SW8060608_Approved Plans_20180112

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NOTE:
POND ASBUILT DATA FROM SURVEY BY
ESP ASSOCIATES, PA, DATED DUNE 29, 2017
N
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NC GRID
S
0
O ® 3 WORKING DAYS
BEFORE YOU DIG
FOR THE LOCATION OF
UNDERGROUND FACILITIES
Know what's below.
Call before you dig.
THELOCATIONS OFIXISTING UNDERGROUND UTILMESARE
SHOWN IN AN APPROXIMA TE WA Y OK YAND HA 1 /E NOT BEEN
INDEPENDENTL Y VERIFIED BY TILE 0WNER OR II S
REPRESENTATIVE. THECONM4CTORSHALLDETERMINE71-1E
EXACTLOCA TION OFALL EXISTING UTILITIES BEFORE COMMENCING
WORK, AND AGREES TOBERILL Y RESPONSIBLEFORANYAND
ALL DAMAGES WHICHMIGHTBE OCCASIONED BY THE
CONTRACTORS FAILURE TOEXACTLY LOCA TEAND PRESERVEANY
ANDALL UNDERGROUND UTILITIES.
NOTICE:
CONSTRUCTIONSITESAFETYIS THESOLERESPONSIBILITYOF THE
CONTRACTOR NEITHER THE OWNER NOR THE ENGINEER SHALL BE
EXPECTED TOASSUMEANYRESPONSIBILITYFOR SAFETYOF THE
WORK OFPERSONSENGAGEDINTHEWORK OFANYNEARBY
STRUCTURES, OR OFANYOTHERPERSONS.
STORMWATER SUMMARY:
1.5" RUNOFF VOLUME REQUIRED: 42,494 c.f.
SEPI
Pre - Post 1-Yr, 24-hr RUNOFF REQUIRED: 96,943 cl
ENGINEERING &
CONSTRUCTION
1025 WADE AVENUE
RALEIGH, NORTH CAROLINA
919.789.9977
11020 DAVID TAYLOR DRIVE, SUITE 115
CHARLOTTE, NORTH CAROLINA
ASBUILT VOLE: 54704.714.4880
10 c.f.
5030 NEW CENTRE DR., SUITE B
PROPOSED VOLUME: 42 647 c.f.
WILMINGTON, NORTH CAROLINA
910.523.5715
(Functioning as Wet Detention Basin with No Infiltration)
Www.sepiengineering.com
RWM
EXISTING RIGHT OF WAY MONUMENT
W
PROPOSED WATER LINE
a ECM
EXISTING CONCRETE MONUMENT
— — - uge - —
EXISTING UNDERGROUND ELECTRIC
• OP
EXISTING IRON PIPE
— - C,,e - —
EXISTING OVERHEAD ELECTRIC
IPS
IRON PIPE SET
- - fo -
EXISTING FIBER OPTIC
a OR
EXISTING IRON ROD
— - -
EXISTING TELEPHONE
Q IRS
REBAR SIT
UC
EXISTING UNDERGROUND CABLE
-EPK
EXISTING PK NAIL
OC
EXISTING OVERHEAD CABLE
a PKS
PK NAIL SET
- g-
EXISTING GAS
EG M
EXISTING GEODETIC MONUMENT
SF
PROPOSED SILT FENCE
0
CALCULATED PROPERTY CORNER
EXISTING STORM PIPE
N/F
NOW OR FORMERLY
PROPOSED STORM PIPE
— - —
NIGH WADER LINE
• X . X • X • X • X . X . X •
PROPOSED ABANDON DESIGNATION
--
PROPERT( LINE
v orb 1
EXISTING TREELIKE
PROPERTf LINE NOT SURVEYED
EXISTING FENCE
— — —
EXISTING 'EASEMENT
�.
EXISTING POWER POLE
— 39-
EXISTING MINOR CONTOUR
EXISTING LIGHT POLE
40
EXISTING 'MAJOR CONTOUR
EXISTING FIRE HYDRANT
— 3g
— PROPOSED MINOR CONTOUR,
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PROPOSED MAJOR CONTOUR
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— --- — i , -1---- —
EXISTING VALVE
EXISTING EDGE OF PAVEMENT
Wv
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PROPOSED LIMITS OF DISTURBANCE
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PROPOSED VALVE
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EXISTING FORCEMAIN
EXISTING SANITARY MANHOLE
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PROPOSED FORCEMAIN
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— - s, - - s- - —
EXISTING GRAVITY SEINER
EXISTING STORM MANHOLE
SS � SS r:
PROPOSCD GRAVITY SEWER
Icv
EXISTING IRRIGATION VALVE
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EXISTING WATER LINE
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EXISTING TELEPHONE PEDESTAL
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EXISTING CABLE BOX
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PROJECT MANAGER
FIELD SURVEY DATE:
GRT
8/17/2016
CHECKED BY:
C%9T
DRAWING DATE:
06/28/2017
( IN FEET)
1 inch = 20 ft. Horz.
DRAWN BY:
JOB #:
JR8 W6.015
SHEET
C-2.1
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STEEL POST
SEE NOTE #5
WOVEN WIRE FENCING,
12" STAY SPACING AS REQUIRED
TOP STRAND MIN. #10 GAUGE
SILT FILTER FABRIC
STAY AND LINE WIRES
MIN. #12-1/2 GAUGE N Z
2 y
6" MIN. COMPACTED
BOTTOM STRAND FILL OVER SKIRT*
MIN. #10 GAUGE I
N
ANCHOR FABRIC SKIRT
W/ MIN. 4" LONG WIRE
STAPLES 0 12" O.C.
* FOR REPAIR OF SILT FENCE FAILURES,
USE #57 WASHED STONE IN LIEU OF
COMPACTED FILL
NOTES:
1. INSTALL NEW SILT FENCES AS SHOWN ON DRAWING AND AT LOCATIONS NECESSARY TO CONTROL SILTATION OF ADJACENT AREAS.
2. WHERE STEEL POSTS ARE USED, POSTS SHALL BE 5' IN LENGTH AND BE OF THE SELF FASTENER ANGLE TYPE.
3. WOVEN WIRE FENCING, WHERE REQUIRED, SHALL CONFORM TO ASTM A116 FOR CLASS 3 GALVANIZING. FABRIC SHALL BE A MINIMUM
OF 32" WIDE AND HAVE A MINIMUM OF 6 LINE WIRES WITH 12" STAY SPACING. THE TOP AND BOTTOM WIRES SHALL BE 10 GAUGE
AND INTERMEDIATE WIRES SHALL BE 12-1/2 GAUGE. WIRE FABRIC SHALL BE FASTENED TO POSTS.
4. FILTER FABRIC SHALL BE OF NYLON, POLYESTER, PROPYLENE OR ETHYLENE YARN WITH A MINIMUM STRENGTH OF 30 LB/UN. IN. AND
A MINIMUM OF 85% FILTERING EFFICIENCY. FABRIC SHALL CONTAIN ULTRAVIOLET INHIBITORS AND STABILIZERS.
5. IF FABRIC FILTER IS USED WITH A STRENGTH OF 50 LB./LIN. IN. OR GREATER, & Q THE POST SPACING DOES NOT EXCEED 6', WOVEN
WIRE FENCING IS NOT REQUIRED. OTHERWISE, WOVEN WIRE FENCING IS REQUIRED, AND POST SPACING SHALL NOT EXCEED 8'.
TEMPORARY SILT FENCE
1 TOP OF BANK
EL. 26.12
I=
NTS
BOTTOM OF
SPILLWAY E.
23'
LINE SPILLWAY WITH
EXCELSIOR MATTING
16'
• OF
BANK
01 EL. 26.12
EL 26.12
- - - - EL. 25.60
3-
3
EMERGENCY SPILLWAY DETAIL,
NTS
5' EMBANKMENT
21.5 100'x5'x 12"
1 FO R EBAY CLASS "B" RIP RAP
3
BOTTOM EL.18.00
CLEANOUT EL. 17.00
WET POND 1 B
PERMITTED
1 /10/17
ASBUILT
6/22/17
PROPOSED
10/11 /2017
ELEVATION, PERMANENT POOL, FMSL:
22.91
22.75
22.75
ELEVATION, TEMPORARY POOL, FMSL:
25.40
25.52
25.00
AREA, PERM. POOL, ft2
17,497
153909
15,909
AREA, TEMP. POOL, ft2
24,093
23,386
21,866
VOLUME PROVIDED (TEMP. POOL),
ft2
513780
54,423
423647
A
L42"
INV.OUT 21.01
'Z n`>�.) PROPOSED 2' LONG RECTANGULAR WEIR
(01
2'-0"
6" 4'-0" 6,
PLAN
SITE N OTES
1.
ANY DISCREPANCY IN THIS PLAN AND THE ACTUAL FIELD CONDITIONS SHALL BE REPORTED TO THE ENGINEER AS PRIOR TO START OF CONSTRUCTION.
O
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL SETBACKS, EASEMENTS, AND DIMENSIONS SHOWN HEREON BEFORE BEGINNING
CONSTRUCTION.
`® 3 WORKING DAYS
2.
THE CONTRACTOR SHALL CONTACT ALL OWNERS OF EASEMENTS, UTILITIES, AND R/W'S (PUBLIC OR PRIVATE) PRIOR TO WORKING IN THESE AREAS.
BEFORE YOU DIG
3.
THE CONTRACTOR SHALL MAINTAIN THE SITE IN A MANNER SO THE WORKMEN AND PUBLIC SHALL BE PROTECTED FROM INJURY, AND THE ADJOINING
FOR THE LOCATION OF
PROPERTY PROTECTED FROM DAMAGE.
UNDERGROUND FACILITIES
Know what's below.
4.
THE CONTRACTOR SHALL REMOVE ALL DEBRIS FROM THE SITE UPON COMPLETION OF THE PROJECT AND AT LEAST ONCE A WEEK DURING CONSTRUCTION.
Call
5.
THE CONTRACTOR SHALL KEEP THE AREA OUTSIDE THE "LIMITS OF CONSTRUCTION" BROOM CLEAN AT ALL TIMES.
before you dig.
6.
IF DEPARTURES FROM THE DRAWINGS ARE DEEMED NECESSARY BY THE CONTRACTOR, DETAILS OF SUCH DEPARTURES AND REASONS THEREOF SHALL BE
TO THE OWNER FOR REVIEW.
7.
ALL PERMITS RELATIVE TO THE PROJECT MUST BE OBTAINED PRIOR TO CONSTRUCTION. THE OWNER WILL PROVIDE NCDEQ STORMWATER PERMIT.
8.
ALL CONSTRUCTION TO BE IN ACCORDANCE WITH PERMITS ISSUED AND APPLICABLE STATE, TOWN AND LOCAL CODES.
THELOCAPONSOFEUST/NGUNDERGROUND IMUTIESARE
9.
THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL INSPECTIONS, CERTIFICATIONS, EQUIPMENT, ETC., THAT MAY BE REQUIRED.
SHOWNINANAPPROXIMATEWAYONLYANDHAVENOTBEEN
10.
THE ENGINEER/ARCHITECT/OWNER DISCLAIM ANY ROLE IN THE CONSTRUCTION MEANS AND METHODS ASSOCIATED WITH THE PROJECT AS SETFORTH IN
INDEPENDENTLYVERIFIED BYTHE OWNER ORITS
THESE PLANS.
REPRESENTATIVE THECONMACTORSHALLDETERMINETHE
EXACTLOCA 77ON OFALL EXISTING U77LI77ESBEFORE COMMENCING
WORD ANDAGREES TOBEFULLY RESPONS/BLEFORANYAND
GENERAL
GRADING NOTES
ALLDAMCTUTSFAGES FAILURE TO CTLYLOCCASCA7ENED DP
CONTRACTOR'SFAlLURE TOEXACTZY LOCATEAND PRESERVEANY
1.
REASONABLE CARE HAS BEEN EXERCISED IN SHOWING THE LOCATION OF EXISTING UTILITIES ON THE PLANS. THE EXACT LOCATION OF SUCH UTILITIES IS
ANDAU UNDERGROUND UTILITIES
NOT KNOWN IN ALL CASES. THE CONTRACTOR SHALL EXPLORE THE AREA AHEAD OF THE DITCHING OPERATION BY OBSERVATIONS, ELECTRONIC DEVICES,
HAND DIGGING, AND BY PERSONAL CONTACT WITH THE UTILITY COMPANIES IN ORDER TO LOCATE EXISTING UTILITIES IN ADVANCE OF THE TRENCHING
NOTICE:
OPERATIONS SO AS TO AVOID AND PREVENT DAMAGE TO THE EXISTING UTILITIES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS RESULTING
caysTRummsmEsAFETYIsTHEsaEREsPoNslex fTYoFTHE
FROM ANY DAMAGE TO THE EXISTING UTILITY LINES INCLUDING, BUT NOT LIMITED TO REPAIRS AND LOSS OF SERVICE REVENUES. CONTRACTOR SHALL
COMMACTORNEMHERTHEOWNERNORTHEENGINEERSHALLBE
ARRANGE FOR TEMPORARY SUPPORT OF EXISTING UTILITIES, SUCH AS POLES, CONDUITS, FIBER OPTIC CABLES, TELEPHONE CABLES, WATER LINES, ETC..
�'ECTEDTOASSUMEANYRESPONSIBIL OF 7HE
WORK, OFPERSONSENGAGEDlNTIfEWORK ORSAFET RK, OFANYNEARBYRBY
2.
THE CONTRACTOR SHALL COMPLY WITH THE LATEST REVISIONS AND INTERPRETATIONS OF THE DEPARTMENT OF LABOR SAFETY AND HEALTH REGULATIONS
STRUCTURES, OR OFAN Y 07HER PERSONS.
FOR CONSTRUCTION PROMULGATED UNDER THE OCCUPATIONAL SAFETY AND HEALTH ACT.
3.
THE CONTRACTOR SHALL PLAN AND CONSTRUCT WORK SO AS TO CAUSE MINIMUM INCONVENIENCE TO THE OWNER AND THE PUBLIC. THE CONTRACTOR
SHALL PROVIDE, ERECT AND MAINTAIN AT ALL TIMES DURING THE PROGRESS OR TEMPORARY SUSPENSION OF WORK, SUITABLE BARRIERS, FENCES, SIGNS,
OR OTHER ADEQUATE PROTECTION, INCLUDING FLAG MEN AND WATCHMEN AS NECESSARY TO INSURE THE SAFETY OF THE PUBLIC AS WELL AS THOSE
ENGAGED IN THE CONSTRUCTION WORK. CONSTRUCTION SIGNING SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF "CONSTRUCTION AND
MAINTENANCE OPERATIONS SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES" BY THE NCDOT. CONTRACTOR WILL BE RESPONSIBLE
FOR ONSITE DUST CONTROL.
4.
ALL MATERIAL CLEARED AND GRUBBED BY THE CONTRACTOR IN ORDER TO CONSTRUCT THE WORK, SUCH AS TREES, VEGETATION, FENCING, ETC... SHALL
SEPI
BECOME THE PROPERTY OF THE CONTRACTOR AND SHALL BE PROPERLY DISPOSED OF OFF -SITE OR BURNED IF PROPER PERMITS ARE RECEIVED.
EROSION CONTROL NOTES
ENGINEERING &
1.
ALL CONSTRUCTION ACTIVITIES SHALL BE PERFORMED IN COMPLIANCE WITH THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973.
C 0 N S T R U C T 1 0 N
2.
ALL LAND DISTURBING ACTIVITIES ARE TO BE PLANNED AND CONDUCTED TO LIMIT EXPOSURE TO THE SHORTEST FEASIBLE TIME.
1025 WADE AVENUE
3.
ALL DISTURBED AREAS SHALL BE STABILIZED BY A PERMANENT GROUND COVER.
RALEIGH, NORTH CAROLINA
4.
AS SOON AS ALL AREAS ARE PERMANENTLY STABILIZED, ALL PERMANENT MEASURES HAVE BEEN INSTALLED, AND FINAL APPROVAL IS RECEIVED FROM
919 789 9977
THE OWNER, THE TEMPORARY MEASURES MAY BE REMOVED.
5.
OVER THE LIFE OF THE PROJECT, THE OWNER SHALL MAKE PERIODIC INSPECTIONS TO EVALUATE THE CONTRACTORS EFFORTS AND SUCCESS IN
11020 DAVID TAYLOR DRIVE, SUITE 115
CONTROLLING EROSION OF SOILS TO OFF -SITE AREAS. IF AREAS ARE FOUND WHERE EROSION IS TAKING PLACE, THE CONTRACTOR SHALL TAKE THE
CHARLOTTE, NORTH CAROLINA
NECESSARY MEASURES TO REMEDY THE SITUATION.
704.714.4880
6.
DRAWING NOTES THAT INDICATE THE INSTALLATION OF TURF REINFORCEMENT TO STABILIZE SOIL AND TO PROTECT SLOPES FROM EROSION REFER TO
5030 NEW CENTRE DR., SUITE B
WESTERN EXCELSIOR CORPORATION TURF REINFORCEMENT MATS, "EXCEL PP5-10" OR APPROVED EQUIVALENT.
WILMINGTON, NORTH CAROLINA
7.
ANY SLOPES GREATER THAN 3:1 SHALL BE STABILIZED IMMEDIATELY WITH TURF REINFORCEMENT.
910.523.5715
www.sepiengineering.com
CONSTRUCTION SEQUENCE NOTES:
1.
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ASSURE ALL SEDIMENT REMAINS ON SITE AND OUT OF SURROUNDING WETLAND AREAS.
2.
MEANS AND METHODS OF EROSION CONTROL ARE THE RESPONSIBILITY OF THE CONTRACTOR.
3.
MAINTAIN ALL TEMPORARY EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER IS ESTABLISHED.
CA
EROSION CONTROL MAINTENANCE PLAN
.�`�`\\��
�9
1.
IT IS THE RESPONSIBILITY OF THE CONTRACTOR THAT ALL EROSION CONTROL MEASURES WILL BE CHECKED FOR STABILITY AND OPERATION FOLLOWING
��� FESS/�
EVERY RUNOFF PRODUCING RAINFALL EVENT, BUT IN NO CASE, LESS THAN ONCE EVERY WEEK AND WITHIN 24 HOURS OF EVERY HALF INCH RAINFALL.
2.
DIVERSION DITCHES WILL BE CLEANED OUT IMMEDIATELY TO REMOVE SEDIMENT OR OBSTRUCTIONS FROM THE FLOW AREA. THE DIVERSION RIDGES WILL
ALSO BE REPAIRED. SWALES AND DITCHES MUST BE TEMPORARILY STABILIZED WITHIN 21 CALENDAR DAYS OF CEASE OF ANY PHASE OF ACTIVITY
3.
ASSOCIATED WITH A SWALE.
SEDIMENT WILL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES FILLED. THE SEDIMENT FENCE
= 1 Z
HALF WILL BE REPAIRED AS
NECESSARY TO MAINTAIN A BARRIER. STAKES MUST BE STEEL. STAKE SPACING WILL 6 FEET MAXIMUM WITH THE USE OF
LL BE EXTRA STRENGTH FABRIC,
�Nr; E�-�
� 1 N
WITHOUT WIRE BACKING. STAKE SPACING WILL BE 8 FEET MAXIMUM WHEN STANDARD STRENGTH FABRIC AND WIRE BACKING ARE USED. IF ROCKO�e\���
,
FILTERS ARE DESIGNED AT LOW POINTS IN THE SEDIMENT FENCE THE ROCK MATERIAL WILL BE REPAIRED OR REPLACED IF IT BECOMES HALF FULL OF
SEDIMENT, NO LONGER DRAINS AS DESIGNED OR IS DAMAGED.
4.
ALL SEEDED AREAS WILL BE FERTILIZED, RE -SEEDED AS NECESSARY AND MULCHED ACCORDING TO SPECIFICATIONS IN THE VEGETATIVE PLAN TO MAINTAIN
A VIGOROUS, DENSE VEGETATIVE COVER. ALL SLOPES WILL BE STABILIZED WITHIN 14 CALENDAR DAYS. ALL OTHER AREAS WILL BE STABILIZED WITHIN
15 WORKING DAYS OR 90 CALENDAR DAYS WHICHEVER IS SHORTER.
co
(3-NTY.) PROPOSED 2' LONG RECTANGULAR WEIR
EXIST. TEMP. POOL 25.52
-, SEEDING SCHEDULE
o P POSED TEMP. 2.
_ 1':--.ALL DISTURBED AREAS DUE TO CONSTRUCTION AND ANY SEVERELY ERODED AREAS SHALL BE
STABILIZED BY A PERMANENT GRASS COVER. THE SEED SPECIES SHALL BE SELECTED BASED
ON THE TYPE SOIL PRESENT, SEASONAL CONDITIONS AND OTHER CONSIDERATIONS. AS AN
ALTERNATIVE, THE CONTRACTOR MAY USE THE METHODS AND SCHEDULES SHOWN BELOW;
HOWEVER, IT IS RECOMMENDED T A SPECIALIST BE CONSULTED WITH ATTENTION GIVEN TO
SITE SPECIFIC CONDITIONS.
3" CR I FI C E
a. CULTIVATE AREA TO A DEPTH OF 5 INCHES.
PERMANENT POOL 22.75
b. APPLY AGRICULTURAL LIME UP TO 1 TON PER ACRE FOR SOIL DISTURBED LESS THAN
fi", AND 2 TONS PER ACRE FOR SOILS DISTURBED GREATER THAN 6".
c. APPLY 10-20-20 COMMERCIAL FERTILIZER AT THE RATE OF 500 LBS. PER ACRE.
d. SOW GRASS SEEDS AT THE FOLLOWING RATES PER ACRE.
3
DRY SOILS (APRIL-SEPTEMBER) WET SOILS (APRIL-SEPTEMBER)
BERMUDAGRASS ..................30 lbs. BERMUDAGRASS .................. 25 lbs.
t
CENTIPEDEGRASS...............10 lbs. BAHIAGRASS .......................... 25 lbs.'
BAHIAGRASS ..........................30 lbs. CARPETGRASS ...................... 25 lbs.
KOBE LESPEDEZA................20 lbs. ANNUAL RYEGRASS or
ANNUAL RYEGRASS OR GERMAN MIL.LET.....................25 lbs.
BOTTOM 17.00 GERMAN MILLET....................25 lbs.
SECTION A - A e. MULCH WITH STRAW AT THE RATE OF 3250 TO 4350 LBS. PER ACRE SHOULD
PROVIDE 75% COVER. COVER IN EXCESS OF 75% COULD REDUCE PROPER PLANT
GROWTH AFTER SEED GERMINATION. ANCHOR STRAW WITH ASPHALT EMULSION TACK
COAT APPLIED AT THE RATE OF 300 GALLONS PER ACRE.
OUTLET STRUCTUIU"J1
2 WHERE IT IS NOT POSSIBLE TO ESTABLISH A PERMANENT GRASS COVER IN A REASONABLY
PROPOSED TEMPORARY POOL EL. 25.00
EXISTING TEMPORARY POOL EL. 25.52
PERMANENT POOL EL. 22.75
21.5
1�
3
DE71"ENTION POND & FOIREBAY SECTION
SHWT 23.41'
MAIN POOL 1
3
BOTTOM EL. 17.0
CLEANDUT EL. 16.0
SHORT PERIOD OF TIME DUE TO SEASONAL CONSIDERATIONS, A TEMPORARY GRASS COVER
SHALL BE ESTABLISHED. THE TEMPORARY SEED RATE PER ACRE SHALL BE:
WI�SEPTEMBER-APRIL) SUMMER .(MAY -AUGUST)
ANNUAL RYEGRASS....... 50 lbs. GERMAN MILLET .... 50 lbs.
TALL FESCUE.................50 lbs.
TEMPORARY COVERS SHALL NOT ELIMINATE THE REQUIREMENT FOR PERMANENT GRASS COVER.
WHERE THE SEASON OR OTHER CONDITIONS ARE NOT SUITABLE FOR GROWING A TEMPORARY
EROSION RESISTANT COVER, MULCH MAY BE APPLIED; HOWEVER, MULCH USED ALONE SHALL
BE FOR THE SHORTEST TIME PRACTICAL. A TEMPORARY OR PERMANENT VEGETATIVE COVER
SHALL BE ESTABLISHED AS SOON AS CONDITIONS ARE FAVORABLE.
3. TOPSOIL SHALL BE USED OVER ALL SOIL CONDITIONS FOR SUCCESSFUL ESTABLISHMENT OF
VEGETATIVE COVER AT A DEPTH OF AT LEAST 4". TOPSOIL TO BE FROM APPROVED NC
SOURCE.
TOP OF BANK 4. IRRIGATE AS NECESSARY TO OPTIMIZE PLANT GROWTH.
EL. 26.12
GROUND STABILIZATION CRITERIA
SITE AREA
STABILIZATION
STABILIZATION
71MEFRAME
DESCRIPTION
TIMEFRAME
EXCEPTIONS
* Perimeter dikes,
swales, ditches and
7 Days
None
slopes
* High Quality
Water (HQW)
7 Days
None
Zones
If slopes are 10' or
* Slopes Steeper
7 Days
less in length and
are not steeper than
than 3.1
2:1. 14 days are
allowed
* Slopes 3:1 or
14 Days
7-days for slopes
greater than 50 ft. in
flatter
length
* All other areas
None (except for
with slopes flatter
14 Days
perimeters & HQW
than 4:1
Zones)
NOT TO SCALE
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SEPI ENGINEERING & CONSTRUCTION, INC
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PROJECT MANAGER
FIELD SURVEY DATE:
Off
8/17/2016
DRAWING DATE:
Gff
06/28/209
k B
JOB #:
JR8
81016.015
SHEET
1
C-3.0
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POND ASBUILT DATA FROM SURVEYBY
ESP I
ASSOCIATES.,
Im
S
STORMWATER SUMMARY:
1.5" RUNOFF VOLUME I\�QU1RED: 42,494 c.f.
Pre - Past 1-Yr, 24-hr RUNOFF REQUIRED: 96,943 c.f.
ASBUILT VOLUME: 54,423 c.f.
(Functioning as Wet Detention Basin with No Infiltration)
® 3 WORKING DAYS
BEFORE YOU DIG
FOR THE LOCATION OF
UNDERGROUND FACILITIES
Know what`s below.
Call before you dig.
ETHELOCATIONSOFEXISTING.UNDERGROUND UTILITIESARE
SHOWN INANAPPROXIMATEWAYONLYANDHAVENOTBEEN
INDEPENDENTLY VERIFIED BY rHE OWNER OR ITS
REPRESENTATIVE. THECONTRACTORSHALL DETERMINE THE
NC GRID EXACTLOCATIONOFALLEXIST/NGUTILITIESBEFORE COMMENCING
WORK,ANDAGREES rOBEFULLYRESPONSIBLFFORANYAND
ALL DAMAGES WHICHMIGHTBE OCCASIONED BY THE
CONTRACTORSFAILURETOEkACTLY LOCATEAM7PRESERVEANY
ANDALL UNDERGROUND UTILITIES.
NOTICE:
CONSTRUCTTONSITESAFETYIS TTIESOLERESPONSIBILITYOFTHE
CONTRACTOR NEITHER THE OWNERNOR THEEKGINEER SHALL BE
EXPECTED T'OASSUMEANYRESPONSIBILITYFOR SAFETYOF THE
WORK OFPERSONSENGAGEDIN THE WORK, OFANYNEARBY
STRUCTURES, OR OFAIVY07HER PERSONS.
