG
DATE
08-15-2017
TITLE
EROSION CONTROL
DETAILS
DRAWING NO.
C-508
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ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001/C-500 DETAILS 07278-P.DWG
DATE
08-15-2017
TITLE
EROSION CONTROL
DETAILS
DRAWING NO.
C-508

E
C
Weighted Sediment Filter Tine Installation
b
4- h METAL , -IN.
t��� �T•��sT�L`
FLAT, LEVEL ARF -A
FREE OF DEBRIS
FRONT VIEW
WEIGHTED SEDIMENT
F'i_TER TUBE
SHEET FLOW
2
OPTIONAL COMPACTED BACKFILL MATEMX-
r �
FLAT, LE'V'EL AREA FLEE OF DEBRIS
ELEVATION VIEW
METAS
T -POST
Adapted from PA Turnpike Commission
WEIGHTED
SEDIMEINT FILTER
TUBE
SHTO #57
STONE
METAL F -POST
WEIGHTED SEDIMENT
FILTER TLiRE -n
FLAN VIEW
UNDISTCRBED
GROUND
AASHTO #57 STONE
Sediment tribe placement area shall be prepared so that it is free of all debris, including
rocks, sticks, roots, etc. A 2" Layer of AASHTO #57 stone shall be placed where the
Ices come together. Ends of tubes may be overlapped according to manufacturer's
specifications instead of the AASHTO #57 stone.
Sediment tubes shall be placed at existing level grade. Ends shall bre extended upslope at 450
to the main filter log alignment for a minimum of 8 feet (Figure 4.1).
Sediment tubes shall be inspected weekly and after each runoff event.
Sediment deposits shall be cleaned from the log when it reaches half the height of the tube.
C Damaged tutees shall he replaced within 24 hours of inspection. A supply of tutees shall be
(maintained on site for this purpose.
0
WEIGHTED SEDIMENT FILTER TUBE
Scale: NTS
1 2 3 4 5 6
b[3RPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION 0
ISSUE FOR PERMIT DESIGN DOCUMENTS
\11111111//
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043916
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ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001/C-500 DETAILS 07278-P.DWG
DATE
08-15-2017
TITLE
EROSION CONTROL
DETAILS
DRAWING NO.
Cm509
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JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001/C-500 DETAILS 07278-P.DWG
DATE
08-15-2017
TITLE
EROSION CONTROL
DETAILS
DRAWING NO.
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JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001/C-500 DETAILS 07278-P.DWG
DATE
08-15-2017
TITLE
EROSION CONTROL
DETAILS
DRAWING NO.
Cm509

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C
%" CHAMFER (TYP)
ELEV. 875.00'
3 N
7 2.1
II—III—
GRADE VARIES, I <
SEE SHEET C-141
FRENCH DRAIN
(SEE DETAIL) —
31-011
a
d 4 d d
a 4 d
a4
a a
d d
d
- - a
v 4
1 011 I 911
#4@12"E.F.
#5 @ 12" E.F.
GRADE VARIES,
SEE SHEET C-141
#5 @ 12" T.&B., E.W.
NOTE:
1. PROVIDE CONTROL JOINT IN WALL @ MAX 25' -0" O.C.
2. F'(c) = 4,000 PSI FOR WALLS & FOOTINGS.
3. MIN ALLOWABLE SOIL PRESSURE IS ASSUMED 3.0 KSF. THIS SHALL BE VERIFIED BY A GEOTECHNICAL ENGINEER.
SEE PLANS FOR LENGTH
ELEV. 881.00'
A
° ° d
d
8 @ 12"
a °
° d C d
1-1/2" DIAMETER NOMINAL
A
WALL -MOUNTED CLEAR
ANODIZED ALUMINUM PIPE
A d ° °
° 4 ° HANDRAIL
° ° d
a d ° ° it °
A d
CD
° ° ° d
d ° d
°
° co d ° ° d °
° d ° °
° ° ° °
° °d
A ° y ° G d °
21-611 d ° ° d ° ° d °
d ° d d ° d d° °
ELEV. 877.00' ° ° °
° d ° d ° d ° d
A ° d ° d °
• • d d d
SEE SHEET C-503 ° ° ° °
° — — d as
d d d ° d °
SIDEWALK DETAIL I I—III=III=_ °
III=III=III=1 I — ° ' ° ° ° ° #4 @ 1211 d ° a d ° ° ° d °
-III — III — III — III —_° • d • � v d° a °
� III—III—III—III—_ ° �° d
_ • d °d d
—III—III=III=III=1 � ° • (2> #4 ° ° ° a d d °
d a
-III ;III—El—a
d °
_—° ° ° °
° ° d d
I—I I I—I I I—I
III , ; , I 1=III=1 I — • ° #5 @ 1211 E.W. o
° ad °
I;II�I=III = ° d
d
-I I J—I I I=I I I=.°
1'-011 WALL BEYOND I I I ;III=III = •
TYP. —III—III—I °
--1111=1II °
SECTION
,
N
ELEV. 881.00'11
°d
• ° 211
211
d
°
A
#4 @ 12" E.F.