SEPI
E N GIN E E R I N G&
C o N S T R U C T 1© N
1025 WADE AVENUE
RALEIGH, NORTH CAROLINA
919.789,9977
11020 DAVID TAYLOR DRIVE, SUITE 115
CHARLOTTE, NORTH CAROLINA
704.714.4880
5030 NEW CENTRE DR., SUITE B
WILMINGTON, NORTH CAROLINA
910.523.5715
www.sepiengineering.com
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COPYRIGHT 0 2012
SEPI ENGINEERING & CONSTRUCTION, INC
i.,
LEGEND
R RWM EXISTING RIGHT OF WAY MONUMENT W PROPOSED WATER LINE
ECM EXISTING CONCRETE MONUMENT -- — EXISTING UNDERGROUND ELECTRIC
0 EIP EXISTING IRON PIPE -- _ _ _ - EXISTING OVERHEAD ELECTRIC
fpsIRON PIPE SET --- — — EXISTING FIBER OPTIC w
U`_
EIR EXISTING IRON ROD -_ - EXISTING TELEPHONE
IRS REBAR SET — EXISTING UNDERGROUND CABLE
EPK EXISTING PK NAIL EXISTING OVERHEAD CABLE
PKS PK NAIL SET -- EXISTING GAS z
EGM EXISTING GEODETIC MONUMENT
SF PROPOSED SILT FENCE
6 CALCULATED PROPERTY CORNER m __ EXISTING STORM PIPE
N jF NOW OR FORMERLY
PROPOSED STORM PIPE O
. — HIGH WATER LINE
• X • X • X • X • X • x • X • PROPOSED DEMO DESIGNATION
---- PROPERTY LINE
EXISTING TREELINE
- - PROPERTY LINE NOT SURVEYED
_ _-._-- - --- EXISTING FENCE
_ EXISTING POWER POLE
39 EXISTING MINOR CONTOUR
EXISTING LIGHT POLE
40 EXISTING MAJOR CONTOUR H
,y
EXISTING FIRE HYDRANT
PROPOSED MINOR CONTOUR
40 PROPOSED MAJOR CONTOUR
EXISTING VALVE F�
EXISTINGEDGE OF PAVEMENT Q
WV
PROPOSE} LIMITS OF DISTURBANCE ` —�—" _ PROPOSED VALVE Z I,�
M EXISTING FORCEMAIN
ti EXISTING SANITARY MANHOLE I••-{ H
FM PROPOSED FORCEMAIN
EXISTING GRAVITY SEWER v EXISTING STORM MANHOLE j•_•�
SS SS PROPOSED GRAVITY SEWER EXISTING IRRIGATION VALVE '`'
-- W-- — EXISTING WATER LINE _
EXISTING TELEPHONE PEDESTAL W F—^i 0 1
e/
EXISTING CABLE BOX F-4 "'.-I
LLl
J
U F
tt! f-
GRAPHIC SCALE
I
20' 0 10 20 40 PROJECT MANAGER FIELD SURVEY DATE:
CRT 8/17/2016
IN FEET) CHECKED BY: DRAWING DATE:
GRT 06/28/2W
1 inch 20 ft. Horz. DRAWN BY: JOB #:
JRR SC16.Oi5
SHEET
C-2.1
1 of 2

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STEEL POST
SEE NOTE #5
WOVEN WIRE FENCING,
12" STAY SPACING AS REQUIRED
TOP STRAND MIN. #10 GAUGE
SILT FILTER FABRIC
STAY AND LINE WIRES
MIN. #12-1/2 GAUGE
I z
C14
6" MIN. COMPACTED
BOTTOM STRAND FILL OVER SKIRT
MIN. #10 GAUGE �j
C4
ANCHOR FABRIC SKIRT
W/ MIN. 4 LONG WIRE
STAPLES Q 12" O.C.
� FOR REPAIR OF SILT FENCE FAILURES,
USE #57 WASHED STONE IN LIEU OF
COMPACTED FILL
NOTES:
1. INSTALL NEW SILT FENCES AS SHOWN ON DRAWIN
G AND AT LOCATIONS
0 S NECESSARY TO CO
NTROL SILTATION F 0 ADJACENT ARE
AS.
2. WHERE STEEL POSTS ARE USED, POSTS SHALL BE 5' IN LENGTH AND BE OF THE SELF FASTENER ANGLE TYPE.
3. WOVEN WIRE FENCING, WHERE REQUIRED, SHALL CONFORM TO ASTM A116 FOR CLASS 3 GALVANIZING. FABRIC SHALL BE A MINIMUM
OF 32 WIDEAND A I F 6 HAVE MINIMUM 0 LINE WIRES WITH 12 STA
Y SPACING. THE TOP AND BOTTOM WIRES SHALL BE ` 10 GAUGE
AND INTERMEDIATE WIRES SHALL BE 12-1/2 GAUGE. WIRE FABRIC SHAH BE FASTENED TO POSTS.
4. FILTER FABRIC SHALL BE OF NYLON, POLYESTER, PROPYLENE OR ETHYLENE YARN WITH A MINIMUM STRENGTH OF 30 LB/LIN. IN. AND
A MINIMUM OF 85% FILTERING EFFICIENCY. FABRIC SHALL CONTAIN ULTRAVIOLET INHIBITORS
AND STABILIZERS.
5. IF FABRIC FILTER IS USED WITH A STRENGTH OF 50 LB./LIN. IN. OR GREATER, 9HU THE POST SPACING DOES NOT EXCEED 6, WOVEN
WIRE FENCING IS NOT REQUIRED. OTHERWISE, WOVEN WIRE
FENCING IS REQUIRED, AND POST SPACING SHALL NOT EXCEED 8.
TEMPORARY SILT FENCE
NTS
1I
I
3
23' I
BOTTOM OF 1� I TOP OF BANK
SPILLWAY EL 25.60 3 EL. 26.12
LINE SPILLWAY WITH
EXCELSIOR MATTING
16'
EL. 26.12
25.60
3 3
EMERGENCY SPILLWAY DETAIL
Ws
WET POND 1B
PERMITTED
1 / O/17
ASBUILT
6122117
ELEVATION, PERMANENT POOL, FM'SL.
22.91
22.75
ELEVATION,
ION TEMPORARY POOL. FMSL
.
254�
2 5.5 2
AREA, PERM. POOL, ft2
17,497
15,909
AREA TEMP. . POOL, ft2
245093
23,386
IKOLUME PROVIDED (TEMP. P 00L .), ft2
511780
80
4 42 5 3
A
L42"
EL. 26.12
i
d-
PLAN
JIk-,/ I IU1\4 /_\ /-\
OUTUE T STRUC..91MYREE,
5' EMBANKMENT
TEMPORARY POOL EL. 25.52
- - - - Q0 �- - - - PERMANENT POOL EL. 22.75 -
21.5 - - 21.5
100'x5'x 12
FOREBAY 1 CLASS »B» RIP RAP
3 MAIN POOL
BOTTOM EL.18.00
1
CLEANOUT EL. 17.0
DETENTION POND & FOXREBAY SECTION
WS
SHWT 23.41'
�1
3
BOTTOM EL. 17.0
CLEAN OUT EL. 16.0
SITE NOTES, -
1. ANY DISCREPANCY IN THIS PLAN AND THE ACTUAL FIELD CONDITIONS SHALL BE REPORTED TO THE ENGINEER AS PRIOR TO START OF CONSTRUCTION. O
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL SETBACKS, EASEMENTS, AND DIMENSIONS SHOWN HEREON BEFORE BEGINNING
CONSTRUCTION. 0 3 WORKING DAYS
2. THE CONTRACTOR SHALL CONTACT ALL OWNERS OF EASEMENTS, UTILITIES, AND R/W'S (PUBLIC OR PRIVATE) PRIOR TO WORKING IN THESE AREAS. " / BEFORE YOU DIG
3. THE CONTRACTOR SHALL MAINTAIN THE SITE IN A MANNER SO THE WORKMEN AND PUBLIC SHALL BE PROTECTED FROM INJURY AND THE ADJOININGFOR THE LOCATION OF
PROPERTY PROTECTED FROM DAMAGE. Know whart's below.UNDERGROUND FACILITIES
4. THE CONTRACTOR SHAM- REMOVE ALL DEBRIS FROM THE SITE UPON COMPLETION OF THE PROJECT AND AT LEAST ONCE A WEEK DURING CONSTRUCTION.
5. THE CONTRACTOR SHALL KEEP THE AREA OUTSIDE THE "LIMITS OF CONSTRUCTION" BROOM CLEAN AT ALL TIMES. Cali before you dig.
6. IF DEPARTURES FROM THE DRAWINGS ARE DEEMED NECESSARY BY THE CONTRACTOR, DETAILS OF SUCH DEPARTURES AND REASONS THEREOF SHALL BE
TO THE OWNER FOR REVIEW.
7. ALL PERMITS RELATIVE TO THE PROJECT MUST BE OBTAINED PRIOR TO CONSTRUCTION. THE OWNER WILL PROVIDE NCDEQ STORMWATER 'PERMIT.
8. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH PERMITS ISSUED AND APPLICABLE STATE, TOWNAND LOCAL CODES.
9. THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL INSPECTION THOWNINAI NSQFF;IMATE AYOftROUNQUTiLNOTH E
S, CERTIFICATIONS, EQUIPMENT, ETC., THAT MAY BE REQUIRED. SHOWN/N;4NAPPROXiA4ATEW�#YONLYANQ/�fAfrENOTBEEN
10. THE ENGINEER/ARCHITECT/OWNER DISCLAIM ANY ROLE IN THE CONSTRUCTION MEANS AND METHODS ASSOCIATED WITHINQEPENQENTtYVERIFIEDBYIRE OWNER ORITS
THESE PLANS.
THE PROJECT AS SET FORTH 1N REPRESENTATIVE. THECONMCrORSHALL DETERMINE THE
IXACTLOCATIONOFALLEX/SFiNGUTILITIESBEFORE COMM€NCENG
WORK, ANDAGREES TO BEFULL Y RESPONSIBLEFORANYANQ
/� GRADING
/� ALL QAMAGESWHICHMIGHTBEOCCASIONED BYTHE
GENERAL GRADING NOTES CONM41CTORSFAILURE TOEXACTLYLOCATEANQPRESERVEANY
1. REASONABLE CARE HAS BEEN EXERCISED IN SHOWING THE LOCATION OF EXISTING UTILITIES ON THE PLANS. THE EXACT LOCATION OF SUCH UTILITIES IS ANDALL UNDERGROUND UTILITIES.
NOT KNOWN IN ALL CASES. THE CONTRACTOR SHALL EXPLORE THE AREA AHEAD OF THE DITCHING OPERATION BY OBSERVATIONS, ELECTRONIC DEVICES
HAND DIGGING, AND BY PERSONAL CONTACT WITH THE UTILITY COMPANIES IN ORDER TO LOCATE EXISTING UTILITIES IN ADVANCE OF THE TRENCHING NOTICE:
E
OPERATIONS SO AS TO AVOID AND PREVENT DAMAGE TO THE EXISTING UTILITIES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS RESULTING COSTR N UCTIDNSITESAFETY/STHESOLERESPONS/BlL/TYOFTHE
FROM ANY DAMAGE' TO THE EXISTING UTIL
ITY LINES.:: INCLUDING BUT NOT LIMITED T REPAIRS CONTRACT(JR NE/THERTHE wN 0 REPAI AND. LOSS OF SERVICE REVENUES. CONTRACTOR SHALL o ERNOR rnEENG/NEERSHALLBE
ARRANGE EXPECTED T A RAN E FOR TEMPORARY O ssUMEANYRE P N ORAR SUPPORT S O StB1UTYFOR ETY F ORT OF :EXISTING UTILITIES, SUCH AS POLES, CONDUCTS, FIBER OPTIC CABLES, TELEPHONE CABLES WATER LINES, � ° TxE
ES, ETC., WORK, OFPERSONSENGAGEDINTHFWORK OFANYNEARBY
2. THE CONTRACTOR SHALL COMPLY WITH THE LATEST REVISIONS AND INTERPRETATIONS OF THE DEPARTMENT
OF LABOR SAFETY AND HEALTH REGULATIONS :STRUCTURES, oROFANYOTHERPERSONs
FOR CONSTRUCTION PROMULGATED UNDER THE OCCUPATIONAL SAFETY AND HEALTH ACT.
3. THE CONTRACTOR SHALL PLAN AND CONSTRUCT WORK SO AS TO CAUSE MINIMUM INCONVENIENCE TO THE OWNER AND THE PUBLIC. THE CONTRACTOR
SHALL PROVIDE, ERECT AND MAINTAIN AT ALL TIMES DURING THE PROGRESS OR TEMPORARY SUSPENSION OF WORK SUITABL
E •.BARRIERS, FENCES, SIGNS,.
OR OTHER ADEQUATE PROTECTION, INCLUDING FLAG MEN AND WATCHMEN AS NECESSARY TO INSURE THE SAFETY OF THE PUBLIC AS WELL AS THOSE
ENGAGED IN THE CONSTRUCTION WORK. CONSTRUCTION SIGNING SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF "CONSTRUCTION AND
MAINTENANCE OPERATIONS SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES" BY THE NCDOT. CONTRACTOR WILL BE RESPONSIBLE
FOR ONSITE DUST CONTROL.
4. AL
L MATERIAL CL
EARED
D AND GRUBBE
D BY THE CONTRACTOR IN ORDE
R TO
CONS
TRUCT E C THE WORK SUCH AS TREES, FENCING, VEGETA
TION,
ON
, ETC... SHALL
BECOME THE P OFF -SITE"
PROPERTY OF THE CON
TRACTOR
R AND SHALL BE PROPERLY DISPOSED OF OFF SCTE OR BURNED IF PROPER PERMITS ARE RECEIVED. SEPI
EROSION CONTROL NOTES ENGINEERING &
1. ALL CONSTRUCTION ACTIVITIES SHALL BE PERFORMED IN COMPLIANCE WITH THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973. C 0 N S T R U C T 1 0 N
2. ALL LAND DISTURBING ACTIVITIES ARE TO BE PLANNED AND CONDUCTED TO LIMIT EXPOSURE TO THE SHORT
EST FEASIBLE TIME.. 1025 WADE AVENUE
3. ALL DISTURBED AREAS SHALL BE STABILIZED BY A PERMANENT GROUND COVER. �
4. AS SOON AS ALL AREAS ARE PERMANENTLY STABILIZED ALL PERMANENT RALEIGN, NORTH CAROLINA HAVE BEEN INSTALLED, AND FINAL APPROVAL IS RECEIVED FROM
THE OWNER, THE TEMPORARY MEASURES' MAY BE REMOVED. 919.789.9977
5. OVER THE LIFE OF THE PROJECT, THE OWNER SHALL MAKE PERIODIC INSPECTIONS TO EVALUATE THE CONTRACTORS EFFORTS AND SUCCESS IN 11020 DAVID TAYLOR DRIVE, SUITE 115
CONTROLLING EROSION OF SOILS TO OFF -SITE AREAS. IF AREAS ARE FOUND WHERE EROSION IS TAKING PLACE, THE CONTRACTOR SHALL TAKE THE CHARLOTTE, NORTH CAROLINA
NECESSARY MEASURES TO REMEDY THE SITUATION. 704.714.4880
6. DRAWING NOTES THAT INDICATE THE INSTALLATION OF TURF REINFORCEMENT TO STABILIZE SOIL AND TO PROTECT SLOPES FROM EROSION REFER TO 5030 NEW CENTRE DR., SUITE B
WESTERN EXCELSIOR CORPORATION TURF REINFORCEMENT MATS, "EXCEL PP5-10" OR ' APPROVED EQUIVALENT. WILMI NGTON, NORTH CAROLINA
7. ANY SLOPES GREATER THAN 3:1 SHALL BE STABILIZED IMMEDIATELY WITH TURF REINFORCEMENT. 910.523.5715
www.sepiengineering.com
CONSTRUCTION SEQUENCE NOTES;
1. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ASSURE ALL SEDIMENT REMAINS ON SITE AND OUT OF SURROUNDING WETLAND AREAS.
2. MEANS AND METHODS OF EROSION CONTROL ARE THE RESPONSIBILITY OF THE CONTRACTOR.
3. MAINTAIN ALL TEMPORARY EROSION' CONTROL MEASURES UNTIL PERMANENT GROUND COVER IS ESTABLISHED.
`�,ttttllrr,IL!
EROSION CONTROL MAINTENANCE PLAN ,.,``� CARQ�'`'f,,,
1. IT IS THE RESPONSIBILITY OF THE CONTRACTOR THAT ALL EROSION CONTROL MEASURES WILL BE CHECKED FOR STABILITY AND OPERATION FOLLOWING ASS/0
EVERY RUNOFF" PRODUCING RAINFALL EVENT, BUT IN NO CASE, LESS THAN ONCE EVERY WEEK AND WITHIN 24 HOURS OF EVERY HALF INCH RAINFALL.
2. DIVERSION DITCHES WILL BE CLEANED OUT IMMEDIATELY TO REMOVE SEDIMENT OR OBSTRUCTIONS FROM THE FLOW AREA. THE DIVERSION RIDGES WILL - SEAL
ALSO BE REPAIRED. SWALES AND DITCHES MUST BE TEMPORARILY STABILIZED WITHIN 21 CALENDAR DAYS OF CEASE OF ANY PHASE OF ACTIVITY =
ASSOCIATED WITH A SWALE. = 21155 z
3. SEDIMENT WILL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES HALF FILLED. THE SEDIMENT FENCE WILL BE REPAIRED ASj�:
NECESSARY TO MAINTAIN A BARRIER. STAKES MUST BE STEEL. STAKE SPACING WILL BE 6 FEET MAXIMUM WITH THE USE OF EXTRA STRENGTH FABRIC, 1 N E Q
WITHOUT WIRE BACKING. STAKE SPACING WILL BE 8 FEET MAXIMUM WHEN STANDARD STRENGTH FABRIC AND WIRE BACKING ARE USED. IF ROCK
FILTERS ARE DESIGNED AT LOW POINTS IN THE SEDIMENT FENCE THE ROCK MATERIAL WILL BE REPAIRED OR REPLACED IF IT BECOMES HALF FULL OF
SEDIMENT, NO LONGER DRAINS AS DESIGNED OR IS DAMAGED.
4. ALL SEEDED AREAS WILL BE FERTILIZED, RE -SEEDED AS NECESSARY AND MULCHED ACCORDING TO SPECIFICATIONS IN THE VEGETATIVE PLAN TO MAINTAIN !
A VIGOROUS, DENSE VEGETATIVE COVER. ALL SLOPES WILL BE STABILIZED WITHIN 14 CALENDAR` DAYS. ALL OTHER AREAS WILL BE STABILIZED WITHIN t t t t I I r I I I I
15 WORKING DAYS OR 90 CALENDAR DAYS WHICHEVER IS SHORTER. ,•`�G C o/vS
OR4
LLJ SEAL
S L� �E.Djj
1-'- ALL. DIS'TUR ' A � DUE TO CONSTRUCTION AND ANY SEVER ERODED AREAS SHALL BE
STABILIZED BY A PERMANENT GRASS COVER. THE SEED SPECIES SHALL BE SELECTED BASED
ON` THE TYPE SOIL PRESENT, SEASONAL CONDITIONS AND OTHER CONSIDERATIONS. AS AN
ALTERNATIVE, THE CONTRACTOR MAY USE THE METHODS AND SCHEDULES SHOWN BELOW-,
HOWEVER, IT IS RECOMMENDED THAT A SPECIALIST BE CONSULTED WITH ATTENTION GIVEN TO
SITE SPECIFIC CONDITIONS.
a. CULTIVATE AREA TO A DEPTH OF 5 INCHES.
b. APPLY AGRICULTURAL LIME UP TO 1 TON' PER ACRE FOR SOIL DISTURBED LESS THAN
6", AND 2 TONS PER ACRE FOR SOILS DISTURBED GREATER THAN 6".
c. APPLY 10-20-20 COMMERCIAL. FERTILIZER AT THE RATE OF 500 LBS. PER ACRE.
d. SOW GRASS SEEDS AT THE FOLLOWING RATES PER ACRE.
DRY SOILS WRIL-SEPTEMB WET SOILS (MRIL-S_EPTEM_ BER)
BERMUDAGRASS ..................30 tbs. BERMUDAGRASS.................. 25 tbs.
CENTIPEDEGRASS...............10 tbs. BAHIAGRASS .......................... 25 tbs.
BAHIAGRASS ..........................30 tbs. CARPETGRASS ...................... 25 tbs.
KOBE LESPEDEZA................20 Ibs. ANNUAL RYEGRASS or
ANNUAL RYEGRASS OR GERMAN MILLET...................25 tbs.
1.00 GERMAN MILLET....................25 lbs.
e. MULCH WITH STRAW AT THE RATE OF 3250 TO 4350 LBS. PER ACRE SHOULD
PROVIDE 75% COVER. COVER IN EXCESS OF 75% COULD REDUCE PROPER PLANT
GROWTH AFTER SEED GERMINATION. ANCHOR STRAW WITH ASPHALT EMULSION 'TACK
COAT APPLIED AT THE RATE OF 300 GALLONS PER ACRE.
2. WHERE IT IS NOT POSSIBLE TO ESTABLISH A PERMANENT GRASS COVER IN A REASONABLY
SHORT PERIOD OF TIME DUE TO SEASONAL_. CONSIDERATIONS, A TEMPORARY GRASS COVER
SHALL BE ESTABLISHED. THE TEMPORARY SEED RATE PER ACRE SHALL BE
WINTER SEPTEMBER-APRIL) SUMMER (MAY --AUGUST)
ANNUAL RYEGRASS ....... 50 Ibs. GERMAN MILL ET. ... 50 Ibs.
TALL FESCUE.................50 tbs.
TEMPORARY COVERS SHALL NOT ELIMINATE THE REQUIREMENT FOR PERMANENT GRASS COVER.
WHERE THE SEASON OR OTHER CONDITIONS ARE NOT SUITABLE FOR GROWING A TEMPORARY
EROSION RESISTANT COVER, MULCH MAY BE APPLIED; HOWEVER, MULCH USED ALONE SHALL
BE FOR THE SHORTEST TIME PRACTICAL. A TEMPORARY OR PERMANENT VEGETATIVE COVER
SHALL BE ESTABLISHED AS SOON AS CONDITIONS ARE FAVORABLE.
W
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C-2197
Al C .
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COPYRIGHT © 2012
SEP! ENGINEERING & CONSTRUCTION, INC
U
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3. TOPSOIL SHALL BE USED OVER ALL SOIL CONDITIONS FOR SUCCESSFUL ESTABLISHMENT OF
VEGETATIVE COVER AT A DEPTH OF AT LEAST 4". TOPSOIL TO BE FROM APPROVED NC
Q
TOP OF BANK 4. IRRIUGATE AS NECESSARY TO OPTIMIZE PLANT GROWTH.
�
I~
EL. 26.12
GROUND STABILIZATION CRITERIA
SITE AREA
STABILIZATION
STABILIZATION
DESCRIPTION
TIMEFRAME
TIMEFRAME
EXCEPTIONS
� Perimeter dikes,
swales, ditches and
7 Days
None
slopes
High Quality
Water (HQW)
7 Days
None
Zones
If slopes are 10' or
Slopes Steeper
than 3.1
7 Day
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 ft. in
length
* All other areas
None (except for
with slopes flatter
14 Days
perimeters & HQW
than 4:1 1
Zones)
J
0 �-
GRAPRIC SCALE � cfit
z
## O ## ## # a. Cf)
PROJECT MANAGER FIELD SURVEY DATE:
GRT 8/17/2016
( IN FEET } CHECKED BY: DRAWING DATE:
Gff 06/28/209
1 inch = ## ft. Harz. DRAWN BY: JOB #:
JRS SC1 M5
SHEET
C-3.0
2of2

0
1a
0
E
NC GRID
ST RMW R *-
1. " RUNOFF VOLUME REQUIRED: 42,995 c.f.
Pre - Past 1-Yr, - RUNOFF I . .f.
EXISTING VOLUME: 37,810 C f,
(Functioningas Wet Detention Basin with No Infiltration)
SBUILT VOLUME: , c.f.
(Functioning as Wet Detention Basin with No Infiltration
Note: Existing Infiltration Basin IB provided and was en-n tted for 56,451 c.f:
However, with the variance in existing condition SHWT a significant
amount of that treatment volume has been lost, Conversion to Wet Detention
with additional excavation will allow the Basin tea function above the required
1..5" runoff volume requirements
NOTE: ALTERNATIVE DESIGN PROVIDES EQUAL R BETTER
T RMW TER CO TR L* EQUAL R BETTED PROTECTION
F WATERS OF THE STATE, & RESULT IN NO INCREASED
POTENTIAL CAR NUISANCE CONDITIONS COMPARED TO THAT
F EXISTING IN' FILTRATION BASIN I B.
LEGEND
RWM
EXISTING R GHT OF WAY MONUMENT
W
PROPOSED WATER LINE
ECM
EXISTING CONCRETE MONUMENT _
t 4
EXISTING UNDERGROUND ELECTRIC
E!P
EXISTING IRON PIPE _,;
> _._
EXISTING OVERHEAD ELECTRIC
n
IRON PIPE SET
jtb
EXI.S71NG FIBER OPTIC
! EIR
EXISTING IRON ROD —_,_._-
EXISTING TELEPHONE
IRS
REBAR SET
, _
EXISTING UNDERGROUND CABLE
AEWEXISTING
PIS NAIL
EXISTING OVERHEAD CABLE
APKS
PK FAIL SET
_ .
� . � _. ,w�.. _— _
EXISTING GAS
EXISTING GEODETIC MONUMENT
SF
PROPOSED SIFT FENCE
0
CALCULATED PROPERTY CORNER
EXISTING STORM PIPE
N f F
NOW OR FORMERLY
PROPOSED STORM PIPE
HIGH WATER LINE • . X - X - X • X - X - X •
PROPOSED DEMO DESIGNATION
---
PROPERTY LINE
" `
EXISTING TREEL,INE
PROPERTY LIFE NOT SURVEYED
--- ., — ---
EXISTING FENCE
if/.... *WOW iW b► UWW ,dew. WPM
EXISTING EASEMENT
r _
EXISTING POWER POLE
Viz. _ __
EXISTING i -NOR CONTOUR
4v
EXISTING LIGHT POLE
_, <s 40 .. ..._ _, , ..
EXISTING I TOR CONTOUR
EXISTING FIRE HYDRANT
PROPOSED MINOR CONTOUR
._......
PROPOSED MAJOR CONTOUR
« S
EXISTING VALVE
---- __
EXISTING EDGE OF PAVEMENT
WV
>. ,u
—
PROPOSED LIMITS OF DISTURBANCE
--- -- —
PROPOSED VALVE
_ I-M
EXISTING FORCEMAIN
EXISTING SANITARY MANHOLE
FM
PROPOSED FORCEI AW
<;
EXISTING GRAVITY SEWER
EXISTING STORM MANHOLE
SS
PROPOSED GRAVITY SEWER
EXISTING IRRIGATION VALVE
EXISTING WATER LINE
�
EXISTING TELEPHONE PEDESTAL.
CAI 1 R'
EXISTING CABLE BOX
GRAPHIC SCALE
20 O 10 20 40
IN FEEr
1 inch = 20 ft. Horz.
0
0
Uj
0
0
3 WORDING DAYS
BEFORE YOU DIG
FOR THE LOCATION OF
UNDERGROUND FACILITIES
Know. whars below.
Call before you dig.
CA
21
611
R.
&C0
0 ` f
SEAL
C-2197
00
COPYRIGHT 0 2012
SEPI ENGINEERING 4 C"ONSTRUCTION, INC
LU
M

FEEL POST
SEE NOTE,
WOVEN WIRE FENCING,
120 STAY SPACING AS REQUIRED
TOP �� MIN. #10 GAUGE
SILT FILTER FABRIC
STAY AND LINE WIRES T
MIN.._. 12-1 2 GAUGE '
---'-- 6" MIN. COMPACTED
FILL OVER'SKIRT
BOTTOM STRAND
MIN. #10 GAUGE
ANCHOR FABRIC SKIRT
W/ MIN. e LONG WIRE
STAPLES 0 1 2" O.C.
FOR REPAIR OF SILT !FENCE FAILURES,
USE #57 WASHES STONE IN LIEU OF
COMPACTED FILL
NOTES.,
1. INSTALL NEW SILT FENCES AS SHOWN ON DRAWING AND AT LOCATIONS NECESSARY TO CONTROL SILTATION OF ADJACENT AREAS.
. WHERE STEEL POSTS ARE USED, POSTS SHALL BE 5' IN LENGTH AND BE OF THE SELF FASTENER ANGLE TYPE.
i � 3. WOVENl WIRE FENCING WHERE REQUIRED SHALL CONFORM TO ASTM A11 fi FOR CLASS 3 GALVANIZING. FABRIC SHALL BE A MINIMUM
OF 32" WIDE AND HAVE A MINIMUM OF fi LINE WIRES WITH 12" STAY SPACING. THE TOP AND BOTTOM WIRES SHALL BE 10 GAUGE
AND INTERMEDIATE MIRES SHALL BE 12--1/2 GAUGE. WIRE FABRIC SHALL BE FASTENED TO POSTS.
4_ FILTER FABRIC SHALL BE OF ON POLYESTER PROPYLENE OR ETHYLENE YARN WITH A MINIMUM STRENGTH OF 30 LB IN. IN. AND
A MINIMUM OF 85% FILTERING EFFICIENCY. FABRIC SHALL CONTAIN ULTRAVIOLET INHIBITORS AND STABILIZERS.
5. IF FABRIC FILTER IS USED WITH A STRENGTH OF 50 LB. JfiLIN. IN. OR GREATER, AK THE POST SPACING DOES NOT EXCEED �6% VEN
f
WIRE FENCING IS NOT REQUIRED. OTHERWISE, WOVEN WIRE FENCING IS REQUIRED, AND POST SPACING SHALL NOT EXCEED B'.
TEMPORARY SILT FENCE
NITS
0'
SPILLWAY EL.
LINE SPILLWAY WITH
EXCELSIOR MATTING
}
EL. 26.20
EL. 25.80
1�
3
EMEIR-G`ENCT. SPILLWAY DET--A---IL
r
g
21.5 000,
? x 7 24
1 FOREBAY CLASS I; B RIP RAP
BOTTOM EL. 17.00
CLEANOUT EL. 16.0
{
WET POND 1B
I
ELEVATION, PERMANENT POOL, FMSL.
EA, PERM. POOL, ft2
j
VOLUME PROVIDED (TEMP POOL), ft2
M
TT 41
-07
1
6 Ta
P i:_A N
,.
Yl =ar a i . . - • a i i M > is i. + . ny i. i
BEFORE YOU DIG
FOR THF LOCATION OF
UNDERGROUND FACILMES
°i t
Know w.
i r i r i• p • • i i Y lY. f li i i- r.M , i* Y., i A#
Call before dig.
■Y
y
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EL, 26.20 7
TOP OF BANG TEMP; FOOL 25.E
SEEDING C
1. ALL DISTURSED'AREAS DUE TO CONSTRUCTION AND ANY I EI..Y ERODED AREAS SHALL BE
s-'
STABILIZED R ENT GRASS . THE SPECIES SHALL BE SELECTED BASED
BY A PE G COVER E SEED EC
ON THETYPESOIL PRESENT, SEASONAL CONDITIONS AND OTHER CONSIDERATIONS. AS AN
ALTERNATIVE, THE CONTRACTOR MAY USE THE METHODS AND SCHEDULES SHOWN BELOW;
HOWEVER, IT IS RECOMMENDED T A SPECIALIST' BE CONSULTED WITH ATT'ENTTON GIVEN TO
SITE SPECIFIC CONDITIONS.
}T HDPE
a. CULTIVATE AREA TO A DEPTH OF 5 INCHES.
b. APPLY AGRICULTURAL LIME UP TO 1 TON PER ACRE FOR SOIL DISTURBED LESS THAN
PERMANENT ' I_ i
67, AND 2 TONS PER ACME FOR SOILS DISTURBED GREATER THAN 5'%
c. APPLY 10-20--20 COMMERCIAL FERTILIZER AT THE RATE OF 500 LBS. PER ACME.
INV . 2 1 3'} FI E
d SOW GLASS SEEDS AT THE FOLLOWING DATES PER ACRE.
DRY SQILS(MRIL—SEPTEMB WU $OILS WRIT SEI: IE B 4
•OT 1< 0
BERMUDAGRASS .....f*.... 30 tbs.BRU VRASS.................4 5 tbs.
CENTIPEDEGRASS...............10 . IAGRASS..........................25 lbs.
-.
jjtb
(y
B 14\L S..........................30 tbs. CARE} I AS ...................... 25 Ibs.
R
KOBE LESPEDEZA.................20 tbs. ANNUAL RYEGRASS or
ANNUAL RYEGRASS OR GERMAN MILLET....................25 tbs.
BOTTOM 16.00
GERMAN MILLET....................25 tbs.
SECTION A A
ACRE
e. MULCH WITH STRAW AT THE RATE OF 3250 TO 4350 LBS. PER SHOULD
PROVIDE 75X COVER. COVER IN EXCESS OF 75X COULD REDUCE PROPER PLANT
GROWTH AFTER SEED GERMINATION. ANCHOR STRAW WffH ASPHALT EMULSION TACK
COAT APPLIED AT THE RATE OF 300 GALLONS PER ACRE.
0TJTL'E:jrjvL STRUCTURE
2. WHERE IT IS NOT POSSIBLE TO ESTABLISH A PERMANENT GRASS COVER , IN A REASONABLY
SHORT PERIOD OF TIME DUE TO SEASONAL CONSIDERATIONS, A TEMPORARY GRASS 'COVER
l"
SHALL BE ESTABLISHED. THE TEMPORARY SEED RATE PER ACRE SMALL BE.
WI (5EE1EM11E APRIL) SIMMER M&--AL U
ANNUAL RYEGRASS....... 50 lbs. GERMAN MILLET ...50 tbs.
TALL FESCUE.................50 tbs.
TEMPORARY COMERS SHALL NOT ELIMINATE THE REQUIREMENT FOR PERMANENT GRASS COVER.
WHERE THE SEASON OR OTHER CONDITIONS ARE NOT SUITABLE FOR GROWING A TEMPORARY
EROSION RESISTANT COVER, MULCH MAY BE APPLIED, HOWEVER, MULCH USED ALONE SMALL
BE FOR THE SHORTEST TIME PRACTICAL.. A TEMPORARY OR PERMANENT ` VEGETATIVE COVER
SHALL BE ESTABLISHED AS SOON AS CONDITIONS ARE FAVORABLE.
3. TOPSOIL SHALE. BE USED OVER ALL SOIL CONDITIONS FOR SUCCESSFUL ESTABLISHMENT ' OF
VEGETATIVE COVER AT A DEPTH OF AT LEAST 4". TOPSOIL TO BE FROM APPROVED NC
SOURCE.
TOP OF BANK 4. IRRIGATE AS NECESSARY TO OPTIMIZE PLANT GROWTH.
TEMPORARY POOL EL. 25.E
_ HWT 23.41
PERMANENT POOL EL. �22.75
.
MAIN POOL
1�
3 3
BOTTOM EL. 16.0
CLEANOUT EL. 15.0
DETENTION POND & FOREBAY SE%f--',r.LrION
NTS
0
LLJ N
ROUND STABILIZATION CRITERIA
SITE AREA
STABILIZATION
STABILIZATION
TIMEFRAME
DESCRIPTION
TIMEFR+IE
EXCEPTIONS
Perimeter dikes,
swot, ditches and
7 Days
None
slopes
' High Quality
Water (HOW)
7 Days
None
Zones
If slopes are 10' or
' Slopes Steeper
7 Days
less in length and
ore not steeper than
than 3.1
21, 14 days are
allowed
Slopes 3.1 or
14 Days
7-days for slopes
greater than 50 ft. in
flatter
length
All ether areas
None (except for
with slopes flatter
14 Days
perimeters & HQW
than 4A
Zones)
SEAL
to a
—7
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COPYRIGHTO 20,12
SEPI ENGINEERING & CONSTRUCTION,
Uj
oil
## 0 ## PROJECT MANAGER FIELD SURVEY DATE:
8/17/6
( IN FEET CHECKED BY: DRAWING DATE:
O6/28
1 inch = ## ft. Harz. DRAWN BY' JOB
JRS E SC16.015
SHEET
C-3.0
2 of

STEEL POST
SEE NOTE #5
12" STAY SPACING
WOVEN WIRE FENCING,
AS REQUIRED
TOP ..STRAND MIN. #10 GAUGE
SILT FILTER FABRIC
STAY AND LINE WIRES
MIN. 1.2-1 , 2 GAUGE
N
6" MIN. COMPACTED
BOTTOM STRAND FILL OVER SKIRT *
MIN. #10 GAUGE
N�
ANCHOR FABRIC
ABR C SKIRT
Wf MIN. 4" LONG WIRE
STAPLES 0 12" O.C.
FOR REPAIR OF SILT. FENCE FAILURES, � LU ES,
USE #57 WASHED STONE IN LIEU OF
COMPACTED FILL
NOTES:
1. INSTALL NEW SILT
L FENCES AS SHOWN ON DRAWING
AND AT LOCATION
S NE
CESSARY TO O C NTROL SILTATION. OF ADJACENT AREAS.
2. WHERE STEEL POSTS ARE USED, POSTS SHALL BE 5' IN LENGTH AND BE OF THE SELF FASTENER ANGLE TYPE.
3. WOVEN WIRE FENCING, WHERE REQUIRED, SHALL CONFORM TO ASTM A116 FOR CLASS 3 GALVANIZING. FABRIC SHALL BE A MINIMUM
OF 32" WIDE AND A L HAVE MINIMUM OF 6 LINE WIRES WITH 12" STA
Y SPA
CING. THE TOP AND BOTTOM WIRES SHALL BE 10 GAUGE
AND INTERMEDIATE WIRES SHALL BE 12-1 f 2 GAUGE. WIRE FABRIC SHALL BE FASTENED TO POSTS.
4. FILTER FABRIC SHALL BE OF NYLON POLYESTER PROPYLENE OR , ETHYLENE YARN WITH A MINIMUM STRENGTH OF 30 LBf LIN. IN. AND
A MINIMUM OF 85% FILTERING EFFICIENCY. FABRIC
SHALL CONTAIN ULTRAVIOLET INHIBITORS AND :STABILIZERS.
5. IF FABRIC FILTER IS USED WITH A STRENGTH OF 50 LB. f L.IN. IN. OR GREATER, &M THE POST SPACING DOES NOT EXCEED 6', WOVEN
WIRE FENCING IS NOT REQUIRED. OTHERWISE WOVEN Q E FENCING
G IS REQUIRED, AND POST SPACING SHALL NOT EXCEED 8'.
TEMPORARY
M ORARY SILT FENCE
NTS
TOP OF BANK
M
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ry
rill
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w
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WET POND 1 B
PERMITTED
E ED
1-1017 / l
AsBu ILT
5122117
ELEVATION, PERMANENT
E NENT POOL, FMSL.
22.91
22.75
ELEVATION, TEMPORARY P F
POOL, MSL.
25.40
2 .
5 52
AREA, PERM. POOL, ft2
17,497
15,909
2
AREA, TEMP.POOL ft
24 ,0 93
2 3, 385
VOLUME PR
OVIDED R VIDE � D POOL), ft2
1 5 7 SO
54 42 3
A
L42')
6„ 4!_01! 6$1
PLAN
23'
EL. 2.12 3
TOP OF BAND 1 TE
BOTTOM OF TOP OF BAN I'C
SPILLWAY EL. 25 Q 3 EL. 26.12
LINE SPILLWAY WITH
EXCELSIOR MATTING f
I
42" HDPE I
I
16' I
- I
EL. 26.12 I
EL. 25.60
INV.OUT 21.01
3 3
SECTION A - A
IM
L 23.52
3" ORIFICE
PERMANENT POOL 22.75
EMERGENCY SPILLWAY DETAILNTS OUTLET STRUCTURE
NTS
5' EMBANKMENT
T7 MPORARY POOL EL. 25.52
PERMANENT POOL EL. 22.75
21.5
1 00'x5'x 12 _ 21.5
1 CLASS „B" RIP RAP
1 I` O R E BAY
I RnTrnnn Fi i sz nn I \ MAIN POOL
3
CLEAfJOUT EL 17.00 3
DE"IENTION POND & FON"'. - E7 B AY SECTION
WS
S HWT 23.41 '
BOTTOM 17.00
�1
3
BOTTOM EL. 17.0
CLEANOUT EL. 16.0
SITE NOTES
1.
ANY DISCREPANCY IN THIS PLAN AND THE ACTUAL FIELD CONDITIONS SHALE. BE REPORTED TO THE ENGINEER AS PRIOR TO START OF CONSTRUCTION.
O
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL SETBACKS, EASEMENTS, AND ` DIMENSIONS SHOWN HEREON BEFORE BEGINNING
O
CONSTRUCTION.
® 3wOR+ciNG DAYS
2.
THE CONTRACTOR SHALL CONTACT ALL OWNERS OF EASEMENTS, UTILITIES, AND R W'S PUBLIC OR PRIVATE PRIOR
C } R OR TO WORKING IN THESE AREAS.
� /'' BEFORE YOU DIG
3.
THE CONTRACTOR SHALL MAINTAIN THE SITE IN AMANNE R
E SO THE WORKMEN AND PUBLIC BE PROTECTED FROM INJURY, AND THE ADJOINING
FOR SHE �ocaTio o�
LOCATIONSHALL
PROPERTY PROTECTED FROM DAMAGE.
SHALL
UNDERGROUND FACILITIES
Know below.
4.
THE CONTRACTOR REMOVE ALL DEBRIS FROM THE SITE UPON COMPLETION OF THE PROJECT AND AT LEAST ONCE A WEEK DURING CONSTRUCTION.
what s
5.
THE CONTRACTOR SHALL KEEP THE AREA OUTSIDE THE "LIMITS OF CONSTRUCTION" BROOM CLEAN AT ALL TIMES.
Call before you dig.
6.
IF DEPARTURES FROM THE DRAWINGS ARE DEEMED NECESSARY BY THE CONTRACTOR, DETAILS OF SUCH DEPARTURES AND REASONS THEREOF SHALL BE
TO THE OWNER FOR REVIEW.
7.
ALL PERMITS RELATIVE TO THE PROJECT MUST BE OBTAINED PRIOR TO CONSTRUCTION. THE OWNER WILL PROVIDE NCDEQ STORMWATER PERMIT.
8.
ALL CONSTRUCTION TO BE IN ACCORDANCE WITH PERMITS ISSUEDAND APPLICABLE STATE, TOWN AND LOCAL CODES.
9.
THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL INSPECTIONS, CERTIFICATIONS, EQUIPMENT ETCT , . THAT MAY BE REQUIRED.
THELOC4TIONS ©FEXIST1NC UNDERGROUND UTILMIESARE
SHOWN INANAPPRDXIMATEWAYO/ULYANDHAifENOTBEEN
10.
THEENGINEER`' AR H
f C ITECT/OYYNER DISCLAIM ANY ROLE IN THE CONSTRUCTION MEANS AND METHODS ASSOCIATED WITH THE
E PROJECT AS SET FORTH IN
/NDEPEN NTLY
QE VERIFIED BYTHE OWNER ORITS
THESE PLANS.
REPRESENTATIVE FHECONTRACTORSHALL DETERMINE THE
EXACTLOCATIONOFALL EXIST(NGUTILITIESBEFORE COMMENCING
iNORKI ANDAGREES TOBEFULL Y RESPONSIBLE FOR ANYAND
//��++
�+ GRADING
GENERAL ,GRADING NOTES
ALLDAMAGESWHICH MIGHTBEOCCASIONED 8YTHE
CON TRACTOR SFAILURETOEXACTLYLOCATEAND PRESERVEANY
1.
REASONABLE CARE HAS BEEN EXERCISED IN SHOWING THE LOCATION OF EXISTING UTILITIES ON THE PLANS. THE EXACT LOCATION OF SUCH UTILITIES IS
ANDALt LtNDERGROUNO UTIL/TtES.
NOT 'KNOWN IN ALL CASES. THE CONTRACTOR SHALL EXPLORE THE AREA AHEAD OF THE DITCHING OPERATION BY OBSERVATIONS ELECTRONICDEVICES,
HAND DIGGING, AND BY PERSONAL CONTACT' WITH THE UTILITY COMPANIES IN ORDER TO .LOCATE EXISTING- UTILITIESNOTICE.
IN ADVANCE OF THE TRENCHING
OPERATIONS SO AS TO AVOID AND PREVENT DAMAGE TO THE EXISTING UTILITIES. THE CONTRACTOR SHALL BE RESPONSIB FO
R OR ALL COSTS RESULTING
CONSTRUCTtONSITESAFETYISTHESOLERESPQNSIB/L/TYOFTHE
FROM ANY A D MAGE`TO THE EXISTI NG UTILITY LINES I ELIDING BUT NOT UM
LIMITED TO REPAIRS AND
EP LOSS OF SERVICE' REVENUES. CONTRACTOR SHALL
CO
NTRACTOR oNTRae oR N !"
T E THERTHEOWNERNOR THEENGlNEE
RSHALLaE
ARRANGE FOR TEMPORARY SUPPORT OF `EXISTING 'UTILITIES, SUCH AS POLES, CONDUITS, FIBER OPTIC CABLES, TELEPHONE CABLES, WATER LINES ETC..
S
WORK
2.
�
THE 'CONTRACTOR SHALL COMPLY WITH THE LATEST REVISIONS AND INTERPRETATIONS OF THE DEPARTMENT ' OF LABOR SAFETY AND HEALTH REGULATIONS
ODTOASStIMEANGED[IVfTHsrBIL WORK YAfE4RFTHE
WORK, OFFERSONSENGAGED /N THEWORK, OFANYNE4RBY
OF
STRUCTURES, OItOFAtJYOTHERPERSONS.
FOR 'CONSTRUCTION PROMULGATED UNDER THE OCCUPATIONAL SAFETY AND HEALTH ACT.
3.
THE CONTRACTOR SHALL PLAN AND CONSTRUCT WORK SO AS TO CAUSE MINIMUM INCONVENIENCE TO THE OWNER AND THE PUBLIC. THE CONTRACTOR
SHALL PROVIDE, ERECT AND MAINTAIN AT ALL TIMES DURING- THE PROGRESS OR TEMPORARY SUSPENSION OF WORK SUIT
ABLE ABLE BARRIERS, FENCES, .SIGNS,
OR OTHER ADEQUATE PROTECTION, INCLUDING FLAG MEN AND WATCHMEN AS NECESSARY TO INSURE THE SAFETY OF THE PUBLIC AS WELL AS THOSE
ENGAGED IN THE CONSTRUCTION WORK. CONSTRUCTION SIGNING SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF "CONSTRUCTION AND
MAINTENANCE OPERATIONS SUPPLEMENT TO THE MANUAL " ON UNIFORM TRAFFIC CONTROL DEVICES BY THE NGDOT. CONTRACTOR WILL BE RESPONSIBLE
FOR ONSITE DUST CONTROL.
4.
ALL MATERIAL
TE IAL CLEARED AND
D GRUBBED BY THE N CO TRA T C OR ' IN ORDER ER TO CONSTRUCT
sTRU CT THE. WORK SUCH AS TREES, VEGETATION,
EG ET IONs C IN,
FEN G ETC... SHALL.
S,E
I
BECOME THEPROPERTY -
RO ERTY OF THECONTRACTOR AND SHALL BE PROPERLY DISPOSED OF OFF SITE OR BURNED IF PROPER PERMITS ARE 'RECEIVED.
EROSION CONTROL NOTES
E N G I N E E R I N G&
1.
ALL CONSTRUCTION ACTIVITIES SHALL BE PERFORMED IN COMPLIANCE WITH THE SEDIMENTATION POLLUTION : CONTROL ACT OF 1973.
C 0 N S T R U C T 1 0 N
2.
ALL LAND DISTURBING' ACTIVITIES ARE TO BE PLANNED AND CONDUCTED TO LIMIT T
EXPOSURE4 THE SHORTEST FEASIBLE TIME.
3.
ALL DISTURBED AREAS SHALL BE STABILIZED BY A PERMANENT GROUND COVER.
1 G WADE AVENUE
4.
AS SOON AS ALL AREAS ARE PERMANENTLY STABILIZED' ALL PERMANENT MEASURES HAVE BEEN
VE INSTALLED, AND FINAL APPROVAL IS RECEIVED FROM
RALEIGH; NORTH CAROLINA
THE OWNER, THE 'TEMPORARY MEASURES MAY BE REMOVED.
919.789.9977
5.
OVER THE LIFE OF THE PROJECT, THE OWNER SHALL MAKE PERIODIC INSPECTIONS TO EVALUATE THE CONTRACTORS EFFORTS AND SUCCESS IN
11020 DAVID TAYLOR DRIVE, SUITE 115
CONTROLLING EROSION OF SOILS TO OFF -SITE AREAS. IF AREAS ARE FOUND WHERE EROSION IS TAKING PLACE, THE CONTRACTOR SHALL TAKE THE
CHARLOTTE, NORTH CAROLINA
NECESSARY MEASURES TO REMEDY THE SITUATION.
704.714.4880
6.
DRAWING NOTES THAT INDICATE THE INSTALLATION OF TURF REINFORCEMENT TO STABILIZE SOIL AND TO PROTECT SLOPES FROM EROSION REFER TO
5030 NEW CENTRE DR., SUITE B
WESTERN EXCELSIOR CORPORATION TURF" REINFORCEMENT MATS, "EXCEL PP5-10" OR APPROVED EQUIVALENT.
WILMINGTON, NORTH CAROLINA
7.
ANY SLOPES GREATER THAN 3:1 SHALL BE STABILIZED IMMEDIATELY WITH TURF REINFORCEMENT.
910.523.5715
CONSTRUCTION SEQUENCE NOTES:
wwvv.sepiengineering.cAm
1.
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ASSURE ALL SEDIMENT REMAINS ON SITE AND OUT OF SURROUNDING WETLAND AREAS.
2.
MEANS AND METHODS OF EROSION CONTROL ARE THE RESPONSIBILITY OF THE CONTRACTOR.
3.
MAINTAIN ALL TEMPORARY EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER IS ESTABLISHED.
EROSION CONTROL MAINTENANCE PLANS Q��''',,
1. IT IS THE RESPONSIBILITY OF THE CONTRACTOR THAT ALL EROSION CONTROL MEASURES WILL BE CHECKED FOR STABILITY AND OPERATION FOLLOWING �_SS /9
EVERY RUNOFF PRODUCING RAINFALL EVENT, BUT IN NO CASE, LESS THAN ONCE EVERY WEEK AND WITHIN 24 HOURS OF EVERY HALF INCH RAINFALL. Y�
2. DIVERSION DITCHES WILL BE CLEANED OUT IMMEDIATELY TO REMOVE SEDIMENT OR OBSTRUCTLONS FROM THE FLOW AREA. THE =DIVERSION ` RIDGES- WILL - SEAL
ALSO BE REPAIRED. SWALES AND DITCHES MUST BE TEMPORARILY STABILIZED WITHIN 21 CALENDAR DAYS OF CEASE OF ANY PHASE OF ACTIVITY
ASSOCIATED WITH A SWALE. _ 21155 0
3. SEDIMENT WILL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES HALF FILLED. THE SEDIMENT FENCE WILL BE REPAIRED AS
NECESSARY TO MAINTAIN A BARRIER. STAKES MUST BE STEEL. STAKE SPACING WILL BE 6 FEET MAXIMUM WITH THE USE OF EXTRA STRENGTH FABRIC, N - Q
WITHOUT WIRE BACKING. STAKE SPACING WILL BE 8 FEET MAXIMUM WHEN STANDARD STRENGTH FABRIC AND WIRE BACKING ARE USED. IF ROCK
FILTERS ARE DESIGNED AT LOW POINTS IN THE SEDIMENT FENCE THE ROCK MATERIAL WILL BE REPAIRED OR REPLACED IF IT BECOMES HALF FULL OF ,, j R.
SEDIMENT, NO LONGER DRAINS AS DESIGNED OR IS DAMAGED. _ 1 'l l of
4. ALL SEEDED AREAS WILL BE FERTILIZED, RE -SEEDED AS NECESSARY AND MULCHED ACCORDING TO SPECIFICATIONS IN THE VEGETATIVE PLAN TO MAINTAIN !
A VIGOROUS, DENSE VEGETATIVE COVER. ALL SLOPES WILL BE STABILIZED WITHIN 14 CALENDAR DAYS. ALL OTHER AREAS WILL BE STABILIZED WITHIN
15 WORKING DAYS OR 90 CALENDAR DAYS WHICHEVER IS SHORTER. \\\\�``� � 8C CQ/vS
gPOR4 -'-,
0A
V I
SEAL o
a- C-2197 z
/V C.
SEEDING SCHEDULE `IltttEt�1����
1. ALL DISTURBED AREAS DUE TO CONSTRUCTION AND ANY SEVERELY ERODED AREAS SHALL BE
COPYRIGHT 0.2U12
STABILIZED BY A PERMANENT GRASS COVER. THE SEED SPECIES SHALL BE SELECTED BASED SEPI ENGINEERING & CONSTRUCTION, INC
ON THE TYPE SOIL PRESENT, SEASOML CONDITIONS AND OTHER CONSIDERATIONS. AS AN
ALTERNATIVE, THE CONTRACTOR MAY USE THE METHODS AND SCHEDULES SHOWN BELOW;
HOWEVER, IT IS RECOMMENDED THAT A SPECIALIST BE CONSULTED WITH ATTENTION GIVEN TO
SITE SPECIFIC CONDITIONS.'
a. CULTIVATE AREA TO A DEPTH OF 5 INCHES.
o
b. APPLY AGRICULTURAL LIME UP TO 1PER E FOR SOIL DISTURBED LESS THAN
6", AND 2 TONS PER ACRE FOR SOILS DISTURBED GREATER THAN fi".
c. APPLY 10-20-20 COMMERCIAL FERTILIZER AT THE RATE OF 500 LBS. PER ACRE.
d. SOW GRASS SEEDS AT THE FOLLOWING RATES PER ACRE.
DRY SOILS <(APRIL-SEPTEMEJEQ) WET SOILS (AERIL-SEPTEMEFR)
...30 Ibs. BERMUDAGRASS..:.
BERMUDAGRASS............... .............25 lbs.
CENTIPEDEGRASS...............10 lbs. BAHIAGRASS.......................... 25 'Ibs. n
BAHIAGRASS ..........................30 Ibs. CARPETGRASS ...................... 25 Ibs.
KOBE LESPEDEZA................20 Ibs. ANNUAL RYEGRASS or
ANNUAL RYEGRASS OR GERMAN MILLET ....................25 lbs.'
GERMAN MILLET....................25 Ibs.
e. MULCH WITH STRAW AT THE RATE OF 3250 TO 4350 LBS. PER ACRE SHOULD z
PROVIDE 75% COVER. COVER IN EXCESS OF 75% COULD REDUCE PROPER PLANT 0 t
U
GROWTH AFTER SEED GERMINATION. ANCHOR STRAW WITH ASPHALT EMULSION TACK > m
COAT APPLIED AT THE RATE OF 300 GALLONS PER ACRE. Q
2. WHERE IT IS NOT POSSIBLE TO ESTABLISH A PERMANENT GRASS COVER IN A REASONABLY o
SHORT' PERIOD OF TIME DUE TO SEASONAL CONSIDERATIONS, A TEMPORARY GRASS COVER z
SHALL BE ESTABLISHED. THE TEMPORARY SEED RATE PER ACRE SHALL BE:
WINTER (SEPTEMBER-APRIL) SUMMER (MAY -AUGUST
ANNUAL RYEGRASS ....... 50 Ibs. GERMAN MILLET ,... 50 Ibs.
TALL FESCUE.................50 Ibs.
TEMPORARY COVERS SHALL NOT ELIMINATE THE REQUIREMENT FOR PERMANENT GRASS COVER.
WHERE THE SEASON OR OTHER CONDITION'S ARE NOT SUITABLE FOR GROWING A TEMPORARY'
EROSION RESISTANT COVER, MULCH MAY BE APPLIED; HOWEVER, MULCH USED ALONE SHALL
BE FOR THE SHORTEST TIME PRACTICAL, A TEMPORARY OR PERMANENT VEGETATIVE COVER
SHALL BE ESTABLISHED AS SOON AS CONDITIONS ARE FAVORABLE.
3. TOPSOIL SHALL BE USED OVER ALL SOIL CONDITIONS FOR SUCCESSFUL ESTABLISHMENT OF�-�
VEGETATIVE COVER AT A DEPTH OF AT LEAST 4". TOPSOIL TO BE FROM APPROVED NC Q �h
SOURCE. �_­!
TOP OF BANK 4. IRRIGATE AS NECESSARY TO OPTIMIZE PLAT GROWTH. �--i
EL. 26.12
I �T4
GROUND STABILIZATION CRITERIA
SITE AREA
STABILIZATION
STABILIZATION
DESCRIPTION
TIMEFRAME
TIMEFRAME
EXCEPTIONS
� Perimeter dikes,.
swales, ditches and
7 Days
None
slopes
' High Quality
Water ` (HQW)
7 Days
None
Zones
If slopes are 10' or
* Slopes Steeper
7 Days
less in length and
than 3:1
are not steeper than
2:1, 14 days are
allowed
* Slopes 3` 1 or
flatten
14 Days
7--days for slopes
greater than 50 ft. in
length
* All other areas
None (except for
with slopes flatter
14 Days
perimeters & HQW
than 4:1
Zones)
JUL2017
i
U � I
w t-
GRAPHIC �C_1LELU
0 ## ## ##
PROJECT MANAGER FIELD SURVEY DATE:
C%Crr 8IT7/2016
( IN FEET } CHECKED BY: DRAWING DATE:
C%RT 06/28/2017
1 inch = ## ft. Harz. DRAWN BY: JOB #:
JRS SC16.015
SHEET
C-3.0
2of2

E
NC GRID
STORMWATER SUMMARY:
1.5" RUNOFF VOLUMERj`�"QUIR-E---D: 42,494 cf.