A
#5 @ 1211
°
#6 @ 12" °
1-1/2" DIAMETER NOMINAL 2"
WALL -MOUNTED CLEAR
ANODIZED ALUMINUM PIPE
HANDRAIL
(2) #5 DOWELS X 16"
IN EACH STEP (TYP. 16 PL.)
N
211
A°
#4@1211 E.F.
° A14
d°
#5 @ 12"
• d
4
#6 @ 12"
d d d ° d
a d
°21 ° d °
ELEV. 876.00' a ° a d
• °° d ° ° ° •
GRADE VARIES. SEE ° ° d d
°
SHEET C-141. ° �~, d ° ° ° GRADE VARIES. SEE
° ° d d °
SHEET C-141.
B
d• ° ° ° CONC' §TEPS d ° •�
A d
d ° -
1—III—III—III—III—III—III— °° ° d d ° ° I—III—I I I I I I I I I III—III
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FRENCH DRAIN I I ; II II I I •Q 2 1/4" CLEAR ° ° d d ° II I II I, -I
(SEE DETAIL) ° ° ° � ° #5 @ 12 T.&B.
dd ° a d ° °
° d ° d ° d
#6 @ 12" E.W., T.&B. ' ° a e ° ° #6 @ 12" T.&B.
d° d a °° °
A �{� °° ° °°
#5 @ 12" E.W., T.&B. AEV. 872_00' — — —
11 a III -1 I �—III—III—III-I 11-111=111=I I—I I 'd ° 11
2 I 1 1 1=1 I I—III—' ' ' I I 2
ELEV. 871.00' °
_
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1 011 I 911
#4@12"E.F.
#5 @ 12" E.F.
GRADE VARIES,
SEE SHEET C-141
#5 @ 12" T.&B., E.W.
NOTE:
1. PROVIDE CONTROL JOINT IN WALL @ MAX 25' -0" O.C.
2. F'(c) = 4,000 PSI FOR WALLS & FOOTINGS.
3. MIN ALLOWABLE SOIL PRESSURE IS ASSUMED 3.0 KSF. THIS SHALL BE VERIFIED BY A GEOTECHNICAL ENGINEER.
SEE PLANS FOR LENGTH
ELEV. 881.00'
A
° ° d
d
8 @ 12"
a °
° d C d
1-1/2" DIAMETER NOMINAL
A
WALL -MOUNTED CLEAR
ANODIZED ALUMINUM PIPE
A d ° °
° 4 ° HANDRAIL
° ° d
a d ° ° it °
A d
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° ° ° d
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°
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° d ° °
° ° ° °
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21-611 d ° ° d ° ° d °
d ° d d ° d d° °
ELEV. 877.00' ° ° °
° d ° d ° d ° d
A ° d ° d °
• • d d d
SEE SHEET C-503 ° ° ° °
° — — d as
d d d ° d °
SIDEWALK DETAIL I I—III=III=_ °
III=III=III=1 I — ° ' ° ° ° ° #4 @ 1211 d ° a d ° ° ° d °
-III — III — III — III —_° • d • � v d° a °
� III—III—III—III—_ ° �° d
_ • d °d d
—III—III=III=III=1 � ° • (2> #4 ° ° ° a d d °
d a
-III ;III—El—a
d °
_—° ° ° °
° ° d d
I—I I I—I I I—I
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° ad °
I;II�I=III = ° d
d
-I I J—I I I=I I I=.°
1'-011 WALL BEYOND I I I ;III=III = •
TYP. —III—III—I °
--1111=1II °
SECTION
,
N
ELEV. 881.00'11
°d
• ° 211
211
d
°
A
#4 @ 12" E.F.
A
#5 @ 1211
°
#6 @ 12" °
1-1/2" DIAMETER NOMINAL 2"
WALL -MOUNTED CLEAR
ANODIZED ALUMINUM PIPE
HANDRAIL
(2) #5 DOWELS X 16"
IN EACH STEP (TYP. 16 PL.)
N
211
A°
#4@1211 E.F.