Pre - Post 1-Yr,, 24-hr RUNOFF REQUIRED: 96,943 c.f.
ASBUILT VOLUME: 54,423 c.f.
(Functioning as Wet Detention Basin with No Infiltration)
3 WORKING DAYS
BEFORE YOU DIG
FOR THE LOCATION OF
UNDERGROUND FACILITIES
Know whaftbelow.
Call before you dig.
7HELOCA TIONS OFEXISTING UNDERGROUND UTILInESARE
SHOWN IN ANAPPROXIMA 7E WA Y OK YAAfD HA VE NO TBEFdV
INDEPENVEV7Z Y VERIFIED BY THE OWNER OR ITS
REPRESEKArIVE THECON7RACTORSHALLDEAERMINE 7HE
EXACTLOCATIONOFALLEVS77NG U77LMES BEFORE COMMENCING
WORK ANDAGASES rO BEFULL Y RESPONSIBLEFORANYAND
ALL DAMAGES WHICHMIGHrOE OCCASIONED BY 7HE
CONTRACrORS FAILURE TO Eyd4C77 Y LOCA 7EAA(D PRESERVEANY
ANDALL UNDERGROUND UAL17ZES,
NOTICE:
CONSTRUC77ON SITE SAFE7YIS THESCLERESPONSIBILITY OF THE
CONMACrOf NEMHER 7HE OWNERNOR 7HEENGINEER SHALL BE
EVPECrED 70ASSUMEANYRESPONSIBIL17YFOR SAFE7Y OF 7HE
WORK OFPFR5OhSF)V6A6E0 INTHE WORK, OFANYMEARBY
S7RUCrbRES OROFANYOTHERPERSONS.
SEIPI
E N G I N E E R I N G &
C 0 N S T R U C T 1 0 N
1025 WADE AVENUE
RALEIGH, NORTH CAROLINA
919.789.9977
11020 DAVID TAYLOR DRIVE, SUITE 115
CHARLOTTE, NORTH CAROLINA
704.714.4880
5030 NEW CENTRE DR., SUITE B
WILMINGTON, NORTH CAROLINA
910.523.5715
www.sepiengineering.com
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STORMWATER SUMMARY:
1.5" RUNOFF VOLUME REQUIRED: 42,995 c.f.
Pre Post 1 Yr, 24 hr RUNOFF REQUIRED. 931848 c.f.
EXISTING VOLUME: 3 7, 810 C.f.
(Functioning as Wet Detention Basin with No Infiltration)
ASBUILT VOLUME: 52,493 c.f.
(Functioning as Wet Detention Basin with No Infiltration)
Note: Existing Infiltration Basin 1B provided and was permitted for 56,451 c.
However, with the variance in existing condition SHWT a significant
amount of that treatment volume has been lost. Conversion to Wet Detention
with additional excavation will allow the Basin to function above the required.
1.5" runoff volume requirement.
NOTE: ALTERNATIVE DESIGN PROVIDES EQUAL OR BETTER
STOR:MWATER CONTROL, EQUAL OR BETTER PROTECTION
OF WATERS OF THE STATE, & RESULT IN NO INCREASED
POTENTIAL FOR NUISANCE CONDITIONS COMPARED TO THAT
OF EXISTING INFILTRATION BASIN I B.
LEGEND
Q R1MM EXISTING RIGI-T OF WAY MONUMENT W PROPOSED WATER LINE
ECM EXISTING CON -,BETE MONUMENT — - _ urge - — EXISTING UNDERGROUND ELECTRIC
a• SIP EXISTING IRON PIPE — - - - ohe - — EXISTING OVERHEAD ELECTRIC
® 3 WORKING DAYS
BEFORE YOU DIG
FOR THE LOCATION OF
UNDERGROUND FACILITIES
Know. what's below.
Call before you dig.
WELOCA77 NSOFEXIVINGUNDERGROUNDUTILrnESARE
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?EPRESENTATIVE THE CONTRi4GTORSM L DETERMINE THE
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- - - EXISTING FIBER OPTIC
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EXISTING UNDERGROUND CABLE
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ENGINEERING
C 0 N S T R U C T 1 0 N
1025 WADE AVENUE
RALEIGH, NORTH CAROLINA
919.789.9977
11020 DAVID TAYLOR DRIVE, SUITE 115
CHARLOTTE, :NORTH CAROLINA
704.714.4880
5030 NEW CENTRE DR., SUITE B
WILMINGTON,'NORTH CAROLINA
910.523.5715
www.sepiengineering.com
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STEEL POST
----- SEE NOTE #5
12" STAY SPACING WOVEN WIRE FENCING,
AS REQUIRED
TOP STRAND MIN, #1`0 GAUGE
SILT FILTER FABRIC
STAY AND LINE WIRES XT
MIN. 12 1 2 GAUGE a
1
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v
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. ------ 6"
MIN. COMPACTED
L IRT„
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BOTTOM STRAND FILOVER S
MIN 1 0 GAUGE
0
z
ANCHOR FABRIC SKIRT
W MIN. 4 LONG WIRE
STAPLES 0 12s O.G.
FOR REPAIR OF SILT C F
* FENCE ALLURES,
USE #57 WASHED STONE IN LIEU OF
COMPACTED FILL
NOTES.
1. I SILT S AS SHOWN ON DRAWING D AT LOCATIONS
INSTALL NEWS FENCE. S AN N NE
CESSARY ECESSARY TO CONTROL SIL
TATION OF ADJACENT AREAS.
2. WHERE STEEL POSTS ARE USED, POSTS SHALL BE 5' IN LENGTH AND BE OF THE SELF FASTENER ANGLE TYPE.
WIRE N REQUIRED, SHALL CONFORM TO 3. WOVEN RE FENCING, WHERE E O Al Q 16 FOR CUSS 3 GALVANIZING. FABRIC SHALL BE A MINIMUM
" s �
F 6 LINE WIRES WITH 12 STAY
OF 32 WIDE AND HAVE A MINIMUM O E E AY D SPACING. THE TOP AND BOTTO
M WIRESSHALL BE 10 GAUGE
B 12-1 2 GAUGE, WIRE FABRIC AND INTERMEDIATE WIRES SHALL E SH
ALL HALL BE FASTENED TO POSTS.
ON POLYESTER PROPYLENE OR 4. FILTER FABRIC SHALL BE OF NYLON, , ETHYLENE YARN WITH A MINIMUM STRENGTH OF 30 LB LIN: 1N. AND
F A MINIMUM OF 85% FILTERING EFFICIENCY. ABRIC SHALL CONTAIN ULTRAVIOLET INHIBITORS AND STABILIZERS.
5. IF FABRIC FILTER IS USED WITH A STRENGTH OF 50 L.B. L#N. IN. OR GREATER THE POST SPACING DOES NOT EXCEED 6' WOVEN
f ,8� :
WIRE FENCING IS NOT REQUIRED. OTHERWISE WOVEN WIRE FENCING
IS REQUIRED AND POST SPACING SHALL NOT EXCEED 8".
TEMPORARY SILT �? FENCE
NTS
TOP OF BAND
EL. 26.12
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G1 2�
ELEVATION, PERMANENT P/{`{�.`{jj
POOL, �� {
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22.91
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ELEVATION, TEMPORARY POOL =L.
25.4 O
25.40
2
AREA, i E1 r��. ����g Et
PERM.
17 4
g7
16,509
6g50
AREA, p EA TEMP. P
g I ��� g �2
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23,108
OO g ftz
VOLUME PROVIDED TEMP. POOL),
51,780
O
2g 4 93
A
L42 HDP
6„ 4,_0„ 6„
PLAN
2O'
EL, 26.12
TOP OF BANG
1­,7710 0 - TC P O F BANS'
SPILDWAY EL.
EL. 26,12
LINE SPILLWAY WITH
EXCELSIOR MATTING
42" HOPE
Cis
EL. 26.12
--y ------ EL. 25.40
EMEIDU%ENCY SPILLWAY DETAIL,
WS
5' EMBANKMENT
/k .
INV.OUT 20.
TEMP. POOL 25.4
z" n��cEr�c
SECTION A - A
OUTLET Sy"I"'R U
NTS
TEMPORARY POOL EL. 25.4
SHTWT23.41'--
- PERMANENT POOL EL. 22.75
21.5 s ,21.5
1 OO x5 x12 -
EOREBAY CLASS "�_, RAP RAP.
1
3 MAIN POOL 1
BOTTOM EL.19.00 1
CLEANOUT EL. 18.00 5
BOTTOM EL. 18.0
11 #
ii�piiil� I I MIN
NMI
GLEANOUT EL. 17.0
SITE NOTES
1.
ANY DISCREPANCY IN THIS PLAN AND THE ACTUAL FIELD CONDITIONS SHALL BE REPORTED TO THE ENGINEER AS PRIOR TO START OF CONSTRUCTION.
O
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL SETBACKS, EASEMENTS, AND DIMENSIONS SHOWN HEREON' BEFORE BEGINNING`
CONSTRUCTION.
0 3 WORKING LAYS
THE
E CONTRACTOR SHALL CONTACT ALL OWNERS OF EASEMENTS, UTILITIES, AND R S PUBLIC OR PRIVATE PRIOR TO WORKING 1N THESE AREAS.`
}
BEFORE YQi1 DIG
3.
THE CONTRACTOR SHALL MAINTAIN THE SITE IN A MANNER SO THE WORKMEN' AND PUBLIC SHALL BE PROTECTED:.
` FROM INJURY, 'AND THE ADJOINING
�Oc OF
DE
PROPERTY PROTECTED FROM DAMAGE.
GR
UNDERGROUND FACILITIES
FACT
Know wh
4,
THE CONTRACTOR S� REMOVE ALL DEERS FROM THE SITE UPON COMPLETION OF THE 'PROJECT AND AT LEAST ONCE A' WEEK DURING CONSTRUCTION./�{
*LIMITS
at sbelow.
5.
THE CONTRACTOR SHALL KEEP ;THE AREA OUTSIDE THE " OF CONSTRUCTION BROOM CLEAN AT ALL TIMES.
Call before i(■
A e yQI� dig.
V
6.
IF DEPARTURES FROM THE DRAWINGS ARE DEEMED NECESSARY BY THE CONTRACTOR, DETAILS OF SUCH DEPARTURES AND REASONS THEREOF SHALL BE
TO THE OWNER FOR :REVIEW.
7.
ALL PERMITS RELATIVE TO THE PROJECT MUST' BE OBTAINED PRIOR TO CONSTRUCTION. THE OWNER WILL PROVIDE NCD EQ STORMWATER PERMIT:
8.
ALL CONSTRUCTION TO BE IN ACCORDANCE WITH PERMITS ISSUED AND APPLICABLE STATE TOWN AND LOCAL CODES.
9.
THE CONTRACTOR SHALL OBTAIN
BTI .NAND PAY FOR ALL ' INSPECTIONS,
E ONS CERTIFICATIONS, `E EQUIPMENT, ETC. THAT MAY B : Q s s E REQUIRED.
TtfELDCAflONS OF UNDERGROUND UTfUTfES.4RF
SHOWN /NAFPRDX/MATEW/fiYDNLYANL7HAVE"NDTBEEN
10
THE ENGINEER
ENGINEER/ARCHITECT/OWNER OWNER DISCLAIM ANY ROLE IN THE CONSTRUCTION MEANS AND METHODS ASSOCIATED WITH THE PROJECT AS SET FORTH IN
INDEPEN Y vE DEN7L ftfFtEL?BYTHEDWNERORIT
s
THESE PLANS.
REPRESENTAflVE THECONTMCTORSMUDETERM/NETHE
EXAcrL0CAWNOFAUEXIS7JNGUTIL MES, 6EFORE COMMENCING
WORI( ANDAGREES TOBEFULLY RESMVSfSLEFOR MYMD
GENERAL GRADING NOTES
ALLD MACESWfICHMIGHTBEDCa4SIONEDBYTHE
WVM40TDRWSFAILURETOEMC7LYLDCATEMDPRESERVEAW
1.
REASONABLE CARE HAS BEEN EXERCISED IN SHOWING THE LOCATION OF EXISTING UTILITIES ON THE PLANS. THE EXACT
C LQCAT#t3N OF SUCH UTILITIES IS
ANLIALL UNDER n `TI
GROUND u u ES,
NOT KNOWN IN N ALL CASES: THE CONTRACTOR SHALL. EXPLORE THE AREA AHEAD OF THE DITCHING OPERATION BY .OBSERVATIONS ELEC ONIC TR DEVICES
HAND DIGGING,P .AND `BY PERSONAL CO
CONTACT WITH THE UTILITY
_ COMPANIES IN ORDER TO LOCATE EXISTING UTILITIES IN ADVANCE 'QF THE TRENCHING
NOTICE:
OPERATIONS SO AS TO AVOID AND PREVENT DAMAGE TO THE EXISTING UTILITIES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS RESULTINGc�vsTRucTraNsfTEsaFErYfs:TxESDLFREsf�nfsfBiL
1TYDFTHE
FROM ANY DAMAGE T` E
O THE. EXISTING'.:. UTi N
LITY LINES INCLUDING,
LUD G BUT NOT LIMITED T O REPAIRS AND LOSS OF SERVICE REVENUES. CONTRACTOR :SHALL
T`
CONTROL oR NEftffH ER7xfEDtMVERN R
o THEEN6rN R
EE SiIALLBE`
ARRANGE FOR TEMPORARY SUPPORT F
O EXISTING UTILITIES,SUCH AS POLES, CONDUITS, R , CTS FIRE OPTIC CABLES, TELEPHONE CABLES, WATER'; LINES, ETC..
EXPECTED TDASSUMEANYRESF DNS/B1LiTf'FDRSAFETYt1F E
TH
2.
THE CONTRACTORSHALL COMPLY WITH THE LATEST REVISIONS' AND INTERPRETATIONS
NTER RETATION S OF THE DEPARTMENT OF LABOR SAFETY AND HEALTH REGULATIONS
WORK, aF�RS(1NSENGAGEvNTFfEwoRK, OFANYNEARBY
sTRUCUREs 0R0FAnYDrRERPERSON
S.
FOR CONSTRUCTION PROMULGATED UNDER THE OCCUPATIONAL SAFETY AND HEALTH ACT:
3.
THE CONTRACTOR SHALL PLAN AND CONSTRUCT WORK SO AS To CAUSE MINIMUM INCONVENIENCE TO THE OWNER AND THE PUBLIC. THE CONTRACTOR
SHALL- PROVIDE ERECT AND NT IN MAI T A A ALL TIMES' DURING THE PROGRESS OR TEMPORARY SUSPEN
SION NS#ON OF WORK SUITABLE
LE BARRIERS, FENCES SIGNS
OR OTHER ADEQUATE PROTECTION, INCLUDING FLAG MEN AND WATCHMEN AS NECESSARY TO INSURE THE SAFETY OF THE PUBLIC AS WELL AS THOSE
ENGAGED IN THE CONSTRUCTION WORK. CONSTRUCTION SIGNING SHALL BE IN ACCORDANCE WITH "
RDANC THE LATEST EDITION OF CONSTRUCTION AND
MAINTENANCE OPERATIONS
ERATI S SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC C C CONTROL DEVICES" BY .THE NCDOT. CONTRACTOR WILL BE °RESPONSIBLE
FOR ONSITE DUST CONTROL
4.
ALL MATERIAL
TE C AND
D R G UBBED BY THECONTRACTOR IN ORDER DER TO CONSTRUCT THE WORK, SUCH
U AS TREES VEGETATION FENCING,
FE C NG ETC... SHALL
SIEPI
BECOME
ME THE PROPERTY OF -
THE CONTRACTOR
0 AND SHALL BE "P PROPERLY ERLY DISPOSED OF OFF SITE- OR BURNED IF PROPER PERMITS ARE RECEIVED:
EROSION CONTROL NOTES.
E&
NGINEERIN G;
1.
ALL CONSTRUCTION ACTIVITIES SHALL BE .PERFORMED IN COMPLIANCE WITH THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973.
C0NSTRU"CT1O N"
'
2.
ALL LAND DISTURBING ACTIVITIES ARE TO BE PLANNED AND CONDUCTED TO LIMIT EXPOSURE TO THE SHORTEST l PEAS BLE TIME.
1025 WAD AVENUE
UE
3.
ALL DISTURBED AREAS SHALL BE STABILIZED BY A PERMANENT GROUND COVER.
4.
AS SOON AS All AREAS ARE PERMANENTLY STABILIZED, ALL PERMANENT MEASURES HAVE BEEN INSTALLED, AND FINAL APPROVAL IS RECEIVED FROM
RALEIGH , NORTH CAROLINA
THEW
OWNER, THE TEMPORARY MEASURES .::MAY BE "REMOVED.
919.789.9977
5,
OVER .THE .LIFE OF THE PROJECT THE OWNER SHALL MAKE PERIODIC INSPECTIONS TO EVALUATE THE CONTRACTORS EFFORTS AND SUCCESS IN
T
11 020 C}AV 1D A YLUR DRIVE, SUITE 115
CONTROLLING EROSION OF SOILS TO OFF -SITE AREAS. IF AREAS' ARE FOUND WHERE EROSION IS TAKING PLACE," THE CONTRACTOR SHALL TAKE THE
CHARLOTTE, NORTH CAROLINA
NECESSARY` MEASURES TO :REMEDY THE SITUATION.
704.7144880
6.
DRAWING NOTES.THAT::. INDICATE .THE INSTALLATION O AL.LA F TURF REINFORCEMENT. TO STABILIZE SOIL AND TO PROTECT SLOPES FROM EROSION 'REFER TO
5030 NEW CENTRE DR., SUITE B
WESTERN EXCELSIOR CORPORATION TURF REINFORCEMENT MATS, "EXCEL PP5--10" OR APPROVED EQUIVALENT.
WILMINGTON, NORTH CAROLINA
7.
ANY SLOPES GREATER THAN 31 SHALL BE STABILIZED IMMEDIATELY WITH TURF REINFORCEMENT.
910.523.5715
CONSTRUCTION SEQUENCE NOTES:
wvvw.sepiengineering.com
1.
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ;ASSURE ALL SEDIMENT REMAINS ON SITE AND OUT OF SURROUNDING WETLAND AREAS.
2.
MEANS' AND METHODS OF, EROSION CONTROL ARE THE RESPONSIBILITY OF THE CONTRACTOR.
3.
MAINTAIN ALL TEMPORARY EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER IS ESTABLISHED.
EROSION CONTROL MAINTENANCE PLAN
1.
IT IS THE RESPONSIBILITY OF THE CONTRACTOR THAT ALL EROSION CONTROL MEASURES WILL BE CHECKED FOR STABILITY AND OPERATION FOLLOWING
iASS / 9
EVERY RUNOFF PRODUCING RAINFALL ` EVENT, BUT IN NO CASE, LESS THAN ONCE EVERY WEEK AND WITHIN 24 HOURS OF EVERY HALF INCH RAINFALL,
Q'
2.
DIVERSION DITCHES WILL BE CLEANED OUT IMMEDIATELY TO REMOVE SEDIMENT OR OBSTRUCTIONS FROM THE FLOW AREA. THE DIVERSION RIDGES WILL
`` AL
ALSO BE REPAIRED. SWAL.ES AND DITCHES MUST BE TEMPORARILY STABILIZED WITHIN 21 CALENDAR DAYS OF CEASE OF ANY PHASE OF ACTIVITY
ASSOCIATED WITH A SWAL.E.
3.
SEDIMENT WILL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES HALF FILLED. THE SEDIMENT FENCE WILL BE REPAIRED ' AS
NECESSARY' TO MAINTAIN A BARRIER. STAKES MUST BE STEEL STAKE SPACING WILL BE 6 FEET MAXIMUM WITH THE USE OF STRENGTH FABRIC
fG� �G'1�
EXTRA
WITHOUT STAKE ;WILL '
N
WIRE BACKING. SPACING BE 8 FEET MAXIMUM WHEN STANDARD STRENGTH FABRIC AND WIRE BACKING ARE USED. IF ROCK
FILTERS ARE DESIGNED AT LOW POINTS IN THE SEDIMENT FENCE THE ROCK WILL BE REPAIRED OR HALF
�!ff -�'\A
MATERIAL REPLACED IF' IT BECOMES FULL OF'
f �.
SEDIMENT, NO LONGER DRAINS AS DESIGNED ORAS, DAMAGED.
4.
ALL SEEDED AREAS WILL BE FERTILIZED, RE --SEEDED AS NECESSARY AND MULCHED ACCORDING TO SPECIFICATIONS IN THE VEGETATIVE PLAN TO MAINTAIN
A VIGOROUS, DENSE VEGETATIVE, COVER, ALL SLOPES WILL BE STABILIZED WITHIN 14 CALENDAR` DAYS. ALL OTHER AREAS WILL BE STABILIZED WITHIN°
,
15 WORKING DAYS OR 90 CALENDAR DAYS WHICHEVER IS SHORTER.
�
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C-2197 `
v , C
SEEDING SCI-IEDULEia��11,
1\��,�
1 ALL DISTURBED AREAS DUE TO C ON U N STR CTIO AND ANY SEVERELY
EVE ELY ERODED` AREAS SHALL 'BE '
COPYRIGHi@ 2032
STABILIZED BY A PERMANENT GRASS COVER. THE SEED SPECIES SHALL BE SELECTED BASED
SEPI ENGINEERING & CONSTRUCTION,
INC
ON THE TYPE SOIL PRESENT, SEASONAL CONDITIONS AND OTHER CONSIDERATIONS. AS AN
ALTERNATIVE, THE CONTRACTOR MAY USE THE METHODS AND SCHEDULES SHOWN BELOW;
HOWEVER, IT IS RECOMMENDED THAT A SPECIALIST BE CONSULTED WITH ATTENTION GIVEN TO
SITE SPECIFIC` CON
<
a. CULTIVATE AREA TO A DEPTH OF 5 INCHES,
o
b. APPLY AGRICULTURAL LIME UP TO 1 TON PER ACRE FOR; SOIL DISTURBED LESS THAN
6 AND 2 TONS PER ; ACRE FOR SOILS DISTURBED GREATER THAN 6",
c. APPLY 10-20-20 COMMERCIAL. 'FERTILIZER AT THE RATE OF 500 LBS. PER ACRE.
d. SOW GRASS SEEDS AT THE FOLLOWING RATES PER ACRE.
DRY SQIU (A RIL SEPTET WET SOILS WRIL--SEPTEMBER
BERMUDAGRASS ..................30 lbs. BERMUDAGRASS.................. 25 lbs.
-'
CENTIPEDEGRASS...............10 lbs. BAHIAGRASS.............. ...........25 lbs.
c�
BAHIAGRASS ..........................30 lbs. CARPETGRASS ...................... 25 lbs.
c.�
KOBE LESPEDEZA.............20 lbs. ANNUAL ` RYEGRASS or
ANNUAL RYEGRASS OR GERMAN MILLET..;
ILL.ETr....................25 lbs.
GERMAN MILLET ....................25 lbs.
e. MULCH WITH STRAW AT THE RATE OF 3250 TO 4350 L.BS. PER ACRE SHOULDco
PROVIDE 75% COVER. COVER IN EXCESS OF 75X COULD REDUCE PROPER PLANT
0
LD
_'
GROWTH AFTER SEED GERMINATION. ANCHOR STRAW WITH ASPHALT EMULSION TACK
COAT APPLIED AT THE RATE OF 300 GALLONS PER ACRE.
Uj
CD
2. WHERE IT IS NOT POSSIBLE TO ESTABLISH A PERMANENT GRASS COVER IN A REASONABLY
r
SHORT PERIOD OF TIME DUE TO SEASONAL CONSIDERATIONS, A TEMPORARY GRASS COVER
SHALL BE ESTABLISHED. THE TEMPORARY SEED RATE PER ACRE SHALL BE:
WINTER (SEPTMER-6ERI SUPER; (MAY AUGU$
ANNUAL ` RYEGRASS....... 50 lbs. GERMAN MILLET....50 lbs.
TALI FESCUE.................50 lbs.
TEMPORARY COVERS SHALL NOT ELIMINATE THE REQUIREMENT FOR PERMANENT GRASS COVER.
WHERE THE SEASON OR OTHER CONDITIONS ARE NOT SUITABLE FOR GROWING A TEMPORARY
EROSION RESISTANT COVER, MULCH MAY BE APPLIED; HOWEVER, MULCH USED ALONE `'SHALL
BE FOR THE SHORTEST 71ME PRACTICAL A TEMPORARY OR PERMANENT VEGETATIVE COVER
SHALL BE ESTABLISHED AS SOON AS CONDITIONS ARE FAVORABLE.
3. TOPSOIL SHALL BE
USED OVER ALL SOIL CONDITIONS FOR SUCCESSFUL ESTABLISHMENT OF
VEGETATIVE COVER AT A DEPTH OF AT LEAST 4". TOPSOIL TO BE FROM APPROVED NC
SOURCE.
C
t•---�
TOP
O I- RANK 4. IRRIGATE AS NECESSARY To OPTIMIZE PLANT GROWTH.
F--#
EL. 26.12
GROUND -STABILIZATION CRITERIA
SITE AREA
STABIUZA11ON
STABILIZATION
TIMEFRAME
DESCRIPTION
11MEFRAME
EXCEPTIONS
* Perimeter dikes,
swarles. ditches and
7 Days
None
slopes
* High Quality
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7 Days
None
Zones
If slopes are 10' or
* Slopes Steeper
than 3.1
7 Days
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allowed
* Slopes 3:1 or
14 Days
7-days for slopes
greater than 50 ft. in
flatter
length
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with slopes flatter
14 Days
perimeters & HQW
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7HE L OCA TIONS OF EXISTING UNDERGROUND UTILITIES ARE
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1025 WADE AVENUE
RALEIGH, NORTH CAROLINA
919.789.9977
11020 DAVID TAYLOR DRIVE, SUITE 115
CHARLOTTE, NORTH CAROLINA
704.714.4880
5030 NEW CENTRE DR., SUITE B
WILMINGTON, NORTH CAROLINA
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ETHE LOCATIONSOFEXI3TINGUNDERGROUND UTIL177ESARE
SHOWN INANAPPROXIMATEWAYOKYANDI AVENOTBEEN
INDEPENDENTL Y VERIFIED 8Y THE OWNER OR I I S
REPRESENTATIVE. THE CONTRACTOR SHALL DETERMINE THE
NAD 83 NG GRID EXACFLOCATIONOFALLEXISTING UTILITIES BEFORE COMMENCING
WORK ANDAGREES TOBEFULLY RESPONSIBLEFORANYAND
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"i Sk�W � CONJRAETORS FAILURE TO EXACTLY LOCATEAND PRESERVEANY
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EXPECTED TOASSUMEANYRESPONSIBtLITYFORSAFETYOFTHE
WORK CJFPERSONSENGAGEDIN THEWORK OFANYNEARBY
STRLICTURES, OROFANYOTHERPERSONS.
STORMWATER SUMMARY:
1.511 RUNOFF VOLUME REQUIRED: 42,995 c.f.
Pre Post 1-Yr. 24-hr RUNOFF REQUIRED: 93,848 c.f.
EXISTING VOLUME: 37,810 C f.
(Functioning as Wet Detention Basin with No Infiltration)
PROPOSED VOLUME: 51,780 c.f.
(Functioning as Wet Detention Basin with No Infiltration)
Note: Existing Infiltration Basin IB provided and was permitted for 56,451 c.f.
However, with the variance in existing condition SHWT a significant
amount of that treatment volume has been lost. Conversion to Wet Detention
with additional excavation will allow the Basin to function above the required
1.5" runoff volume requirement.
NOTE: ALTERNATIVE DESIGN PROVIDES EQUAL OR BETTER
STORIMIWATER CONTROL, EQUAL OR BETTER PROTECTION
OF WATERS OF THE STATE, & RESULT IN NO INCREASED
POTENTIAL FOR NUISANCE CONDITIONS COMPARED TO THAT
OF EXISTING INFILTRATION BASIN 1B.
0 RWM
EXISTING RIGHT OF NAY MONUMENT
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919.789.9977
11020 DAVID TAYLOR DRIVE, SUITE 115
CHARLOTTE, NORTH CAROLINA
704.714.4880
5030 NEW CENTRE DR., SUITE B
WILMINGTON, NORTH CAROLINA
910.523.5715
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NOTES:
1. INSTALL NEW SILT FENCES AS SHOWN ON DRAWING AND AT LOCATIONS NECESSARY TO CONTROL SILTATION OF ADJACENT AREAS.
2. WHERE STEEL POSTS ARE USED, POSTS SHALL BE 5' IN LENGTH AND BE OF THE SELF FASTENER ANGLE TYPE.
3. WOVEN WIRE FENCING WHERE REQUIRED, SHALL CONFORM TO ASTM A116 FOR CLASS 3 GALVANIZING. FABRIC SHALT. BE A MINIMUM
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OF 32 WIDE AND HAVE A MINIMUM OF 6 LINE WIRES WITH 12 STAY SPACING. THE TOP AND BOTTOM WIRES SHALL BE 10 GAUGE
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PROPYLENE L1N. IN. AND
PRO -NE OR ETHYLENE YARN WITH A ,MINIMUM STRENGTH OF 30 LB
4. FILTER FABRIC SHALL BE OF NYLON, POLYESTER, /
A MINIMUM OF 85% FILTERING EFFICIENCY, FABRIC SHALL CONTAIN ULTRAVIOLET INHIBITORS- AND STABILIZERS.
WOVEN
IN. POST SPACING DOES NOT EXCEED 6 WO
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1. ANY DISCREPANCY IN THIS PLAN AND THE ACTUAL FIELD CONDITIONS SHALL BE REPORTED TO THE ENGINEER AS PRIOR TO START OF CONSTRUCTION.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL SETBACKS, EASEMENTS, AND DIMENSIONS SHOWN HEREON BEFORE BEGINNING
CONSTRUCTION.
3 WORKING DAYS
2. THE CONTRACTOR SHALL CONTACT ALL OWNERS OF EASEMENTS, UTILITIES, AND R f W'S (PUBLIC OR PRIVATE) PRIOR TO WORKING IN THESE AREAS.
1� BEFORE YOU DIG
3. THE CONTRACTOR SHALL MAINTAIN THE SITE IN A MANNER SO THE WORKMEN AND PUBLIC SHALL BE PROTECTED FROM INJURY, AND THE ADJOINING
FOR THE acaT�ari of
UNDERGROUND FACILITIES4.
PROPERTY PROTECTED FROM DAMAGE.
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THE CONTRACTOR SHALL REMOVE ALL DEBRIS FROM THE SITE UPON COMPLETION OF THE PROJECT AND AT LEAST' ONCE A `WEEK DURING CONSTRUCTION.
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5. THE CONTRACTOR SHALL KEEP THE AREA OUTSIDE THE "LIMITS OF CONSTRUCTION* BROOM CLEAN AT ALL TIMES.
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6. IF DEPARTURES FROM THE DRAWINGS ARE DEEMED NECESSARY BY THE CONTRACTOR, DETAILS OF SUCH DEPARTURES AND 'REASONS THEREOF SHAM BE
TO THE OWNER FOR REVIEW.
7. ALL PERMITS' RELATIVE TO THE PROJECT MUST BE OBTAINED PRIOR TO CONSTRUCTION. THE OWNER WILL PROVIDE NCDEQ STORMWATER PERMIT.
8. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH PERMITS ISSUED AND APPLICABLE STATE, TOWN AND LOCAL CODES.
THE LOCATONS OFEXISTINGUNDERGROUND UTILITIES ARE
9. THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL INSPECTIONS, CERTIFICATIONS, EQUIPMENT, ETC., THAT MAY BE `REQUIRED.
SHOWN /NANAPPROXIMATE WA Y OK YAND HA VE NO TBEEN
10. THE ENGINEER/ARCHITECT/OWNER DISCLAIM" ANY ROLE IN THE CONSTRUCTION MEANS AND METHODS ASSOCIATED WITH THE PROJECT AS SET FORTH IN
/
lNIIEPENDENTLYVERIFIED BYTHEOWNER OR ITS
REPRESBVTAT/VE THECONTRACTOR SHALL DETERMINE THE
THESE PLANS.
FXACTLOCATIONOFALLEXIS71NGU71LIT/ESBEFORE COMMENCING
WORD ANDAGREES TOBEFULLY RESPONSIBLEFORANYAND
ALL DAMAGESWHICHMIGHTSE OCCASIONED BY THE
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GENERAL GRADING NOTES
CONTRACTOR'SFAILURETOEXACTLYLOCATEANDPRESERVEANY
1. REASONABLE CARE HAS BEEN EXERCISED IN ,SHOWING THE LOCATION OF EXISTING UTILITIES ON THE PLANS. THE EXACT LOCATION OF SUCH UTILITIES IS-
ANDALL UNDERGROUND UTILITIES.
NOT KNOWN IN ALL CASES. THE CONTRACTOR SHALL EXPLORE THE AREA AHEAD OF THE DITCHING OPERATION BY OBSERVATIONS, ELECTRONIC DEVICES,
HAND DIGGING, AND BY PERSONAL CONTACT WITH THE UTILITY COMPANIES IN ORDER TO LOCATE EXISTING UTILITIES IN ADVANCE OF THE TRENCHING
NOTICE:
OPERATIONS S0 AS TO AVOID AND PREVENT DAMAGE TO THE EXISTING UTILITIES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS RESULTING
CONSTRUCT/ONSffESAFETYIS THESOLERESPl1N5/81L TYOFTHE
SERVICE R
FROM ANY DAMAGE TO THE EXISTING UTILITY LINES INCLUDING, BUT NOT LIMITED TO REPAIRS AND LOSS OF SE CE REVENUES. S. CONTRACTOR SHALL
:
CONTRACTOR NEITHER THE OWNERNOR THEENGINEERSHALL BE
EXPECTED TOASSUMEANYRESPONS/B/LITYFORSAFETYOFTHE
ARRANGE FOR TEMPORARY SUPPORT OF EXISTING UTILITIES, SUCH AS POLES, CONDUITS, FIBER OPTIC CABLES, TELEPHONE CABLES, WATER LINES, ETC..
WORK, OFPERSONSENGAGED INTHE WORK , OFANYNEARBY
2. THE CONTRACTOR SHALL COMPLY WITH THE LATEST REVISIONS AND INTERPRETATIONS OF THE DEPARTMENT OF LABOR SAFETY AND HEALTH REGULATIONS
STRUCTURES, OR OFANY OTHER PERSONS.
FOR CONSTRUCTION PROMULGATED UNDER THE OCCUPATIONAL SAFETY AND HEALTH ACT.
3. THE CONTRACTOR SHALL PLAN AND CONSTRUCT WORK SO AS TO CAUSE MINIMUM INCONVENIENCE TO THE OWNER AND THE PUBLIC. THE CONTRACTOR
SHALL PROVIDE, ERECT AND MAINTAIN` AT ALL TIMES DURING THE PROGRESS OR TEMPORARY SUSPENSION OF WORK, SUITABLE BARRIERS, FENCES, SIGNS,
OR OTHER ADEQUATE PROTECTION, INCLUDING FLAG MEN AND WATCHMEN AS NECESSARY TO INSURE THE SAFETY OF THE PUBLIC AS WELL AS THOSE
ENGAGED IN THE CONSTRUCTION WORK. CONSTRUCTION SIGNING SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF "CONSTRUCTION AND
MAINTENANCE OPERATIONS SUPPLEMENT TO ' THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES" BY THE NCDOT. CONTRACTOR WILL BE RESPONSIBLE
FOR ONSITE DUST CONTROL.
4. ALL MATERIAL CLEARED AND GRUBBED BY THE CONTRACTOR IN ORDER TO CONSTRUCT THE WORK, SUCH AS TREES, VEGETATION, FENCING, ETC... SHALL
SIEPI
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BECOME THE PROPERTY OF THE CONTRACTOR AND .SHALL BE PROPERLY DISPOSED OF 0 ITE 0 BURNED ER ER
EROSION CONTROL NOTES
ENGINEERING &
1. ALL CONSTRUCTION ACTIVITIES SHALL BE PERFORMED IN COMPLIANCE WITH THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973.
CONSTRUCTION
LAN DISTURBING ACTIVITIES ARE 'TO BE PLANNED AND CONDUCTED TO LIMIT EXPOSURE TO THE SHORTEST FEASIBLE TIME.
2. ALL D D E EX
1025 WADE AVENUE
3. ALL DISTURBED AREAS SHALL BE STABILIZED BY A PERMANENT GROUND COVER.
RALEIG H, NORTH C AROLINA
ARE PERMANENTLYSTABILIZED,ALL ` PERMAN NT 'M R HAVE BEEN I AN FINAL APPROVAL IS RECEIVED FROM
4. AS SOON AS ALL AREAS E ERMANENTI E MEASURES tiA E INSTALLED, D
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5. OVER THE LIFE OF THE THE OWNER SHALL SECTIONS TO EV C
PROJECT,
'
CONTROLLING EROSION OF SOILS TO OFF -SITE AREAS. IF AREAS ARE FOUND WHERE EROSION IS TAKING PLACE, THE CONTRACTOR SHALL TAKE THE
HA NORTH CARULINA
CHARLOTTE, E,
NECESSARY MEASURES TO REMEDY THE SITUATION,
1
744.74.4880
6. DRAWING NOTES THAT INDICATE THE INSTALLATION OF TURF REINFORCEMENT TO STABILIZE SOIL AND TO PROTECT SLOPES FROM EROSION REFER TO
5030 NEW CENTRE DR., SUITE B
WESTERN EXCELSIOR CORPORATION TURF REINFORCEMENT MATS, `EXCEL PP5-10" OR APPROVED EQUIVALENT.
WILMINGTON, NORTH CAROLINA
7. ANY SLOPES GREATER THAN 3:1 SHALL BE STABILIZED IMMEDIATELY WITH TURF REINFORCEMENT.
910.523.5715
www.sepiengineedng.com
CONSTRUCTION SEQUENCE NOTES:
1. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ASSURE ALL SEDIMENT REMAINS ON SITE AND OUT OF SURROUNDING WETLAND AREAS.
2. MEANS AND METHODS OF EROSION CONTROL ARE THE RESPONSIBILITY OF THE CONTRACTOR.
3. MAINTAIN ALL TEMPORARY EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER IS ESTABLISHED.
EROSION CONTROL MAINTENANCE PLAN
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2. DIVERSION DITCHES WILL BE CLEANED OUT IMMEDIATELY TO REMOVE SEDIMENT OR OBSTRUCTIONS FROM THE FLOW AREA. THE DIVERSION RIDGES WILL
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ALSO BE REPAIRED. SWALES AND DITCHES MUST BE TEMPORARILY STABILIZED WITHIN 21 CALENDAR DAYS OF CEASE OF ANY PHASE OF ACTIVITY
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Q0 3. SEDIMENT WILL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES HALF FILLED. ' THE SEDIMENT FENCE WILL BE REPAIRED AS
TO BARRIER. MUST BE STEEL WILL MAXIMUM WITH USE OF
NECESSARY MAINTAIN A STAKES STAKE SPACING BE 6 FEET THE EXTRA STRENGTH FABRIC,
WITHOUT WIRE BACKING. STAKE SPACING WILL BE 8 FEET` MAXIMUM' WHEN STANDARD STRENGTH FABRIC AND WIRE BACKING ARE USED. IF ROCK
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4. ALL SEEDED AREAS WILL BE FERTILIZED, RE -SEEDED AS NECESSARY AND MULCHED ACCORDING TO SPECIFICATIONS IN THE VEGETATIVE PLAN TO MAINTAIN
A VIGOROUS, DENSE VEGETATIVE COVER. ALL SLOPES WILL BE STABILIZED WITHIN 14 CALENDAR DAYS. ALL OTHER AREAS WILL BE STABILIZED WITHIN
15 WORKING DAYS OR 90 CALENDAR DAYS WHICHEVER IS SHORTER.
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1. ALL DISTUR13M AREAS DUE TO CONSTRUCTION AND ANY SEVERELY ERODED AREAS SHALL BE
COPYRIGHT© 2012
STABILIZED BY A PERMANENT GRASS COVER. THE SEED SPECIES SHALL BE SELECTED BASED
SEPI ENGINEERING & CONSTRUCTION, INC
ON THE TYPE SOIL PRESENT, SEASONAL CONDITIONS AND OTHER CONSIDERATIONS. AS AN
ALTERNATIVE, THE CONTRACTOR MAY USE THE METHODS AND SCHEDULES SHOWN BELOW;
HOWEVER, IT IS RECOMMENDED THAT A SPECIALIST BE CONSULTED WITH ATTENTION GIVEN TO
SITE ` SPECIFIC CONDITIONS.
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a. CULTIVATE AREA TO A DEPTH OF 5
b. APPLY AGRICULTURAL LIME UP M 1 TON PER ACRE FOR SOIL DISTURBED
6", AND 2 TOMS PER ACRE FOR SOILS DISTU EO GREATER THAN 6".
c. APPLY 10-20-20 COMMERCIAL FERTILIZER AT THE RATE OF 500 LBS. PER ACRE.
d. SOW` GRASS SEEDS AT THE FOLLOWING RATES PER ACRE.
DRY SOILS (APRIL-SEPTEMBER) WET SOILS (APRIL-SEPTEM
BERMUDAGRASS..................30 lbs. BERMUDAGRASS.................. 25 lbs.
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CENTIPEDEGRASS...............10 lbs. BAHIAGRASS .......................... 25 lbs.
BAHIAGRASS ..........................30 lbs. CARPETGRASS ...................... 25 lbs.
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KOBE LESPEDEZA................20 lbs. ANNUAL RYEGRASS or
ANNUAL RYEGRASS OR GERMAN iMILLET .....................25 lbs.
GERMAN MILLET....................25 lbs.
e. MULCH WITH STRAW AT THE RATE OF 3250 TO 4350 LBS. PER ACRE SHOULD
PROVIDE 75% COVER. COVER IN EXCESS OF 75% COULD REDUCE PROPER PLANT
0
GROWTH AFTER SEED GERMINATION. ANCHOR STRAW WITH ASPHALT EMULSION TACK
,
COAT APPLIED AT THE RATE OF 300 GALLONS PER ACRE.
2. WHERE IT IS NOT POSSIBLE TO ESTABLISH A PERMANENT GRASS COVER IN A REASONABLY
SHORT PERIOD OF TIME DUE TO SEASONAL CONSIDERATIONS, A TEMPORARY GRASS COVER
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SHALL BE ESTABLISHED. THE TEMPORARY SEED RATE PER ACRE SHALL BE:
WINTER (SEPTEMBER- RIL) SUMMER, Y-AUGUST
ANNUAL RYEGRASS ....... 50 lbs. GERMAN MILLET .... 50 lbs.
TALL FESCUE.................50 lbs.
TEMPORARY COVERS SHALL NOT EUMINATE THE REQUIREMENT FOR PERMANENT GRASS COVER.
WHERE THE 'SEASON OR OTHER CONDITIONS ARE NOT SUITABLE FOR GROWING A TEMPORARY
EROSION RESISTANT COVER, MULCH MAY BE APPLIED; HOWEVER, MULCH USED ALONE SHALL
BE FOR THE SHORTEST TIME PRACTICAL. A TEMPORARY OR PERMANENT VEGETATIVE COVER
SHALL BE ESTABLISHED AS SOON AS CONDITIONS ARE FAVORABLE.
3. TOPSOIL SHALL BE USED OVER ALL SOIL CONDITIONS FOR SUCCESSFUL ESTABLISHMENT OF
VEGETATIVE COVER AT A DEPTH OF AT LEAST 4". TOPSOIL TO BE FROM APPROVED NC
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SOURCE.
4. IRRIGATE AS NECESSARY TO OPTIMIZE PLANT GROWTH.
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GROUND STABILIZATION CRITERIA
SITE AREA
STABILIZATION
STABILIZATIONTIMEFRAME
DESCRIPTION
TIMEFRAME
EPPTIONS
EXCEPTIONS
* Perimeter dikes,
swales, ditches and
7 Days
None
slopes
* High Quality
Water (HOW)
7 Days
None
Zones
If slopes are 10' or
* Slopes Steeper
7 Days
less in length and
are not steeper than
than 3:1
2:1, 14 days are
allowed
* Slopes 3:1 or
14 Days
7-days for slopes
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flatter
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with slopes flatter
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DRAWING DATE:
10/24/2016
1 inch = ## ft. Harz.
DRAWN BY:
JOB #:
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Johnson, Kelly
From:
Johnson, Kelly
Sent:
Thursday, May 18, 2017 9:33 AM
To:
Nick Garner ([e-mail])
Subject:
FW: Trash Racks
I just pulled the plans for Turtle Creek, and you are correct. It does not specify dimensions for the trash rack, and I
missed it during the review. I will leave this email and a copy of applicable page of the SCM Manual stapled to the plan
to establish that we talked today and decided to go with 5.5in spacing.
Thanks for catching that.
KJ
From: Johnson, Kelly
Sent: Thursday, May 18, 2017 9:14 AM
To: Nick Garner ([e-mail]) <[e-mail]>
Subject: Trash Racks
Nick,
I got your voicemail. The new regulations requires a trash rack, but it doesn't specify details. Here is the guidance in the
SCM Manual, https1(ncdenr.s3.amazonaws.com/s3fs-
public/Enerev%20Mineral%20and%20Land%20Resources/Stormwater/BM P%20Manual/A-
4%20%20Common%20Structures%20and%20Materials.pdf (page 18). 1 think that if it is an existing, permitted site that
you just go by what the existing plans say though.
If you have questions, please let me know.
Kelly
1CeL Lt i0hws0vt,
Kelly Johnson
Environmental Engineer
NC Division of Energy, Mineral and Land Resources
Stormwater Permitting
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Phone: [phone]
E-mail correspondence to and from this address may be subject to the !North Carolina Public Records Law and may be
disclosed to third parties.

Ic
113�J���n:; i J.
NCDEQ Stormwater Manual " "
principal -emergency outlet may be considered. A combined principal -emergency outlet is a
single outlet structure that conveys both low flows (e.g., stormwater management functions) and
extreme flows. A primary design consideration for a combined principal -emergency outlet,
particularly when in the form of drop inlet structures, is protection against clogging.
Trash racks should be"designed as described below. When a combined principal- emergency
outlet is proposed, then the emergency outlet portion should be designed as if no additional
storage is available and as if all normally operating weirs, ports and/or orifices are inoperative or
clogged.
Trash Racks
Most outlets are subject to some degree of trash and debris from incoming flows, and certain
outlets are more susceptible to clogging than others. Before a debris control structure is
designed, the anticipated debris problem should be analyzed. The type and quantity of debris
are determined primarily by upstream land use, soil erodibility, watershed size, and the type of
stormwater management facility.
Trash racks to serve drop inlets should be designed to provide positive protection against
clogging of the outlet under any operating level. The.average velocity of flow through a clean
trash rack should not exceed 2.5 fps during peak design flow. Velocity can be computed on the
basis of the net area of opening through that part of the rack receiving the flow. The same
criteria should apply to ports or openings along the side of a riser structure. The clear distance
between bars generally should not be less than 2 inches; however, one exception to this may be
near the apex of the trash rack. Bar spacing should be no greater than one-half of the minimum
conduit dimension in the drop inlet, with an absolute maximum of 5.5 inches to discourage child
access. An alternative to a typical peaked trash rack for the top of risers includes having a weir
opening with a concrete slab and manhole for access (see Fig. 8 below).
In some cases, debris -control devices may be required for low-level intakes at the basin bottom.
In these situations, debris control structures such as those discussed in the FHWA publication
"Debris Control Structures" (HEC 9) (USDOT, 1971) should be considered where appropriate.
A-4. Common SCM Structures & Materials 18 Revised: 3-8-2017

LEGEND
ANN
EXISTif�G PROPOSED FUTURE
4 T1 IV)
— -- -- ROW LINE/PROPERTY LINE — —
SANITARY SEWER —ss —ss —ssAM S)7T VVA
—---_ CM------ SEWER FORCE MAIN—�—�+—�—
,,., ----- WATER LINE w --- �T �f?AIIT 5—
_: _:: ___- _ � CULVERT/ STORM PIPE
— — -- — STREAM/DITCH
SEDIMENT FENCE �
SEWER MANHOLE O
TOWN OF SURF no*=[
CITY UTILITY EASEMENT
PLUG VALVE/GATE VALVE N
UNTY
NCJRTH FAROLINA BL°W_°FF oPENDER CO,
FIRE HYDRANT ASSEMBLY
OWNER OtIF EXITING IRON PIPE
O Ehc: EXISTING MAGNETIC NAIL
DCNC NORTH CAROLINA I, LLC �
SUITE 104 CiEPK EXISTING PARKER—KALON NAIL
2528 INDEPENDENCE BLVD., � '� 0 EXISTING PROPERTY CORNER
WILMINGTON, NORTH CAROLINA 28412 ,Z*
LIMITS OF DISTURBANCE
[phone]/(910) 79O-8759 (fax) —�—�—�—
JUNCTION BOX (JB)
YARD INLET (YI) Yl
BYPASS BOX (BP) BP
ENGINEERCATCH BASIN/CURB INLET (CI) O
CAVANAUG"n AND ASSOCIATES, P.A. i.J ,
60X CULVERT � • _ _�,�
130 NORTH FRONT STREET, SUITE 202 � EXISTING MAJOR CONTOURS -- -- 10— —
m.4M
r
EXISTING MINOR CONTOURS
WILMINGTON, NORTH CAROLINA 28401 ---
--- — ---- ---
_,_____ll___:
910) 392-4462/(910) 392-461-2 (fax� � -- PROPOSED MAJOR coNTouRs ,o
)SED MINOR CONTOURS •- ---
RIP RAP
— INFILTRATION BASIN (TREATMENT AREA)
SURVEYOR 77771
WETLANDS
CHARLES F. RIGGS & ASSOCIATES, P.A.
VEGETATIVE FILTER
202 WARLICK STREET
BIO—RETEMIvN AREA MONITORING WELL
P.O. BOX 1570
FINISHED FLOOR ELEVATION FFE
JACKSONVILLE, NC 28541-1570 �,�
� DRAINAGE AREA BOUNDARY---------
[phone] P
SHEET INDEX
PLANNER ' , C.3.1 OVERALL SITE PLAN"` C.5.0 PHASE 1 & 2 OVE�I�faLL STORMW.AT�R PLAN ��
HADENSTANZIALE C.5.1 PHASE 1 OVERAL_ `TORMWATER PLAN yAWIg
ovERA�� C.5.2 PHASE 1 STORMS"�f� i � R PLAN DRAINAGE AREA 1 B � ET �SI
3807 WRIGHTSVILLE AVE. SITE - C.5.3 PHASE 1 STORM'vi,; i LC- PLAN DRAINAGE AREA 1 C �OL
° � C.5.4 PHASE 1 STORMWATER PLAN DRAINAGE AREAS 1A AND 1D�
SUITE 24 �-, ,,-� � � Q ATKINSON
LOOP C. PHASE 2 OVERA��_ STORMWATER PLAN
WILMINGTON, NC 28403 l�_ PHASE 2 PHASE-1 ROAD C.7.7 PHASE 1 STORRMWATER INFILTRATION BASINS 1A-1, 1A-2,
[phone] 1 A — 3, & 1 D —1
PENDER COUNTY C.7.8 INFILTRATION BA3lNS 113, 1 C, 8c 1 D-2 DETAILS
NORTH CAROLINA C.7.9 STORMWATER GFNERAL DETAILS 1 ,
NC HIGHWAY 210 C.7.10 STORMWATER GENERAL DETAILS 2 '
C.7.11 STORMWATER GEN ERAL DETAILS 3
VICINITY MAP c.7.1 2 STORMWATER G�:��i�RAL DETAILS 4
C.7.13 STORMWATER GENERAL DETAILS
PHASE. 1 8c 2 SPECt�-'CATIONS FINAL DESIGN NOT TO SCALE
RELEASED FOR
BEFORE YOU DIG ! CONSTRUCTION
CALL 1-800-632-4949 DISTURBANCE ACREAGE 36.84 �.,t""""""""". �
N.C. ONE -CALL CENTER PROPOSED LOT COUNT �NVIS
� �
IT'S THE t.,sw ! SINGLE FAMILY 71 Q
EA -
° 2 � - Solutions through integrity ar�d partnership
''��, S• TO�G�P tl� �U�l �� �
,., � DATE: OCTOBER 31, 2007 PROJ. NO.: 041.05.043 gWS�O�) yM �

$p R • s opt s�oy
Al
• �B 5 Q� 99) \ Za9R��L���lj� 74
R A 3
SSA 1�'
NOW OR FO MERLY
NOW OR FORMERLY NELUE M ORE
GLORIA J. DEARMAS & D.B. 456, 216 cq
NORMAN E. SHEPPARD NOW OR FORMERLY GFA �0
R! D.B. 997, P. 140 GLORIA J. DEARMAS & 4-1 p
NORMAN E. SHEPPARD TT^�
C�. D.B. 997, P. 140
%\ yA
NOW OR FORMERLY
SALLIE BRAGG BATTS
D.S. 214, P. 96
M.B. 5, P. 17
-400 p �So
1�1
�ICG31 lip
;Ij Will
, 111M
a
NOW OR FORMERLY
EMMETT SNIFF
D.B. 810, P. 125
M.B. 4, P. 55
PHASE 2
(28 SINGLE FAMILY LOTS)
LU I LL(jLNU
A - DAVID WILSON JUSTICE, SR. - D.B. 152Z P. 118
M.B. 32, P. 132
B - STEPHEN ROSS JUSTICE, JR. & WE, -- D.B. 2347, P. 72
PAULA DENISE JUSTICE M.B. 32. P. 132
C - JOHN MARK BALDRIDGE -- D.B. 2368, P. 145
M.B. 4. P. 55
D - MYRA T.ROCHELLE & HUSBAND, -- D.B. 747, P. 166
JAMES L. ROCHELE, JR. M.B. 25, P. 58
E - OSTON G. HARDISON & WIFE, JAQEUNE D. HARDISON - O.B. 754, P. 755
F - OSTON G HARDISON do WIFE, JA=NE D. HARDISON -- D.B. 724. P. 61
G - OSii)N G HARDISON do WIFE, JAOELINE D. HARDISON d D.B. 724. P. 61
H - OSTON G. HARDISON do WIFE, JAMNE DENISE HARDISON -- D.B. 913, P. 192
1 - GLORIA J. DEARMAS - D.B. 677, P. 48
0 �1 �r6 SOT
, � A
90
O� F� pR
jy 3 R
90�'2
7?�igGRy7
3� AAp7SOH Y
404 WETLANDS
44WETLANDS
1
diB SOT ,
90 f 1
v�
O�v0
NOW OR FORMERLY
PR N C. KING, III &
WIFE JOYCE RENEE KING
B. 1492, P. 287
E g.
PHASE 4
(48 SINGLE FAMILY LOTS)
�kl
j C�
NOW OR FORMERLY
WOODY L. ATKINSON
D.B. 661. P. 238
NOW OR FORMERLY
PZOplj SHEILA ATKINSON SLATER
eO4,e „ D.B. 730. P. 31
1-,M.B. 22. P. 35
LINE TABLE
0 �1 �r6 SOT
, � A
90
O� F� pR
jy 3 R
90�'2
7?�igGRy7
3� AAp7SOH Y
404 WETLANDS
44WETLANDS
1
diB SOT ,
90 f 1
v�
O�v0
NOW OR FORMERLY
PR N C. KING, III &
WIFE JOYCE RENEE KING
B. 1492, P. 287
E g.
PHASE 4
(48 SINGLE FAMILY LOTS)
�kl
j C�
NOW OR FORMERLY
WOODY L. ATKINSON
D.B. 661. P. 238
NOW OR FORMERLY
PZOplj SHEILA ATKINSON SLATER
eO4,e „ D.B. 730. P. 31
1-,M.B. 22. P. 35
LINE TABLE
LINE
LENGTH
L1
182.79
L2
1512.41
L3
568.02
L4
316.70
L5
92.23
L6
85.98
L7
153.11
L8
108.14
L9
159.23
L10
192.24
L11
126.20
L12
177.53
L13
339.50
L14
360.00
L15
337.35
L16
135.83
L17
125.75
L18
69.34
L19
114.82
L20
81.51
L21
92.63
L22
41.10
L23
52.64
L24
31.86
L25
93.33
L26
� , 78.04
L27
60.18
L28
53.83
L29
32.79
L30
7119
L31
77.81
L32
32.42
L33
114.58
L34
43.85
L35
49.36
L36
96.02
L37
FORMERLY ATKINSON SHEILA
.