° A14
d°
#5 @ 12"
• d
4
#6 @ 12"
d d d ° d
a d
°21 ° d °
ELEV. 876.00' a ° a d
• °° d ° ° ° •
GRADE VARIES. SEE ° ° d d
°
SHEET C-141. ° �~, d ° ° ° GRADE VARIES. SEE
° ° d d °
SHEET C-141.
B
d• ° ° ° CONC' §TEPS d ° •�
A d
d ° -
1—III—III—III—III—III—III— °° ° d d ° ° I—III—I I I I I I I I I III—III
\A- '� d ° ° ° d
FRENCH DRAIN I I ; II II I I •Q 2 1/4" CLEAR ° ° d d ° II I II I, -I
(SEE DETAIL) ° ° ° � ° #5 @ 12 T.&B.
dd ° a d ° °
° d ° d ° d
#6 @ 12" E.W., T.&B. ' ° a e ° ° #6 @ 12" T.&B.
d° d a °° °
A �{� °° ° °°
#5 @ 12" E.W., T.&B. AEV. 872_00' — — —
11 a III -1 I �—III—III—III-I 11-111=111=I I—I I 'd ° 11
2 I 1 1 1=1 I I—III—' ' ' I I 2
ELEV. 871.00' °
_
CO
CVA*
-
v a
I
d
d
°
°
d
d
d
°
°°
°
d
d
° °
°a
'd
a
°
A °
° a
d
°
°°
°
°
°
d
°a
CO
d
°
°
dd •
a
A
•
d
a
d °
•
A
°6A"a
JA
a
°
d °
•
ad
10" 1 1'-011
NOTE:
1. F'(c) = 4,000 PSI FOR WALLS, FOOTINGS, AND STEPS.
SECTION
3/4" = 1'-0"
1'-011 1 1011
%" CHAMFER (TYP.)
SECTION
3/4" =1'-0"
SEE PLANS FOR LENGTH
ELEV. 881.00'
(2) #5
A ae
• • e
d ♦ e a
A
♦ d
• e ° ♦ d
A e
A
• • ° e ♦ ♦
♦ b e
° ♦ d
A • • ♦ ♦ d
♦ d ♦ • e e e
A ° ♦ •
♦ d ° • •♦
A e • °• ♦ d l
° ♦ • .14A e d
• d •
♦ ♦ d e♦ d eGRftDE °
1 11=1 d e e
—III=III= • ° e 44 ° ° ELEV. 876.00'
♦ • ° e d
'-1 I I—I � I—I � I—I _ e e
—I I—I I—I I—III—I — �d e♦ d� .811
—111-1 I MI 11=1 11=1 11=1 = " ° ; a ELEV. 875.00'
' =1 I I—III—III—III—III—III—I = . • ♦
—I I I—III—III—III-111—III-111—� = e
-1 I I, II I II IIII I II I II I II I II I II I II I II I II I II I II I II I II I I 1=1� SEE SECTION A
I—I 11=1 I I=1 I I=1 I I=1 11=1 I I I FOR REINF.
—1111 11111111111111111
II—III—III e
WALL BEYOND
1 1-011 ed
�-
•
_ 1
SECTION
JA L
1/2" = 1'-0"
N
U
00
ELEV. 876.00'
ELEV. 872.00'
SEE SHEET C-503
SIDEWALK DETAIL
BRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION
ISSUE FOR PERMIT DESIGN DOCUMENTS
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001/C-500 DETAILS_07278-P. DWG
DATE
08-15-2017
TITLE
WALL DETAILS
DRAWING NO.
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SEE SHEET C-503
SIDEWALK DETAIL
BRPH
www.brph.com Copyright © 2017
Architects, Engineers, Constructors
5700 North Harbor City Blvd I Suite 400
Melbourne I FL 1 32940 1 321-254-7666
Offices in Melbourne, Orlando, Atlanta,
West Palm Beach, Everett and Charleston
Board of Architecture License No. AA C-51948
Board of Professional Engineers License No. P-1393
These plans are protected by Federal Copyright protection.
Unauthorized use may result in an infringement action.
ISSUE
NOT FOR CONSTRUCTION
REVISION
ISSUE FOR PERMIT DESIGN DOCUMENTS
ARCH/ENGR OF RECORD
JASON L. ABBOTT P.E.
N.C. P.E. 043916
DESIGNED BY
M.000PER
DRAWN BY
R. OBERLE
CHECKED BY
M. COOPER
PROJECT NO./CAD CODE
C07278.001/C-500 DETAILS_07278-P. DWG
DATE
08-15-2017
TITLE
WALL DETAILS
DRAWING NO.