PHASE
FAMILY(53 SINGLE •
J.
NOTE:• BUILDING FOOTPRINT RESTRICTION r
r
PHASE
t1111►A'IMk1rAA'NA1A�
i - E
Fipp- �,WOODY L. ATKINSON
POND ..► .r #j ,� yjw=r
AM/►A;�►/t,�►I►AA�
/M1t1P
G
MiMM�1►r/
• Y
�o o
O
,.„ �.. � •"'�� .•sir''
o�
f ri o U LAO I
LIN
,C
HW. 210
101.37
LINE TABLE
LINE LENGTH
L38 10$.06
L39 51.61
L40 98.66
L41 52.08
L42 76.26
L43 25.20
L44 69.24
L45 44.93
L46 39.65
L47 132.30
L48 298.01
L49 238.87
L50 500.95
L51 393.64
L52 53.03
L53 231.25
L54 2886.38
L55 100.57
L56 1105.91
L57 210.60
L58 758.66
L59 89.55
L60 192.09
L61 216.37
L62 229.97
L63 372.90
L64 906.62
L65 100.00
L66 100.00
L67 129.40
L68 200.00
L69 123.31
L70 129.71
� L71 790.52
I L72 503.60
L73 128.14
cuRv!!-4 __.ABLE
CURVE I LE►v TH RADIUS
C1 265.70 430.01
C2 254.97 473.73
SCALE: 1" =300'
300 0 300
Wr .00' SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
8P6.•10.00•
-NOTE: TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY
CHARLES F. RIGGS AND ASSOCIATES, P.L.S.# L-2981.
INFORMATION PROVIDED FOR ENGINEERING DESIGN
PURPOSE ONLY. NOT FOR RECORDATION.
cO
Lr O
7 c
tti co
C 04
U
z
O
HW. 210
101.37
LINE TABLE
LINE LENGTH
L38 10$.06
L39 51.61
L40 98.66
L41 52.08
L42 76.26
L43 25.20
L44 69.24
L45 44.93
L46 39.65
L47 132.30
L48 298.01
L49 238.87
L50 500.95
L51 393.64
L52 53.03
L53 231.25
L54 2886.38
L55 100.57
L56 1105.91
L57 210.60
L58 758.66
L59 89.55
L60 192.09
L61 216.37
L62 229.97
L63 372.90
L64 906.62
L65 100.00
L66 100.00
L67 129.40
L68 200.00
L69 123.31
L70 129.71
� L71 790.52
I L72 503.60
L73 128.14
cuRv!!-4 __.ABLE
CURVE I LE►v TH RADIUS
C1 265.70 430.01
C2 254.97 473.73
SCALE: 1" =300'
300 0 300
Wr .00' SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
8P6.•10.00•
-NOTE: TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY
CHARLES F. RIGGS AND ASSOCIATES, P.L.S.# L-2981.
INFORMATION PROVIDED FOR ENGINEERING DESIGN
PURPOSE ONLY. NOT FOR RECORDATION.
cO
Lr O
7 c
tti co
C 04
U
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O
cuRv!!-4 __.ABLE
CURVE I LE►v TH RADIUS
C1 265.70 430.01
C2 254.97 473.73
SCALE: 1" =300'
300 0 300
Wr .00' SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
8P6.•10.00•
-NOTE: TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY
CHARLES F. RIGGS AND ASSOCIATES, P.L.S.# L-2981.
INFORMATION PROVIDED FOR ENGINEERING DESIGN
PURPOSE ONLY. NOT FOR RECORDATION.
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0.34 acres
48
5."M sq.ft.--
PHASE 2
SEE SHEET C. 5.5
(ALL RUNOFF FROM
PHASE 2 TO BE
DIRECTED TO BASIN B)
{
�. r .•- j %�%MR
�''2 {' rr .:✓ .+tee .r..
INFILTRATTN
SEE SHEET C.5.4
NFI�tTRAT
1.31
SEE SHEET C.5.4
5' WALKING PATH
,v
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TEMPORARY CONSTRUCTION
`� a � : • • a ��`' Alt.
ENTRANCE
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• N RA NOTES:
(1) TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. RIGGS AND ASSOCIATES, P.L.�S.# L-2981. INFORMATION
PROVIDED FOR ENGINEERING DESIGN PURPOSE ONLY. NOT FOR RECORDATION,
(2) ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN FIELD APPROVED BY THE ARMY CORPS OF ENGINEERS ON
NOVEMBER 23, 2005 (FINAL APPROVAL PENDING).
(3) CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE COMMENCING CONSTRUCTION.
(4) CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE MATERIALS GENERATED THROUGH DEMOLITION AND GRUBBING
ACTIVITIES SHOWN.
(5) SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR THIS CONSTRUCTION SITE, AT LEAST ONE FOOT (1.) FROM
WETLANDS
(6) CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F. INTERVALS ALONG SEDIMENT FENCING.
(7) ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED WITHIN 15 CALENDAR MAYS OF GRADING ACTIVITIES.
(8) WATER, SEWER, AND STORMWATER PIPES TO BE INSTALLED IN TRENCHES ACCORDING TO STANDARD SPECIFICATIONS AND
DETAILS ON SHEET C.7.10.
(9) LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID AT LEAST TEN (10) FEET LATERALLY
FROM EXISTING OR PROPOSED SEWERS, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT A TEN (10) FOOT LATERAL
SEPARATION --- IN WHICH CASE:
(A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION ON THE BOTTOM OF THE WATER MAIN AT
LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER; OR
(B) THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE WATER MAIN LOCATED AT ONE SIDE ON A
BENCH OF UNDISTURBED EARTH, AND WITH THE ELEVATION OF THE BOTTOM OF THE WATER FAIN AT LEAST EIGHTEEN
(18) INCHES ABOVE THE TOP OF SEWER.
(10) CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR A WATER MAIN TO CROSS OVER A SEWER, THE
WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST EIGHTEEN (18)
_
INCHES ABOVE THE TOP OF THE SEWER, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT AN EIGHTEEN (18) INCH
SEPARATION -- IN WHICH CASE, BOTH THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS
AND WITH JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE
OF THE CROSSING.
(11) CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A WATER MAIN TO CROSS UNDER A SEWER,
BOTH THE WATER MAIN AND THE SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO
WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE POINT(S) OF CROSSING. A SECTION
OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF CROSSING.
e
(12) SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION FROA BOTTOM
OF STORMWATER PIPE AND TOP OF SEWER PIPE.
(13) ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO BE DIRECTED TO RIGHT--OF-VAY, OR TO
YARD INLET (OR OTHER STORMWATER COLLECTION DEVICES) FOR EVENTUAL DI=CHARGE TO
INFILTRATION BASIN.
(14) FOR MAXIMUM ALLOWABLE BUILT --UPON AREA PER LOT SEE TABLE 5.1 ON SHEET 5.1. AND
TABLE 5.5 ON SHHET 5.5.
(15) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS DOES NOT INCLUDE
ANY RUNOFF FROM IMPERVIOUS SURFACE ASSOCIATED WITH THE FUTURE COMAERCIAL
AREA. A PERMIT MODIFICATION WILL BE NECESSARY PRIOR TO CONSTRUCTING ANY
ADDITIONAL IMPERVIOUS SURFACE.
(16) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS SHALL BE
CONSTRUCTED IN ACCORDANCE WITH THE SEDIMENT & EROSION CONTROL PLAN APPROVED
BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES.
(17) ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973 (NORTH CAROLINA
GENERAL STATUTE 113A 51-66) THIS PROJECT IS SUBJECT TO AN APPROVED
SEDIMENTATION AND EROSION CONTROL PLAN. THE CONTRACTOR SHALL ADHERE TO ALL
OF THE CONDITIONS SET FORTH IN THE APPROVED PLAN, AS PRESCRIBED BY NCDENR. A
COPY OF THE APPROVED SEDIMENTATION AND EROSION CONTROL PLAN SHALL BE
DISPLAYED AT THE JOB SITE AT ALL TIMES,
(18) ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESS OTHERWISE NOTED ON PLANS.
(19) EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER THAN 2:1. SOD SHALL
BE USED FOR ALL SLOPES FLATTER THAN 2:1.
(20) FINISHED FLOOR ELEVATION (FFE) IDENTIFIED ON THE PLAN IS INDICATIVE OF
COMPACTED PAD GRADE TO WHICH 2"--4" OF TOP SOIL WILL BE ADDED. SEE DETAIL
5/c.7.11.
(21) CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN ACCORDANCE WITH
M.U.T.C,D.
P-RAINAGE AREA
AREA
1 A--1
AREA
1A--2
AREA
1 A-
5
AREA
1 B
AREA
1 C
AREA
1 D---1
AREA
1D--2
TrITAL
PHASE
1 & 2
DRAINAGE
AREA
AREA,
i �,AQR,-l­JL
0.69
0.38
0.16
17.27
6.51
0.89
2.07
27.97 1
Pld-ASE 1 & 2 DRAINAGE AREAS
CONSTRUCTION SEQU_'_N��L
1 • PERFORM CONSTRUCTION STAKE OUT.
2. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE.
3. CLEAR SITE, BUT DO NOT GRUB.
4. INSTALL ALL EROSION AND SEDIMENT CONTROL MEASURES.
5. GRUB SITE.
6. CONSTRUCT SEDIMENT BASINS.
7. COMMENCE ROUGH GRADING OF THE SITE.
8. INSTALL STORMWATER MANAGEMENT DEVICES.
9. CONSTRUCT SEWER COLLECTION SYSTEM.
10. CONSTRUCT WATER SYSTEM,
11. ROUGH GRADE THE SITE.
12. SHAPE SHOULDERS AND CUT AND FILL SLOPES.
13. SCARIFY, SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS.
14.INSTALL DRY UTILITIES (ELECTRICAL, FIBER --OPTIC, CABLE, PHONE,
ETC).
15. RE -SCARIFY, RE --SEED, RE --FERTILIZE AND MULCH ALL DISTURBED
AREA,
16. CONSTRUCT ROADBED BASE COURSE AND INTERMEDIATE ASPHALT
COURSE.
17. APPLY FINAL ASPHALT COURSE.
18. AFTER DISTURBED AREAS ARE STABILIZED WITH VEGETATION, THE
CONTRACTOR SHALL
RETURN TO THE SITE AND REMOVE ALL TEMPORARY EROSION CONTROL MEASURES.
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END PHASE 1 -
PAVEMENT AND SIDEWALK
FFE
32.00 o0of
CI-AA1 '00�
GRT 30.50
INV OUT 27.73 24" HDPE EQUALIZATION
SEE DETAIL PIPE @ ELEV, 27.00
0% SLOPE
{TYP)/ 1� 2
INSTALL 15'
FFE SPILLWAY 0 29-25'
32.50
( Id 1005;
INSTALL APPROX. 26 LF 15- HDPE DR .,,.BERM EL. 30.50
13 32.5 0 0.50% INV OUT 27.60
INSTALL APPROX. 29 LF 15" 1
_X
HDPE DR 32.5 00.25%
CI-21 GRT 31.07PROPOSED F.E.S.
PROPOSED INFILTRATION INV OUT. 25.70'
INV OUT 27.04
BASIN 1 D--1
FFE
SEE DETAIL 4
32.50
CI-22
GRT 31.04
;' _ .\ ; :"�, AMENITY INV. IN 26.97-
INV OUT 26.97"' AREA
INSTALL APPROX. 33 —PROPOSED RIP RAP W/
J
INSTALL APPROX. LF 15" HDPE LEVEL SPREADER (TYP.)
LF 15" HDPE 32.5 0 0.48.,.• SEE DETAIL
32*5 0 0*52%
INV OUT 27.60 31 35,
FFE FFE
.7.10
DRAINAGE AREA BERM
32.5 31.75
1D-2 BOUNDARY 0 Z�1' LANDSCAPED EL 0 28.75'
ISLAND 'f /
CI-AA5
INSTALL APPROX. 132 LF 15";, _N GRT 28.00
HDPE DR 32.5 0 0.70%; INV IN 25.81 2
_IC 31.35",
INV OUT 25.81
C 30 85' (TYP.) SEE DETAIL \,C.7.12 C.7.12
2' CONCRETE
CURB AND GUTTER• INSTALL APPROX. 26 LF 15"
(TYP) HDPE DR 32.5 0 0.50%
SEE DETAI 6 CI-AA2
I GRT 30.55
r GRT 30.75 a
\C.7.1 0
INV IN 27.73
/\�_
FFE
INV IN 26.05, INSTALL APPROX.
INV OUT 27.73 INV OUT 26.04 15 LF 15"
__1c I Nu HDPE DR 32.5
CI-AA3 00.47%
GRT 30.60 INV OUT 25.61
INV OUT 27.89
5' SIDEWALK (TYP.)- (TYP.) 29.50'
i 4 SEE DETA . I '/
4 SEE DETAIL( 2
INSTALL 15'
SPILLWAY ® 27.75'
FFE INSTALL APPROX,134 5.25'
CI-AA6
31 0 LF 15" HDPE DR JB-4.
32.5 0 0.25% GRT 28.00 <
GRT '1-71 INV IN 25.68
R INV IN 6
LANDSCAPED CI �0,
CIRCLE 2 /jINV OUT 25.68
op) INV OUT 26.00 28.5y-
26' ASPHALT ROAD (RADIUS 65.0 (LOGGERHEAD BLVD ONLY.)
TIL
SEE DETAIL AND WA Y_ /
2VALLEY CURB
X PROPOSED INFILTRATION SEE DETAIL
BASIN 1D-2
FFE SEE DETAIL 3
31.50 C.7.8 INSTALL APPROX. 63-,-,(.%
ZZ ASPHALT LF 15" HDPE DR
ROAD QFY::�� CI-AA4 32.5 @ 0.49%
50'DETAIL-__11 i_"
SCALE SEE -
GRT 29.00
Co
50 5 INV OUT 26.12
50 0
C.7.9
(TYP
SCALE OF MAP MAY VARY E AREA 1D
DUE TO METHODS OF REPRODUCTION. DRAINAG-
INFILTRATION DAQI
PROPOSED14 1 r_% I
r'A A ell K 1 4 A ri
PROPOSED INFILTRATION
BASIN
PROPOSED INFILTRATION 1 rN 1_1
PROPOSED INFILTRATION
BASIN 1D-1 N
I' . -I L I n
PROPOSED I t-IL AIIUN 1:51A A r_1
50
j
V�4­
-7 A_
p. . . . . .
20' RESTRICTIVE ACCESS EASEMENT
FOR POND MAINTENANCE
-qP
404
WETLANDS
_c
cl)
0
cz
PROPOSED INFILTRATION
BASIN 1A-2
PROPOSED 49.5 LF ALUMINUM
TTOMLESS CULVERT TO MATCH SEE DETAIL a2- c:
'XISTING BOTTOM ELEVATIONS. C.7.7
SEE DETAIL � % CO-3
2 INV 31.50 V06 FUTURE COMMERCIAL AREA
INSTALL 15'
1% SEE GENERAL NOTE 15
C - �79 SPILLWAY 0 31.25'
/ jf
34
c
CIV 0)
Ll :3
33
TOP OF BERM 0
PROPOSED ELEVATED L
CONCRETE SIDEWALK
BRIDGE (5 LF)
cf)
INSTALL APPROX. 76 L.F. X c
{TYP) i /; /11 1 i .
SEE DETAIL co-i e, 0' 30" RCP AT 0.25% 0
INV 31.00 _P: 31.90*--`
0
PROPOSED INFILTRATION N v-r.,, f CO-4
BBASIN1A I HP: ,
INV 30.00 PROPOSED INFILTRATION
SEE DETAI
(JA BASIN 1A-3
C.7.7
EXISTING 24" ROP CULVERT SEE DETAIL 3
C.
CO-2 A
:3-'TOP OFBERM INV 31.00 "' \
EL. 0 32.75'
NC ( ENTRANCE SIGN TOP OF BERM
,
INSTALL 15'_�--l- (16 SF) Ap'qWr 21, EL. @ 32.25'
VA. fCow ) MATC!f MATCH SPILLWAY 0 31.75' 31.75'
EXISTING yEXISTING
362' PROPOSED RIP RAP W/
PROPOSED YARD INLET LEVEL SPREADER (TYP.)
3145
GRATE 29.87 SEE DETAIL
36 6� 5
INV. 25.88
30.95'
SEE DETAIL 30.45'�_
(TYP.)
30.25'--- INSTALL 15'
TC 31
. ................ SPILLWAY @ 31.25'
py G 30.82'
30.62'
INSTALL APPROX. 115 L.F. ENTRANCE'
OF 30" HDPE AT 0.25% k�_ (16 SF)
(TYP.)
INSTALL APPROX. 197 L.F.
OF 36" HDPE AT 0.25%
(TYP.)
PROPOSED ELEVATED
-C 31.76'
CONCRETE SIDEWALK
BRIDGE (5 LF) (TYP) HP
PROPOSED CURB 11��ET
G 31.26'
GRATE 30.40'�­
I SEE DETAIL
INV. 25.63' sr
SCALE: 1 ')U PROPOSED CURB
SEE DETAIL
GRAIL, 30
50' 0 50 (TYP.) ( 2 '_ ' _' I '­ _­___ -, �_ PROPOSED YARD IN
1, INV. 21�1 GRATE 29.30
W5
INV. 24.97
�fv 30.2.5'
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION. nR A INI ArF ARE A 1 A_
Iq
DRAINAGE AREA
1A-1
DATA
TOTAL AREA
0,69 ACRES
IMPERVIOUS AREA
G25 ACRES
PERCENT IMPERVIOUS
37%
VOLUME 4.5" RAINFALL
4,283 CU.FT.
BASIN VOLUME
4,879 CU.FT.
DRAINAGE AREA
1A-2
DATA
TOTAL AREA
0.38 ACRES
IMPERVIOUS AREA
0.16 ACRES
PERCENT IMPERVIOUS
42%
VOLUME 4.5" RAINFALL
2,629 CU.FT.
BASIN VOLUME
3,331 CU.FT.
DRAINAGE AREA
1A-3
FDATA
TOTAL AREA
0.16 ACRES
IMPERVIOUS AREA
0.05 ACRES
PERCENT IMPERVIOUS
; 4%
VOLUME 4.5" RAINFALL
929 CU.FT.
BASIN VOLUME
1,757 CU.FT.
DRAINAGE AREA
1D-1
DATA
TOTAL AREA
0.89 ACRES
IMPERVIOUS AREA
0.48 ACRES
PERCENT IMPERVIOUS
53%
VOLUME 4.5" RAINFALL
7,739 CU.FT.
BASIN VOLUME
7,887 CU.FT.
DRAINAGE AREA
1D-2
DATA
TOTAL AREA
2.07 ACRES
IMPERVIOUS AREA
0.98 ACRES
PERCENT IMPERVIOUS
47%
VOLUME 4.5" RAINFALL
16,142 CU.FT.
BASIN VOLUME
17,335 CU.FT.
GENEBAL
(1)
NOTES:
TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. RIGGS AND
H
TE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS
ASSOCIATES, P.L.S.# L-2981. INFORMATION PROVIDED FOR ENGINEERING DESIGN
SHALL BE CONSTRUCTED IN ACCORDANCE NTH THE SEDIMENT &
PURPOSE ONLY. NOT FOR RECORDATION.
EROSION CONTROL PLAN APPROVED BY THE NORTH CAROLINA
(2)
ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN FIELD APPROVED BY
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES.
THE ARMY CORPS OF ENGINEERS ON NOVEMBER 23, 2005 (FINAL APPROVAL
f
ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973
PENDING).
(NORTH CAROLiNA GENERAL STATUTE 113A 51-66) THIS PROJECT IS
(3)
CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE COMMENCING
SUBJECT TO AN APPROVED SEDIMENTATION AND EROSION CONTROL
CONSTRUCTION.
PLAN. THE CONTRACTOR SHALL ADHERE TO ALL OF THE CONDITIONS
(4)
CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE MATERIALS GENERATED
SET FORTH IN THE APPROVED PLAN, AS PRESCRIBED BY NCDENR. A
THROUGH DEMOLITION AND GRUBBING ACTIVITIES SHOWN.
COPY OF THE APPROVED SEDIMENTATION AND EROSION CONTROL PLAN
(5)
SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR THIS CONSTRUCTION
SHALL BE DISPLAYED AT THE JOB SITE AT ALL TIMES.
SITE, AT LEAST ONE FOOT (1') FROM WETLANDS
8)
ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESS OTHERWISE
(6)
CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F. INTERVALS ALONG
NOTED ON PLANS.
EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER
SEDIMENT FENCING.
THAN 2:1. SOD SHALL BE USED FOR ALL SLOPES FLATTER THAN 2:1.
(7)
ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED WITHIN 15
`2-1`
FINISHED FLOOR ELEVATION (FFE) IDENTIFIED ON THE PLAN IS
(8)
CALENDAR DAYS OF GRADING ACTIVITIES.
WATER, SEWER, AND STORMWATER PIPES TO BE INSTALLED IN TRENCHES ACCORDING
INDICATIVE OF COMPACTED PAD GRADE TO WHICH 2"-4" OF TOP
TO STANDARD SPECIFICATIONS AND DETAILS ON SHEETS C.7.1, C.7.6 AND C.7.10.
SOIL WILL BE ADDED. SEE DETAIL 5/C.7.11.
(9)
LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID
21
CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN
ACCORDANCE WITH M.U.T.C.D.
AT LEAST TEN k I ) FEET I LATERALLY FROM VIVI EXISTING OR PROPOSED SEWERS, Vfil_r_,>S
LOCAL CONDITIONS OR BARRIERS PREVENT A TEN (10) FOOT LATERAL SEPARATION
-- IN WHICH CASE:
(A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION ON
THE BOTTOM OF THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE
(.�01 STRUCTION EU EIN CE_
TOP OF SEWER; OR
(B) THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE
PERFORM CONSTR.UCTION STAKE OUT.
WATER MAIN LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED EARTH,
AND WITH THE ELEVATION OF THE BOTTOM OF THE WATER MAIN AT LEAST
INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE.
EIGHTEEN(18) INCHES ABOVE THE TOP OF SEWER.
3. CLEAR SITE, BUT DO NOT GRUB.
(10)
CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR A WATER
4. INSTALL ALL EROSION AND SEDIMENT CONTROL
MAIN TO CROSS OVER A SEWER, THE WATER MAIN SHALL BE LAID AT SUCH AN
MEASURES.
ELEVATION THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST EIGHTEEN (18)
5. GRUB SITE.
INCHES ABOVE THE TOP OF THE SEWER, UNLESS LOCAL CONDITIONS OR BARRIERS
6. CONSTRUCT SEDIMENT BASINS.
PREVENT AN EIGHTEEN (18) INCH SEPARATION -- IN WHICH CASE, BOTH THE
COMMENCE ROUGH GRADING OF THE SITE.
WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND
8. INSTALL STORMWATER MANAGEMENT DEVICES.
WITH JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE
9. CONSTRUCT SEWER COLLECTION SYSTEM.
OF TEN (10) FEET ON EACH SIDE OF THE CROSSING.
10. CONSTRUCT WATER SYSTEM.
(11)
CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A
I1. ROUGH GRADE THE SITE.
WATER MAIN TO CROSS UNDER A SEWER, BOTH THE WATER MAIN AND THE SEWER
SHAPE SHOULDERS AND CUT AND FILL SLOPES.
SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO
13.SCARIFY, SEED, FERTILIZE AND MULCH ALL DISTURBED
WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE
AREAS.
POINT(S) OF CROSSING. A SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT
14.INSTALL DRY UTILITIES (ELECTRICAL, FIBER-OPTIC, CABLE,
THE POINT OF CROSSING.
PHONEETC
(12)
SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24- SEPARATION FROM
,).
BOTTOM OF STORMWATER PIPE AND TOP OF SEWER PIPE.
15.RE-SCARIFY, RE -SEED, RE -FERTILIZE AND MULCH ALL
DISTURBED
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_40
�
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4
(13) ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS T BE DIRECTED TO RI HT -OF -WA mrxr-m. z Of z
OR TO YARD INLET OR OTHER STORMWATER COLLECTION DEVICES) FOR EVENTUAL 16.CONSTRUCT ROADBED BASE COURSE AND INTERMEDIATE 0 0 0 0% i-"-
U- F- *0
DISCHARGE TO INFILTRATION BASIN. ASPHALT COURSE. (n f 0 �.) Z. 0
1-7 ui 0 (14) FOR MAXIMUM ALLOWABLE BUILT-UPONTABLEA AREA VLN LOT btt TABLE 3.1 ON SHEET 3.1 I. APPLY MKIA1 ASPHALT _r COURSE. ow
U)
AND TABLE 5.5 ON SHEET 5.5. 18. AFTER DISTURBED AREAS ARE STABILIZED N_j<TH
< LJLJ
(15) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS DOES NOT VEGETATION, THE CONTRACTOR SHALL RETURN TO THE zz _j z
INCLUDE ANY RUNOFF FROM IMPERVIOUS SURFACE ASSOCIATED WITH THE FUTURE SITE AND REMOVE ALL TEMPORARY EROSION CONTROL u_wo
COMMERCIAL AREA. A PERMIT MODIFICATION WILL BE NECESSARY PRIOR TO MEASURES. cr_ 0
CONSTRUCTING ANY ADDITIONAL IMPERVIOUS SURFACE.

PHASE
2 SPECIFICATIONS
YARD
INLETS
(YI)
2
JUNCTION
BOXES (JB)
3
CURB
INLETS
(CI)
15
12"
HDPE
DR
32.5
50
L. F.
15"
HDPE
DR
32.5
113
L. F.
18"
HDPE
DR
32.5
981
L. F.
24"
HDPE
DR
32.5
59
L. F.
30
HDPE
DR
32.5
297
L. F.
36
L
HDPE
DR
32.5
919
L. F.
woo
404 WETLANDS
O FFE
31.50
LP: 30.20
CI-41 -
48
FFE
31.5vkcb
INSTALL APPROX. 25 LF 15
HDPE DR 32.5 @ 0.24%
-w-l" ................ ;;;�� S� \
404 WETLANDS
SCALE: 1 50'
50' 0 50
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
\\FFE,---
32.50v�D
HP:-i'l.37
JOHN MARK BALDRIDGE
DB 2368, Pg. 145
PIN: 4225-79-6001-0000
OFF N/S 210 PL 4/55 J3
10' DRAINAGE EASEMENT (TYP.)
(CENTERED ON PIPE) v--LP:30.21 CI-39
Cl 8
ti
FFE
FFE�A�D (31.50
32.5 \111�
INSTALL YARD INLET
CI-40 JYP.) SEE DETAIL 4
I i C.7.1
E
dL VD 0
CI--2
SEE SHEET C.5.2 0
Rf
INSTALL APPROX. 59 LF
24" HDPE DR 32.5 @. 0.50%
cm
INSTALL CONCRETE
co
"--DRIVEWAY APRON FOR
c�
ACCESS TO 0)
LODGEHALL RD.
22' ASPHALT
ROAD (TYP.) c
cl)
SEE DETAIL CO _0
a) (3)
c
HP: 32.28 z
C
5' SIDEWALK (TYP.)
co
SEE DETAIL
ci
0)
cm
(D
4-4
2' VALLEY CURB (TYP.) c N
SEE DETAIL
c�
ri
0 2 U-
EXISTING DRAINAGE
0
DITCH (TO BE ABANDONED cl) z
AND FILLED) c
cf)
0 V_
INSTALL APPROX. 364 0-
LF 36" HDPE @ 0.29% 0
0
0
ca
CI-28
INSTALL APPROX. 127 LF 18'
INSTALL APPROX. 208 LF 36 LP: 30.99
HDPE DR 32.5 @ 0.25%
YI--3
HDPE DR 32.5 @ 0.25% ss
YI-2 CI-31
low
INSTALL APPROX. 26 LF 36
77T
7IT
APPROX. 297 LF 30'
INSTALL
8
INSTALL. APPROX. 209 LF 18 HDPE DR 32.5 @ 0.25%
HDPE DR 32.5 @ 0.25% A FFE
x� 1 (79 - FFE I
% FFE FFE FFE 51.50 (42.50
FFE 11. 50
2.5� TFE
31.50 1.50
-ALL APPROX. 114 LF 18 FFE 32.50 INSI
32.50 INSTALL APPROX. 115 LF 18 _H')PE DR 32.5 @ 0.25%
HDPE DR 32.5 @ 0.25%
CI-33 HP: 3 -
CI-37 1.34
Tlevc
_0 eA
LP: 30.19to
s qvr ffT
BEFORE YOU DIG 1
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
IT'S THE LAW 1
HP: 31.36
ALL
ROA
INSTALL 18" PRE -CAST F.E.S. (TYP)
JB-6 INV = 26.64 ----------
CENTERED ON EXISTING JB--5
DRAINAGE DITCH CENTERED ON EXISTING DRAINAGE DITCH
INV. IN 27.34 CONNECT TO CULVERT AS SHOWN
INV. OUT 27.34 INV. IN 26.64
INV. OUT 26.64
STEPHEN ROSS JUSTICE, Jr. INSTALL APPROX, 140
DB 2347, Pg. 072 INSTALL 18 PRE -CAST FES LF 18" HDPE DR 32.5
PIN: 4225-78-6767-0000 INV. IN = 27.34 @ 0. 5_10%
LOT A PB 32, Pg. 132
APPROX, LOCATION
INSTALL CURB INLET EXISTING DRAINAGE DITCH
(TYP.) SEE DETAIL
rl r2 r2
�7"3 DAVID WILSON JUSTICE, Sr.
DB 1522, Pg. 118 INSTALL APPROX. 140 LF
PIN: 4225-78-7489-0000 18" HDPE DR 32.5 @ 0.507,
LOT B - PB 32, Pg. 132 JB-7
INSTALL APPROX. 25 LF 12" CENTERED ON EXISTING
EXISTING DRAINAGE
HDPE DR 32.5 @ 1.0% DRAINAGE DITCH
DITCH (TO REMAIN IN PLACE)
INV. IN = 28.04
/-LP- 30.21 INV. OUT = 28.04 ''
HP: 31.42 18" PRE -CAST F.E.S. (TYP)
INV = 28.04
ss
INSTALL APPROX. 41 LF 36
wn[DF np 7�0 r-1 nrl A
CI-35
CI-314 INSTALL APPROX. 136 LF 18"' CI-30 CI-27
INSTALL APPROX. 25 LF 12' HDPE DR 32.5 @ 0.25%
INSTALL APPROX. 280 LF 36
HDPE DR 32.5 @ 0.25%
HDPE DR 32.5 @ 0.24%
66
FFE FFE u CROSSWALK
68 'C31.50 FFE @9 (TYP.)
(32.56
FFE FFE8 S1.50 FFE' SEE DETAIL r8
�31.5q 32.5
(32.50.'VC-7-15
IHP:31.31�
HP: li 0
CI-36 CI-32
PHASE 2-PROPOSED IMPERVIOUS AREA
V
.............. - - - - -
PHASE 2 DRAINAGE AREA DATA
TOTAL DRAINAGE AREA
8.90 ACRES
IMPERVIOUS AREA
4.53 ACRES
PERCENT IMPERVIOUS
51.0%
VOLUME 1.5" RAINFALL
24,615 CU. FT.
INFILTRATION BASIN _113
DATA
VOLUME PHASE 1 1.5" RAINFALL
18,323 CU. FT.
VOLUME PHASE 2 1.5" RAINFALL
24,623 CU. FT.
TOTAL VOLUME 1.5" RAINFALL
42,946 CU. FT.
(PHASE 1 AND 2)
VOLUME INFILTRATION BASIN 1B
56,449 CU. FT.
*NOTE: ALL STORMWATER RUNOFF GENERATED FROM PHASE 2
WILL BE COLLECTED IN THE ABOVE
SHOWN STORMWATER
COLLECTION SYSTEM AND DIRECTED
TO INFILTRATION BASIN 113.
SEE SHEETS C.5.2 AND C.7.8.
HDPE DR 32.5 @ 0.24%
FFE FFE
"31.50 FFE FFE
FFE 1.50
31.50 31.50 31.50
............. ..
INLET DATA (IN FEET)
INLET
RIM
INV IN
INV OUT
CI-27
30.50
24.62
24.62
CI-28
30.50
24.36
24.36
CI-29
30.00
-
26.89
CI-30
30.00
25.29
25.29
CI-31
30-00
25.39 (YI-3)
26.51 (CI-29)
25.39
CI-32'
30.00
-
27.31
CI-33
30.00
27.09
27.09
CI-34
30.00
27.08
27.08
CI-35
30.00
-
27.33
CI-36
30.00
-
27.75
CI-37
30.00
27.69
27.69
CI-38
30.00
27.64
27.64
CI-39
30.00
-
27.70
CI-40
30.00
27.17
27.17
CI-41
30.00
-
27.23
YI-3
29.90
26.81 (CI-33)
26.74 (CI-34)
25.91 (Y 1-2)
25.91
YI-2
29.90
27.40 (CI-37)
27.32 (CI-38)
26.65 (CI-40)
26.65
CI-2
30.30
26.91 (CI-1)
23.32 (CI-28),
23.32
014
LP: 30-1 95�� INSTALL APPROX. 25 LF 15
/ HDPE DR 32.5 @ 0.88%
A� I
FFE
2.50
32
HP: 32.35 / ��
CI-29 CROSSWALK
Y
LP: 30.3 SEE DETAILrB
C.7.1
FFE
32.50
INSTALL APPROX. 38 LF 15
HDPE DR 32.5 @ 1.0%
404
WETLANDS
HDPE DR 32.5 @ 1.00%
i�ble 5.5 MAXIMUM IMPERVIOUS SURFACE AREAS
FOR PHASE 2 RESIDENTIAL LOTS
MAXIMUM
IMPERVIOUS
IMPERVIOUS
J SURFACE LOT
SURFACE AREA
INvi [3 R I AREA (S Q F T -NUMBER
(S Q. FT.)
4,176
60
4,189
47
61
4,187
/48
4,149
62
4,189
4)226
63
4,187
4,1145
64
4,195
50
4,152
65
4,187
5 5 2
4,15-1,
66
4,187
4,151
67
4,187
68
4,187
54
4,15 1
4,147
69
4,183
4,166
70
4,186
57
71
4,186
58
4,213
'72
4232
4,25-3
4,289
AVGSQ. FT.PER L01"IS4,185SO. F'r.
(117,181 SO- FT, /28 LOTS
= 4,185 SQ. FT
F_� 2" -1-0 [AL BUA FOR EACH 1-0-1- INCLUDES 551 X
BUILDING ENVELOPE, PLUS 18'
WIDE DRIVEWAY
L.EflG_FHS), PLUS SECTION OF DRIVEWAY
�li,!IIIIN RaVv' (126 to 164 SF,
DEPFNDIN(.' ON
L_ UNLESS OTHERWISE
)CATION Ill PHASE 2),
AND CURB ARE NOT
If L) _-D.SlI_FWALKS
lN'(3LUDED IN BUA
GENERAL NOTES:
(1)
TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. RIGGS
(11)
CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS
AND ASSOCIATES, P.L.S.# L-2981. INFORMATION PROVIDED FOR
NECESSARY FOR A WATER MAIN TO CROSS UNDER A SEWER, BOTH
ENGINEERING DESIGN PURPOSE ONLY. NOT FOR RECORDATION.
THE WATER MAIN AND THE SEWER SHALL BE CONSTRUCTED OF
(2)
ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN FIELD
FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO WATER MAIN
APPROVED BY THE ARMY CORPS OF ENGINEERS ON NOVEMBER '93,
STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF
CONSTRUCTION SEQUENCE
2005 (FINAL APPROVAL PENDING).
THE POINT(S) OF CROSSING. A SECTION OF WATER MAIN PIPE SHALL
(3)
CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE
BE CENTERED AT THE POINT OF CROSSING.
1. PERFORM CONSTRUCTION STAK'L' OUT.
COMMENCING CONSTRUCTION.
(12)
SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24-
2. INSTALL TEMPORARY GRAVEL C,,,)NSTRUCTION
(4)
CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE
SEPARATION FROM BOTTOM OF STORMWATER PIPE AND TOP OF
ENTRANCE.
MATERIALS GENERATED THROUGH DEMOLITION AND GRUBBING
SEWER PIPE.
3. CLEAR SITE, BUT DO NOT GRUB.
ACTIVITIES SHOWN.
(13)
ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO BE DIRECTED TO
4. INSTALL ALL EROSION AND SEDIMENT CONTROL
(5)
SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR THIS
RIGHT-OF-WAY, OR TO YARD INLET (OR OTHER STORMWATER
MEASURES.
CONSTRUCTION SITE, AT LEAST ONE FOOT (1') FROM WETLANDS
COLLECTION DEVICES) FOR EVENTUAL DISCHARGE TO INFILTRATION
5. GRUB SITE.
(6)
CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F.
BASIN.
6. CONSTRUCT SEDIMENT BASINS,
INTERVALS ALONG SEDIMENT FENCING.
(14)
FOR MAXIMUM ALLOWABLE BUILT -UPON AREA PER LOT SEE TABLE
7. COMMENCE ROUGH GRADING O'F THE SITE.
(7)
ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHE)
5.5 ON SHEET 5.5.
8. INSTALL STORMWATER MANAGEMENT DEVICES.
WITHIN 15 CALENDAR DAYS OF GRADING ACTIVITIES.
(15)
THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS
(8)
WATER, SEWER, AND STORMWATER PIPES TO BE INSTALLED IN
DOES NOT INCLUDE ANY RUNOFF FROM IMPERVIOUS SURFACE
9. CONSTRUCT SEWER COLLEC-n0Nf SYSTEM.
TRENCHES ACCORDING TO STANDARD SPECIFICATIONS AND DETALS
ASSOCIATED WITH THE FUTURE COMMERCIAL AREA. A PERMIT
10.CONSTRUCT WATER SYSTEM.
ON SHEETS C.7.1 AND C.7.6.
MODIFICATION WILL BE NECESSARY PRIOR TO CONSTRUCTING ANY
11. ROUGH GRADE THE SITE.
(9)
LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS
ADDITIONAL IMPERVIOUS SURFACE.
12. SHAPE SHOULDERS AND CUT AND FILL SLOPES.
SHALL BE LAID AT LEAST TEN (10) FEET LATERALLY FROM EXISTING
(16)
THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS
13.SCARIFY, SEED, FERTILIZE AND MULCH ALL
OR PROPOSED SEWERS, UNLESS LOCAL CONDITIONS OR BARRIER
SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SEDIMENT &
DISTURBED AREAS.
PREVENT A TEN (10) FOOT LATERAL SEPARATION -- IN WHICHCASE:
EROSION CONTROL PLAN APPROVED BY THE NORTH CAROLINA
14ANSTALL DRY UTILITIES (ELECI[R!CAL,
(A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH TIE
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES.
FIBER-OPTIC, CABLE, PHONE, ETC.).
ELEVATION ON THE BOTTOM OF THE WATER MAIN AT LEAS
(17)
ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF
15.RE-SCARIFY, RE -SEED, RP---FFRTIL-IZE AND
EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER; OR
1973 (NORTH CAROLINA GENERAL STATUTE 113A 51-66) THIS
MULCH ALL DISTURBED AREA.
(B) THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER
PROJECT IS SUBJECT TO AN APPROVED SEDIMENTATION AND EROSION
CONTROL PLAN. THE CONTRACTOR SHALL ADHERE TO ALL OF THE
16.CONSTRUCT ROADBED BASE COURSE AND
WITH THE WATER MAIN LOCATED AT ONE SIDE ON A BENCi OF
CONDITIONS SET FORTH IN THE APPROVED PLAN, AS PRESCRIBED BY
INTERMEDIATE ASPHALT COURSE-..
UNDISTURBED EARTH, AND WITH THE ELEVATION OF THE BOTTOM
NCDENR. A COPY OF THE APPROVED SEDIMENTATION AND EROSION
17.APPLY FINAL ASPHALT COURSE.
OF THE WATER MAIN AT LEAST EIGHTEEN(18) INCHES ABODE THE
CONTROL PLAN SHALL BE DISPLAYED AT THE JOB SITE AT ALL TIMES.
18. AFTER DISTURBED AREAS ARE STABILIZED WITH
TOP OF SEWER.
(18)
ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESS
VEGETATION, THE CONTRACTOR SHALL RETURN
(10)
CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR
OTHERWISE NOTED ON PLANS.
TO THE SITE AND REMOVE At'
REMOVE TEMPORARY
A WATER MAIN TO CROSS OVER A SEWER, THE WATER MAIN SHALL BE
(19)
EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER
. .1-1.
EROSION CONTROL MEASURE's.
LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATR MAIN
THAN 2:1. SOD SHALL BE USED FOR ALL SLOPES FLATTER THAN 2:1.
IS AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF THE <EWER,
(20)
FINISHED FLOOR ELEVATION (FIFE) IDENTIFIED ON THE PLAN IS
UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT AN EIGHTEEN (18)
INDICATIVE OF COMPACTED PAD GRADE TO WHICH 2"-4" OF TOP
INCH SEPARATION -- IN WHICH CASE, BOTH THE WATER MAIM AND
SOIL WILL BE ADDED. SEE DETAIL 5/C.7.11.
SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH
JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FCR A
(21)
CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN
DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE CROSSING
ACCORDANCE WITH M.U.T.C.D.
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LEVEL SPREADER
SEE DETAIL 5/C.7.10
t-%l Inn f'%[ I-r
SPILLWAY EL. 31.75
3:1 SLOPE MAX.
100 YR STORM EL. = 31.27
APPROXIMATE SEASONAL HIGH WATER TABLE ELEVATION = 29.00
, I I III- '1 112
INFIL. BASIN 1A-1
BOTTOM: 31.00
SECTION Al —Al
INFILTRATION BASIN 1A-1 DETAIL
DETAIL -,
SCALE: NOT TO SCALE C. 77
APPROX. 33'
APPROX. 837
BOTTOM EL. 30.00
100 YR. STORM EL. 30-17
---32
RIP RAP
CURB CUT
�blm EL. 32.25
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SCALE: 1" =30'
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A
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SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
FREVISION 6
EL
;6A - REVISED INFILTRATION BASIN 1D-
D RA I k*, 8&-*
SCALE: 1" = 30'
300 30'
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
PLAN SPILLWAY EL. 31-25
3:1 SLOPE MAX.
100 YR STORM EL. = 30.17
21
'APPROXIMATE SEASONAL HIGH WATER TABLE ELEVATION 28.00
-
INFIL. BASIN 1A-3
BOTTOM: 30.00
SECTION A3—A3,
INFILTRATION BASIN 1A-3 DETAIL
DETAIL r7� -1
SCALE: NOT TO SCALE C.7.7j
BOTTOM
100 YR. STORM
lfffmrl�.,
CURB CUT
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PLAN
SPILDVAY EL. 31.25
3:1 SLOPE MAX.
100 YR STORM EL. = 30.41
- — ---------
�7__ -A APPROXIMATE SEASONAL HIGH WAiER TABLE ELEVATION = 28.00
---- - ---------
INFIL. BASIN 1A-2
BOTTOM: 30.00
.SECTION A2—A2
INFILTRATION BASIN 1A-21 DETAIL
DETAIL 2 �,
.
SCALE: NOT TO SCALE CC. 7,
3:1 SLOPE MAX.
FG: 30.75
100 YR STORM EL. = 27.82 �'�
I
SCALE: 1" =30'
0 30
SCALE OF MAP MAY VARY
TO METHODS UT
UuL_ UUJ OF REPRODUCTION.
15' SPILLWAY 0 EL. 30-25
]_�APPROXIMATE SEASONAL HIGH WATER TABLE ELEVATION = 24.00
INFIL. BASIN 1D-1
RIP RAP BOTTOM: 27.00
SEE DETAIL 5/C.7.10 SECTION Dl—Dl
INFILTRATION BASIN 1D-1 DETAIL
DETAIL
SCALE: NOT TO SCALE kC.7.71
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BOTTOM EL. 21.00
100 YR. STORM EL. 26.05
I
SCALE: 1" = 20'
20' o' 20'
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
FROM COLLECTION -----..-
SYSTEM
BERM EL. 27.50
INV OUT
(BYPASS)
PLAN VIEW
15' SPILLWAY @ EL. 26.50
APPROX. 220'
APPROX. 115'
1�
BERM EL. 27.50
3:1 SLOPE MAX.
100 YR STORM EL. = 26.05 —
I-
- 2----- — APPROXIMATE SEASONAL HIGH WATER TABLE ELEVATION = 19.0
�77
RIP RAP W/ INFIL BASIN 113
LEVEL SPREADER BOTTOM: 21.00
42" FLARED SEE DETAIL 5/CJ.10
END SECTION
INV OUT 21.00
sECTioINI B—B
INFILTRATION BASIN 1 B DETAIL
DETAIL
SCALE: NOT TO SCALE
ABOVE GROUND INFILTRATION BASIN MAINTENANCE AGREEMENT
1. STORMWATER MANAGEMENT FACILITIES SHALL BE REGULARLY MAINTAINED TO ENSURE THEY FUNCTION AT DESIGN CAPACITY AND TO PREVENT
HEALTH HAZARDS ASSOCIATED WITH DEBRIS BUILDUP AND STAGNANT WATER. THE: PRIVATELY OWNED PORTION OF THE SYSTEM MUST BE
PRIVATELY MAINTAINED.
2. RESPONSIBILITY FOR OPERATION AND MAINTENANCE OF STORMWATER FACILITIES, INCLUDING PERIODIC REMOVAL AND DISPOSAL OF
ACCUMULATED PARTICULATE MATERIAL AND DEBRIS, BUT NOT LIMITED TO THE FOLLOWING: VISUAL INSPECTION OF ALL SYSTEM COMPONENTS
AT LEAST TWICE EACH YEAR; VACUUMING OF ALL STORM SEWER INLETS ONCE EVERY SIX MONTHS (FREQUENCY OF VACUUMING MAY BE
ADJUSTED TO ONCE A YEAR IF FIRST YEAR MAINTENANCE RECORDS INDICATE THAT SEDIMENT AND DEBRIS ACCUMULATION IS INSIGNIFICANT);
REVERSE FLUSHING AND VACUUMING IF SYSTEM INSPECTIONS INDICATE SIGNIFICANT ACCUMULATION OF SEDIMENT IN THE PIPES; AND PERIODIC
REMOVAL AND DISPOSAL OF OTHER MATERIAL AND DEBRIS, SHALL REMAIN WITH THE OWNER OR OWNERS OF THE PROPERTY, WITH PERMANENT
ARRANGEMENTS THAT SHALL PASS TO ANY SUCCESSIVE OWNER, UNLESS ASSUMED BY A GOVERNMENTAL AGENCY.
3. IN THE EVENT THAT THE FACILITY BECOMES A DANGER TO PUBLIC SAFETY OR PUBLIC HEALTH, OR IF IT IS IN NEED OF MAINTENANCE, THE
OWNER SHALL EFFECT SUCH MAINTENANCE AND REPAIR OF THE FACILITY IN A MANNER THAT IS APPROVED BY THE TOWNSHIP ENGINEER OR
HIS DESIGNEE. IF THE OWNER FAILS OR REFUSES TO PERFORM SUCH MAINTENANCE AND REPAIR, THE MUNICIPALITY MAY IMMEDIATELY
PROCEED TO DO SO IN ACCORDANCE WITH THE MAINTENANCE BOND.
ABOVE GROUND INFILTRATION BASIN MAINTENANCE AGREEMENT
DETAIL r4,
SCALE: NOT TO SCALE C.7.81
BOTTOM EL. 12.00
100 YR. STORM EL. 13.65
15' SPILLWAY @ EL. 14.75
X"-
p SCALE. 1" = 20' g
2a o,20
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
------------
.AS
APPROX. 240'
PLAN VIEW
U
3:1 SLOPE MAX.
BERM EL. 15.25
100 YR STORM EL. = 13.65
-----------
FROM
COLLECTI�O..N
SYSTEM
' APPROXIMATE SEASONAL HIGH I WATER I TABLE ELEVATION 10.0
77
RIP RAP INFIL. BASIN 1 C
INV OUT 30" FLARED SEE' DETAIL 5/C.7.10 BOTTOM: 12.00
(BYPASS) END SECTION SECTION C-C
INV OUT 12.00
INFILTRATION BASIN 1C DETAIL.
SCALE:
1 0 20
SCALE O MAP
k VARY
CUE TO METHODS OF REPRODUCTION.
r
DETAIL REVISION�
2 6A -REVISED INFILTRATION BASIN 1D-1
SCALE: NOT TO SCALE & g DRAINAGE AREA
APPROX. 242'
BOTTOM EL. 25.70
100 YR. STORM EL 26.47
CURB INLETS
@ 28.00
PLAN VIEW
� 3:1 �! OPE MAX. 15' SPILLWAY C�? EL 27.75
SZ 100 YR STORM EL. = 26.47
-I — 2APPROXIMATE SEASONAL HIGH WATER TABLE ELEVATION = 23.70
M coINFIL BASIN ?D -2
BOTTOM: 25.70
A
SECTION D2-0
a
INFILTRATION BASIN 1 D 2 DETAIL
DETAIL - r3 SCALE: NOT TO SCALE C.7.8
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24
12"
PARKING STRIP
(FINISH GRADE)
1 DROP
PROPOSED ROAD SURFACE o � � \ �
Q�
Tl> 9
7» p o o D D o\
/� /�\/�\/�\/�\/�\/�\/�\/�\/�\ \ \ \ \
6" OF SELECT FILL
// // // /
EXISTING SUBGRADE //\//� /�
GENERAL NOTES
1.) CONTROL JOINTS SHALL BE PLACED @ 10' INTERVALS UNLESS OTHERWISE
SPECIFIED BY ENGINEER, PLANS, OR SPECIFICATIONS.
2.) ALL CONTROL JOINTS SHALL BE FILLED WITH JOINT SEALER.
3.) EXPANSION /CONTRACTION JOINTS SHALL BE AT 90 FOOT INTERVALS, AND
ADJACENT TO ALL RIGID OBJECTS.
4.) ALL JOINTS SHALL MATCH LOCATIONS WITH JOINT IN ABUTTING SIDEWALK.
5.) CONCRETE SHALL ACHIEVE A MINIMUM 28 DAY YIELD STRENGTH AT 3,000
PSI.
VALLEY CURB DETAIL
DETAIL rT�
SCALE: NOT TO SCALE V _. �_7_ 9
SLOPE VARIES
3:1 MAX
EXISTING
SUBGRADE
ALUMINUM BOTTOMLESS CULVERT
W/ WING WALL (WING WALL
SHALL BE DESIGNED BY AND
BARE THE SEAL OF P.E. LICENSED
IN NORTH CAROLINA)
1.5' MIN.
DVI WWI UF F-A101.
STREAM (UNDISTURBED)
ROW
VARIES
ROW VARIES
24.00
19.00
15.00
13.00
2.00%
FT - BOS
FT - EOS
FT - BOC
FT - EOP
SLOPE,
low
SLOPE VARIES
3:1 MAX
SLOPE VARIES
3:1 MAX
ROW
17.00 FT
13.00 FT
11.00 FT
2.00%
7777xt i
VARIES Y_
- EOS
- BOC
- EOP
SLOPE
ROW VAPItElc-3
22.00 FT BOS
19.00 FT EOS
17.00 Fj' EOS
13.00 FT; BOC
11.00 F EOP
2.001% SLOPE
15.00 FT BOC
13.00 FT - EOP
2.00% SLOPE
5-0" CONCRETE SIDEWALK
5-0" CONCRETE SIDEWALK AT 2%, SEE DETAIL 4/C.7.11
AT 2%, SEE DETAIL 4/C.7.11 TYPICAL VALLEY CURB TYPICAL ROAD SECTION
SEE DETAIL 1/C.7.9 SEE DETAIL 3/C.7.9
NOTE:
TYPICAL ROADWAY SECTION TO BE APPLIED TO LOGGERHEAD BLVD.
BEGINNING AT THE INTERSECTION OF STOCKTON PLACE AND
LOGGERHEAD BLVD.
MOVING NORTH.
r1l v I- .
(1)
EOP =
EDGE
OF
PAVEMENT
(2)
BOC
= BACK
OF
CURB
(3)
EOS
= EDGE
OF
SIDEWALK
(4)
BOS
BACK
OF
SIDEWALK
TYPICAL ROADWAY SECTION - - (5) ROW = RIGHT OF WAY
PRIMARY SUBDIVISION ROADS/BOULEVARDS
DETAIL n
SCALE: NOT TO SCALE C.7.9/
r-lkllrflt-M ^r*jAr%r-
Ham,
ICRETE FOOTING
Z MANUFACTURER'S
--CIFICATIONS
(MIN. 4,000 PSI CONCRETE)
SLOPE VARIES
3:1 MAX
EXISTING 1, A
SUBGRADE Z5'-O" CONCRETE SIDEWALK
5-0" CONCRETE SIDEWALK AT 2%, SEE DETAIL 4/C.7.11
AT 2%, SEE DETAIL 4/C.7.11 TYPICAL VALLEY CURB TYPICAL ROAD SECTION
SEE DETAIL 1/C.7.9 SEE DETAIL 3/C.7.9
NOTES:
(1) EOP = EDGE OF PAVEMENT
(2) BOC = BACK OF CURB
TYPICAL ROADWAY SECTION (3) EOS EDGE OF SIDEWALK
(4) BOS BACK OF SIDEWALK
SECONDARY SUBDIVISION ROADS (5) ROW = RIGHT OF WAY
DETAIL r5�\
SCALE: NOT TO SCALE C. 7.9j
SLOPE VARIES
- 3:1 MAX
VARIES - EOS
15.00 FT - BOC
14.25 FT - EOP
2.00% SLOPE
ROW VARIES
VARIES - EOS
15.00 FT - B(
14.25 FT - E(
2.00% SLOPE
SLOPE VARIES
3:1 MAX -
EXISTING EXISTING
SUBGRADE SUBGRADE
5-0" CONCRETE SIDEWALK 5'-0" CONCRETE SIDEWALK
AT 2%, SEE DETAIL 4/C.7.11 TYPICAL 8" UPRIGHT CURB TYPICAL ROAD SECTION AT 2%, SEE DETAIL 4/C.7.11
SEE DETAIL 8/C.7.9 SEE [DETAIL 3/C.7.9 NOTES:
NOTE:
1) TYPICAL ROADWAY SECTION VARIES WITH CENTER LANDSCAPE ISLAND.
SEE PLAN VIEW FOR DIMENSIONS.
2) TYPICAL ROADWAY SECTION TO BE APPLIED TO LOGGERHEAD BLVD.
FROM NC 210 ENTRANCE TO INTERSECTION OF STOCKTON PLACE
(1) EOP = EDGE OF PAVEMENT
(2)
BOC
= BACK
OF
CURB
(3)
EOS =
EDGE
OF
SIDEWALK
(4)
BOS =
BACK
OF
SIDEWALK
(5)
ROW
= RIGHT
OF
WAY
TYPICAL ROADWAY SECTION - .
PRIMARY SUBDIVISION ROADS210 ENTRANCE
DETAIL
SCALE: NOT TO SCALE
1" SF 9.5A SURFACE COURSE
2 1/2" 1 19.0 B
6" AGGREGATE BASE COURSE (ABC)
OF 95% STANDARD PROCTOR
HE FILL -MAXIMUM 8" LIFTS AS REQUIRED
MAXIMUM DRY DENSITY
\/���/�j\/�\\/��\/� \/�j�
THIS SECTION REPRESENTS THE MOST
� �\/�\ �\ RESTRICTIVE PAVEMENT DESIGN SYSTEM.
FINAL PAVEMENT DESIGN SYSTEM TO BE
DETERMINED IN THE FIELD BASED ON
FIELD CONDITIONS.
MATERIALS SHALL MEET THE REQUIRED SECTIONS OF THE
NCDOT STANDARD SPECIFICATION FOR ROADS AND STRUCTURES.
LIGHT -DUTY ASPHALT PAVEMENT
DETAIL 3
SCALE: NOT TO SCALE
ROW VARIES
ROW VARIES
_j
L_ 0
22.00 FT __BOQ_
0 �
ly- 5
17.00 FT EOS
ui 0
I-
-
Z LL_
12.00 FT F-W'."
12.00 FT BOC
bj
<
SLOPE VARIES
10.00 FT . D__
10.00 FI EOP
3:1 MAX
\�\\\\\\{\\\\���;�������������
2.00% SLOPE
, �,
. r::.. _ .
2.00% SLOPE
REVERSE PAN
VALLEY CURB TYPICAL ROAD SECTION
SEE DETAIL 3/C.7.9
,TYPICAL ROADWAY SECTION
ONE-WAY TRAFFIC CIRCLES
DETAIL
6
SCALE: NOT TO SCALE
Ll-
0 Lij
I
0 (Y-
Q
EE �3_
Ld
�_ 0
Q
SLOPE VARIES XW3:1 MA
X I
5'-0"
CONCRETE SIDEWALK
AT 2%,
SEE DETAIL 4/C.7.11
-TYPICAL
VALLEY CURB
SEE DETAIL 1/C.7.9
NOTES:
(1) EOP =
EDGE OF PAVEMENT
(2) BOC
BACK OF CURB
(3) EOS
EDGE OF SIDEWALK
(4) BOS
= BACK OF SIDEWALK
(5) ROW
= RIGHT OF WAY
R -3/4 2" JOINT
R�/4)j SEALER
/� " PAVEMENT
SURFACE
PROPOSED
2"
GRADE ' /� /� 5.
/� //� 3,OOD PSI
\ . CONCRETE\/ r° ,
y
1/2" PREFORMED
X
BITUMINOUS JOINT FILLER
NOTES:
1. 1/2" PREFORMED EXPANSION JOINT FILLER, BITUMINOUS
TYPE, TO BE INSTALLED BETWEEN THE CURB AND ASPHALT
PAVEMENT. DEPTH OF FILLER STRIP EQUALS PAVEMENT
THICKNESS LESS 1/2
2. TRANSVERSE JOINTS 1/2" WIDE SHALL BE INSTALLED IN
THE CURB 20 FEET APART AND SHALL BE FILLED WITH
PREFORMED BITUMINOUS -IMPREGNATED FIBER JOINT
RECESSED 1/4" IN FROM FRONT FACE AND TOP OF CURB.
3. EXPANSION JOINTS THRU AND ADJACENT TO THE CURB
SHALL BE INCLUDED IN THE UNIT PRICE BID FOR CURB.
MOUNTABLE CURB
DETAIL
-_ _
SCALE: NOT TO SCALE C.7.91
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4: 1 SCOPE
VARIES TO TIE TO
1 S�OpE.
VARIES TO TIE TO
FINISH GRADE
NOTE:
(1) USE PENSACOLA BERMUDAGRASS
AS VEGETATED COVER
(2) USE WOVEN PAPER NET AS
CHANNEL LINER
VEGETATIVE FILTER
DETAIL
SCALE: NOT TO SCALE �,C.7.10
2$_0"
INVERT
LIGHT DUTY INLET GRATE
NOTES:
(1) ALL CONCRETE TO BE 3,000 P.S.I.
(2) ALL CATCH BASINS MORE THAN 3'-6" IN DEPTH SHALL HAVE
STEPS 12" ON CENTERS.
(3) ALL PIPE IN STORM DRAIN STRUCTURE SHALL BE STRUCK EVEN
WITH THE INSIDE WALL, GROUTED, AND BRUSHED SMOOTH.
(4) 4'-0° BOX TO USED FOR STORMWATER PIPES 12"-24" AND 5'-0"
BOX TO BE USED FOR STORMWATER PIPES GREATER 24" IN
DIAMETER.
STANDARD.- STORMWATER YARD INLET (YI)
DETAIL C�
SCALE: NOT TO SCALE C.7.1
FINISH GRADE
F_ w_
w
w
o Q
H
3'-0"
EXIST. GRADE MIN.
I I �j Ell Li - I I
6" LAYERS OF
HAND PLACED
COMPACTED BACKFILL
SEE SPECIFICATIONS
PROVIDE UNIFORM
AND CONTINUOUS
SUPPORT OF PIPE
BARREL BETWEEN
BELL HOLES
2'-0" MIN.
3,_0„
FINISHED GRADE
MIN.
EXIST. GRADE
TRENCH WALLS
\
MAY BE SLOPED
CONDUCTIVE TRACER TAPE
�,
0 VARIES
#57 WASHED STONE TO 1 /6TH
DIAMETER OF PIPE O.D.
HDPE
MINIMUM OF 4" OF NO.
57 WASHED STONE TO
BRING TO GRADE
NOTES:
1. SOIL FROM TRENCH SHALL BE PLACED TO ENSURE RUNOFF WILL RETURN 70 THE TRENCH.
2. GROUND COVER ABOVE TOP OF PROPOSED WATERLINE SHALL BE A MINIMUM OF 3'.
BEDDING FOR CLASS "C" HDPE PIPE
DETAIL n
SCALE: NOT TO SCALE
HUB END ON C
END SEC
SPIGOT El
INLET END SE(
x
L_
STEEL BA
PLAN
NATURAL GRADE
VARIES
RP RAP
_ AL _AL
2 2
00
.
LAYER OF FILTER FABRIC
NOTE: MINIMUM H = 2/3 PIPE
SECTION B-B
GENERAL NOTES:
1. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95% OR
GREATER.
2. SIDEWALLS SHALL EXTEND UP AS SHOWN ON THE PLANS BUT NOT
LESS THAN TWO THIRDS THE PIPE DIAMETER.
3. THERE SHALL BE NO OVERFALL FROM THE END OF THE APRON
TO THE: SURFACE OF THE RECEIVING CHANNEL. THE AREA TO BE
PAVED OR RIP RAPPED SHALL BE UNDERCUT SO THAT THE INVERT OF
THE APRON SHALL BE AT THE . SAME GRADE (FLUSH) WITH THE
SURFACE OF THE RECEIVING CHANNEL. THE APRON SHALL HAVE A
CUTOFF' OR TOE WALL AT THE DOWNSTREAM END.
4. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE
BOTTOM WIDTH OF THE RECEIVING CHANNEL.
5. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE
RECEIVING CHANNEL SHALL NOT BE ALLOWED.
6. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE
APRON WILL BE PERMITTED.
LEVEL SPREADER
RP
RAP APRON
REQUIREMENTS
OUTLET #
CLASS
L
I W THICKNESS
Dw/WEIGHT
Co--1
1
8'
6'
24"
5-200 LB.
CO-2
A
401
6'
12"
2"—Cs
CO-3
B
6'
m 6'
18"
5„_15p,
CO--4
A
4'
6'
12"
211_6„
1 B BASIN
2
10':>
10.5'
36"
25--250 LB.
113
BYPASS
1
8'
10.5'
24"
5-200 LB.
1 C (BASIN
&
BYPASS)
B
6'
7.5'
18"
5"-15"
1 C SWALE
A
8'
10'
12
2"--6"
1 D—CC
A
4'
6'
12)121?-6>,
1D--2
A
4'
4'
12"
2„_6►l
RIP RAP APRON FOR FLARED END SECTION
DETAIL n
SCALE: NOT TO SCALE C.7.1 Qj
BY --PASS
LINE
a.
Q
'4
BY—PASS
LINE
0
INFILTRATION
r) A C%1 A 1
FROM DRAINAGE
AREA
IIIlRiiTit� V
COVER M
w
SEWER
NOTES:
(1) THICKNESS OF CONCRETE TO BE 6" UNLESS
OTHERWISE STATED
INSTALL SOLID MANHOLE COVER
MARKED 'STORM SEWER'
RIM: A
BYPASS WEIR: B
INV. IN: C �
INV. OUT: D
BYPASS LINE
INV. OUT: E
INFILTRATION BASIN
_ SUMP: F �
12" WASHED A.B.C..
BASIN
INVERT ELEVATIONS
— -----
A
--,
---
1B
28.00
26.50
21.81
23.22 21.81
21.00
19.50
1 C
16.00
14.25
12.11
12.00 12..11
11.00
9.50
i i
•
SCALE: NOT TO SCALE
In
3"_ OR
I GENERAL NOTES:
1. 1 1 /2" OF 1-2 AND 4" OF A.B.C. TO BE USED IN PARKING AREAS.
2. 1 1 /2" OF I-2 AND 6" OF A.B.C. TO BE USED FOR PRIVATE DRIVES.
3. ALL CONCRETE TO BE 3600 P.S.I.
18" VERTICAL CUR
DETAIL 6
SCALE: NOT TO SCALE
0
U
1
33.
co
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0
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SHEET NO.
C. 7. 10
N
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�- uJ a ..ti••.............••��,.=

4" CONCRETE SIDEWALK
dd '•
ti 4 4 d A 4
CONCRETE SUPPORT a
BLOCK AFFIXED TO CONC.
CHANNEL WITH TYPE 'S'
MORTAR
(3Y2"X6"X5')
4" GRAVEL
NOTE: ALL CONCRETE SHALL
ACHIEVE MINIMUM 28--DAY,
YIELD STRENGTH OF 3,000 PSI
#4 REBAR @
i e)" n ('
3,500 PSI CONC.
5'
12" ( TYP. )
a a d 4. a
2„ Q,a 4 4 04. O o
4 d-
2" MIN. (TYP.) #4 REBAR @ 12" O.C. HORIZ.
SECTION A -A
CONCRETE SIDEWALK BRIDGE
DETAIL r7�
SCALE: NOT TO SCALE �C..11
F
EXPANSION/CONTRACTION
JOINT
E
A --- - OPTIONAL MANHOLE
it ,
E
r` GENERAL NOTES:
Now CHAMFER ALL EXPOSED CORNERS 1 " .
USE CLASS "B" C •NCRETE THROUGHOUT.
,
Q {ylT/
_
pw+-)li
`
OPTIONAL CONSTRUCTIt3N--MONULITHIC POUR, 2" KEYVV Y, OR
____---- f #4 BAR DOWELS AT 12" CENTERS AS DIRECTED BY THE ENGINEER,
., ,
USE FORMS TO CONSTRUCT THE BOTTOM SLAB.
cn
- CONCRETE IS T SLAB OF BOX Lu IF REINFORCED C0 t: ETE PIPE SE IN BASE 0 ,
FLL ADD TO BASE AS SHOWN ON STANDARD NO. 840.00 .
CL
PROVIDE ALL. JUNCTION BOXES OVER 3-6" IN DEPTH WITH STEPS
12" ON CENTERS IN ACCORDANCE WITH STD. NO. 640. 66 ,
C)
O
Ln
0
6 j
3"
3,, - } _. ..._._
ADJUST THE STEEL, CONCRETE AND BRICK
MASONRY QUANTITIES
C;
TO INCLUDE THE ADDITION OF THE MANHOLE
(I.E. DIAGONAL BARS
'
SEE STANDARD 840.54
SHORTENED AROUND OPENING IN TOP SLAB,
ADDITIONAL VARIABLE
FOR MANHOLE COVER
& FRAME "r4_13ARS "A"
HEIGHT BRICK MASONRY, OPENING IN TOP
SLAB.)
PLAN
_
OPTIONAL
�
SPACED 6"
C. TO C.
MAX. DEPTH OF THIS STRUCTURE FROM TOP
OF BOTTOM SLAB TO TOP
BRICK MAY BE USED
ELEVATION IS 12 FEET.
/-TO
ADJUST FRAME &
B" �F
COVER TO SURFACE
ELEVATION MAX, 1#4
BAR
1/
0
t
OUTLET PIPE
a
6ff
PIPE/ ,�: .. _ ..
SECTION
INLET
- -------- _...,
" C OR D - D
__D0WE.1L
SECTION X_
tf X 61
EXP. JOINT
SEE MUTE '_.3-w- DOWEL,,
SECTION -_Y
f 2 11 (V V0) imp
Oil rr)nn% W 199;1 RQTTPR
SECTIQNA-A
PAVEMENT
P.C.C. CURB
TYPE
8° UPRIGHT CONCRETE CURB
DETAIL �
SCALE: NOT TO SCALE
DIMENSIONS AND QUANTITIES FOR CONCRETE JUNCTION BOXES
DIMENSIONS OF BOX AND PIPE TUFF SLAG TOTAL
REIN ORCEMENT CUBIC YARDS �iUAf�TITIES DEDUCTIONS FOR ONE
DIMENSIONS BOX A
PIPE SSPAN'I[THHEIGiT3As "A" IN BOXAND SEAR RIPE GU.YDS,
f� TOPF B0TT0�9 � WALL t.6S . �'i�.} , YDS p R.C.
D A I B H NO. : LENGTH E F SLAB ,LAB IFT. OFF HIT. { REINF MIN.
,HT
12 2�-0f 2r_OPf 20-312 2` 9" 3'-O,t 3'-0 0.167 F 0.167 0.185 22 0.750 � 0,015 0.024
t
f , 2 r •' � {f � 2 r -3"
3 ` ( 2 P - 6 F* # 12
} 3, _ 0!'
� f - � re 3
-3 0.196 0.1196 1 0.204 24 0.902 0.023 0.036
18'' 2-6" I 2 ` - 6 . f 2' 9 . 14 3'- 3't I 3,F 3' 6 f ` 0.227 1 0.227 € 0.222 30 1.065 10.033 0.049
_........ ._._ M.. _
24" 31-O'' 3'_0r' 3' 3f E 16 1 3'-9}f 4`_0f' 4°-00,296 t 0.296 0.259 40 1.434 0.059 0.085
. f
30; _ +._ Q.092 C.1270,3`6318 I 4-344376 0,375 .1,860
36 f� 41- O,f 41- Or! 4' - 3 20 `. 5' 0,f 5 0.463 € 0.463 0.333 64 2.341 .132 0.178
_ _..._
! rq t 61 i 1 6 f 8 P!
42 t {a - ! 4 9 22 51- 3 f' 5' S' • 6" 0.560 t 0'-5 60 0,370 77 2,878 0,180 0.243
48" 5'-4' I 51- $' ;Y3ff 6t�4,d 6'-4" 0.743 0.743 0,407 111 3.623 0.235 0.317
5 _ 3 or 28
54" 51.100, j 5`-101' 5..928 � £` 7" 1 6' 1 Of. W 10,r 0.865 0.865 � 0.444 126 4.283 0.297 0.401
6D" 6` . 6�' �.. 61
6rr ► � „ 30 7` 3 ` I 7f B" 7 6" 1.042 € 1.042 0.481 145 5.090 0.367 0.495
,f f „ rr " '- ,210 , r f� 4 _._.. 21 O _ 0.518169 5.917 0,444
♦ 8�9
66
- s 1 - ?A t-its_
CONCRETE JUNCTION BOX (JB)
DETAIL.
SCALE: NOT TO SCALE C:7•11
1
11)11IWIIM 11)1113M))
FRONT VIEY!
STANDARD CURB CUT
DETAIL
SCALE: NOT TO SCALE �C�7,11
FINISHED GRADE TO BE
FLUSH 4'd''H WALKWAY
VARIES 5' PER PLAN 3
SLOPE 1 /4 PER C5
FT. FROM R.O.W.
a C
ti °V d C pp
3 MIN.
APPROVED COMPACTED 4" SELECT FILL COMPACTED TO
SUBGRADE 95% OF STANDARD PROCTOR
SECTION 4" AIR ENTRAINED CONC.
3,000 P. S.I. @ 28 DAYS
NOTE:
TRANSVERSE EXPANSION JOINTS 1 /2" WIDE SHALL BE PROVIDED AT INTERVALS OF
NOT MORE THAN 20 FEET AND FILLED WITH PREFORMED BITUMINOUS CELLULAR
TYPE JOINT FILLER. CONTRACTION JOINTS SHALL BE PLACED ON 5 FEET
INTERVALS. LONGITUDINAL JOINTS 1/4" WIDE SHALL BE PROVIDED BETWEEN
CURBS ABUTTING SIDEWALKS, AND SHALL BE FILLED WITH PREFORMED BITUMINOUS
TYPE JOINT FILLER. THE TOP OF ALL JOINT FILLER SHALL BE 1 /4" BELOW THE
TOP OF THE SIDEWALK.
SIDEWALK DET
DrITAIL rT`IIIIIIIIIIIIIIIII`�
SCALE: NOT TO SCALE C.7.11
RESPREAD 4" TOPSOIL AND STABILIZE FINISHED FLOOR ELEVATION
(TYPICAL ALL DISTURBED AREAS)
CONCRETE DRIVEWAY
24" CONCRETE VALLEY CURB -1
HOT MIX PAVEMENT
FINISHED FLOOR ELEVATION
-
COMPACTED PAD GRADE
PAD GRADING DETAIL
DETAIL r5
SCALE: NOT TO SCALE CJ.11,
A
SCALE: NOT TO SCALE
6" (+/-- 1/2 $2)
SWALE NOTE: CONTRACTOR TO MAINTAIN
POSITIVE DRAINAGE IN HOUSE PAD AREAS
AND THROUGHOUT PROJECT AT ALL TIMES.
'�•� 0
.7
l �
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SHEET
NO.
C.7.11

BACK or CURB
. ..... ISO- x
ft
A
_-h
PLAN
X
SECTION Y-Y
RISER HT.
3
VAR I ES k, oh
P -
6"
WHERE 30" TO 36" PIPE IS USED
RISER HT.
VARIES
A
WHERE 42'! TO 54" PIPE IS USED
DETAIL SHOWING METHOD
OF RISER G0NST_RUCTI'.O,N
4 r
3
PLAN
FRAME , GRATE , & HOOD ASS'Y
ERAS �E,_ GRATE AND HOOD
SEE
TOP ELEVATION
7T"
3f
B
6
61"
SEE NOTE
SECTION X-X
SECTION AA
3 rr i 3/4
/4
)�tr =� ,�f({}(/yj/��,rr 1 4.•.�n- .
Q
<i
XCC
i
_27
6
it
31411 W1 31/2
SECTION KK
GENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL CATCH BASINS OVER 3-6" 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. MO. 840. 00,
USE TYPE "Ell , "F"AND "G"GRATES UNLESS OTHERWISE INDICATED,
FOR W-O" IN HEIGHT OR LESS USE 6" WALLS AND BOTTOM SLAB. OVER
8'-0"' TO 16'.0" IN HEIGHT USE 8" WALLS AND BOTTOM SLAB. ADJUST
QUANTITIES ACCORDINGLY.
CONSTRUCT WITH PIPE CROWNS MATCHING.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
FRAME,, GRATE AND HOOD
­b
S .03 STD.
N 0
SEE STD. . 84d
N.O. 840.66
V-01f
TOP ELEVATION
I_
LT
.� 1j,
wt
E
SEE NOTE SECTION J-J
WHERE 30" 70 36" PIPE IS USED
NOTE: USE TYPE "Err Y "Fr' AKD IV' GRATE
UNLESS OTHERWISE NOIED,
ALIGN FRAME WITH INSI)E
EDGE OF WALL TO ALL OVA
FOR VERTICAL ADJUSTME4T-­­
wALL SECTION
SECTI04 - BB
TO.P.. ELEVATION
STEPS STD. NO, 840.66
.... ......
L
..... . . . ---
A
E
SECTION M-M
WHERE 42 TO 54" PIPE IS USED
111
2 I/h
I _. Vim.,
rr
SECTION LL
SECTION PP
z
co
X,
rRill
2-0
3 .Olt
_c\1
K L M K-_
L M
FRAW PLAN
31 -
It It
n 0 L6
21. 13z
'114
0-A
3
/4 --------- u
2' - 11 rt
_F1OOD EUNATION
6tl-- ------- E
6 6"
It
#4 BARS V
@ EQUAL SPACES'
3
W
LU
R R
-- --- -------
U-
<
Im
Rt C3
:4 w
LIJ
cr)
s
PLAN OF TOP SLAB SECTION S-S
6 E #8 "W" BARS
#4 BARS V V I F 6' tdUAL 8PAct8'
L
#4 BARS "U" tr
11/2
_S ECT_T­0_.NR_-.R_
#4 BAR
6"
EXPANSION JOINTS
41-611 41 6'r
STD. 840.03 FRAME,
GRATE & HOOD
6 f_ol
PLAN
CURBAND GUTTER WITH CATCH BASIN ON STEEP GRADES
TOP 6
ELEV.­`,.
USE ON FLAT EXPANSION JOINT
GRADES2% AND UNDER
3r^'r+ ; _-- _-_` ___
3.1 -_O1'fDEPRESSED GUTTER LINE
EXPANSION JOINT co
ELEVATION
NORMAL CURB AND GUTTER ON LIGHT GRADES
NORMAL GUTTER LINE
EXPANSION JOINT 8tt
TOP
E L E V
USE ON GRADES VER 2%
DEPRESSED GUTTER LINE
loft VIAX 6 r 011
EXPANSION JOINT
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
MINIMUM DIMENSIONS
AND
QUANTITIES FOR
CONCRETE CATCH BASIN(BASED ON MIN. HEIGHT, H, WITH NO RISER)
DIMENSIONS OF BOX AND PIPE
COVER
CU. YDS. CONG. IN BOX
DEDUCTIONS
ONE PIPE
PIPE 1 SPAN !WIDTH WIDTH SPAN I;MIN. HEIGHT
DIMENSION
E F
BARS-U
NO.
1ENGTH
BARS-V
NO. LENGTH
I
BARS-W
NO.
LENGTH
TOTAL
LBS,
TOP 80770M JOT. CONC.
�FOR MINIWAI
SLAB SLAB 'HEIGHT, H
A f! B C G
D H
R.C.
1211
31-01
21- 2
2
0.235 0.772
0.015 i 0.026
15"
3'-0'
2-2
3 -oil
0,235 0.829
0.023 0.036
18
3'-0"
2'- 2
0.235 0.887 . ....
0.033 10.049
.... ...... ...... ..
24'
3f -O?f
21- 2
0.235 1,001
0.059 �0.085
- -------- ----
30"
3,-0"
2'-2r'
3 r - 4
4
11-2?l
4$ Otj
4
11-511
2 3
3
3 r-911
39
0.123 *:0.321 1.433
0.092 0.127
36'
31 -Olt
2(-2f'
31-10?1
4 -9
41 0'? e
4
3 3
3
31-911
43
--- --- -- -----
0.161 ;0.358 1.714
0.132 ]0.178
42"
$1-011 1;
21- 2
4T-51' 1
5
11-511
W-21?
4
11-8`
2 2le11 rr3
2'- 1 l"
32
0,112 0.318 i 1.738
0.180 0.243
48' I
31-0to t
2 .2
5 0!1
21-01,
4
21 - 3
3 2
3
2'- 11 lr
35 ...
f
0.145 0.352 2. -5
.. .....
0.235 �0.317
.... .. ... .....
54
3'- 0
2- 2
51- 7
6 _3r
2- 7 ?1
1 3-2
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DETAIL 1
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SEE DETAIL $
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_4
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SEE DETAIL 4
C.7.11
Ell
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WALKING PATH
r r
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FFE
INSTALL APPROX. 191 LF 18
rrr ! HDPE DR 32.5 0 • ii
SEE DETAIL 2
• i ! ' s� • !
it t:► • �' � i ••
INSTALL APPROX.
w r r• `
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0
p� FFI_ = 29.50 CRT 21.95
BF#, = 20.50 INV IN (CI-16) 19.26 y' j` PROPOSED F.E.S.
INV OUT 13.12
INV IN (C#-17) 18.98
= INV OUT 18.98 ..., '
SEE DETAIL (TYP. 2
' - INSTALL APPROX. 112
C.7.12 c.7.12 c.7.13 C.7.13 ...---..>-H D P E D R 32.5 0.25
..Kw
._.
.
404 WETLANDS
I-FE = 30.00 PUMP STATION DRIVE PROPOSED RIP RIM: 16.00
_r BFE = 21.00 _._ _
/ 12 GRAVEL ACCESS ROAD .: RAP W/ LEVEL . - 12.11
# 19
SPREADER (TYP.) WEIR ELEV: 14.25
1 /'
.F... ,- k, AN#TARY SEWER �' _ F,A _..._Fa..,. __ INV. OUT (BY-PASS): 13.40
r F PROPOSED S INSTALL 15 INSTALL APPROX. INV. OUT (BASIN): 12.11
J f PUMP STATION SPILLWAY AT r .j , 24 LF 30" HDPE SUMP: 11.Ofi
FG =16.50
ELEV. 14.75 BERM EL. 15.75t -. µ. DR 32.5 @ 0.46% E (TYP.)
3
J ,-
.INV OUT 12.00 SEE DETAIL (T
SCALE: 1 " - 50'
50' 0 50'
- DRAINAGE AREA 1 C fi SCALE OF MAP MAY VARY
Z DUE TO METHODS OF REPRODUCTION.
f'1 i" f A. t K i A f' t- A Mr- A
DRAINAGE AREA 1C__DATA
TOTAL AREA 6.51 ACRES
IMPERVIOUS AREA 3.16 ACRES
PERCENT IMPERVIOUS 49%
VOLUME 1.5" RAINFALL 17256 CU.FT,
BASIN VOLUME 26,859 CU.FT.
PROPOSED INFILTRATION BASIN 1 C
GENERAL NOTES;
(1) TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. RIGGS AND ASSOCIATES,
P.L.S.# L-2981. INFORMATION PROVIDED FOR ENGINEERING DESIGN PURPOSE ONLY. NOT FOR
RECORDATION.
(2) ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN FIELD APPROVED BY THE
ARMY CORPS OF ENGINEERS ON NOVEMBER 23, 2005 (FINAL APPROVAL PENDING).
(3) CONTRACTOR TO FIELD VERIFY ALA. EXISTING UTILITIES BEFORE COMMENCING CONSTRUCTION.
(4) CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE MATERIALS GENERATED
THROUGH DEMOLITION AND GRUBBING ACTIVITIES SHOWN.
(5) SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR THIS CONSTRUCTION SITE, AT
LEAST ONE FOOT (1') FROM WETLANDS
(6) CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F. INTERVALS ALONG
SEDIMENT FENCING.
(7) ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED WITHIN 15 CALENDAR
DAYS OF GRADING ACTIVITIES.
(8) WATER, SEWER, AND STORMWATER PIPES TO BE INSTALLED IN TRENCHES ACCORDING TO
STANDARD SPECIFICATIONS AND DETAILS ON SHEET C.7.10.
(9) LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID AT
LEAST TEN (10) FEET LATERALLY FROM EXISTING OR PROPOSED SEWERS, UNLESS LOCAL
CONDITIONS OR BARRIERS PREVENT A TEN (10) FOOT LATERAL SEPARATION --- IN WHICH
CASE:
(A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION ON THE
BOTTOM OF THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF
SEWER- OR
(B) THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE WATER MAIN
LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED EARTH, AND WITH THE
ELEVATION OF THE BOTTOM OF THE WATER MAIN AT LEAST EIGHTEEN(18) INCHES
ABOVE THE TOP OF SEWER.
(10) CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR A WATER MAIN TO
CROSS OVER A SEWER, THE WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION THAT
THE BOTTOM OF THE WATER MAIN IS AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF
THE SEWER, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT AN EIGHTEEN (18) INCH
SEPARATION --• IN WHICH CASE, BOTH THE WATER MAIN AND SEWER SHALL BE
CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS THAT ARE EQUIVALENT TO WATER
MAIN STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE CROSSING.
(11) CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A WATER
MAIN TO CROSS UNDER A SEWER, BOTH THE WATER MAIN AND THE SEWER SHALL BE
CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO WATER MAIN
STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE POINT(S) OF
CROSSING. A SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF
CROSSING.
(12) SEWER AND STORMWATER PIPS � HAVE A MINIMUM OF 24" SEPARATION FROM BOTTOM
OF STORMWATER PIPE AND TOP OF SEWER PIPE.
(13) ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO BE DIRECTED TO RIGHT--OF--WAY, OR TO
YARD INLET (OR OTHER STORM WA' . 7R COLLECTION DEVICES) FOR EVENTUAL DISCHARGE TO
INFILTRATION BASIN.
(14) FOR MAXIMUM ALLOWABLE BUILT--w'. PON AREA PER LOT SEE TABLE 5.1 ON SHEET 5.1 AND
TABLE 5.5 ON SHEET 5.5.
(15) THE STORMWATER MANAGEMEN-f PAN DEPICTED ON THESE SHEETS DOES NOT INCLUDE ANY
RUNOFF FROM IMPERVIOUS S3Rr _!_It' ASSOCIATED WITH THE FUTURE COMMERCIAL AREA. A
PERMIT MODIFICATION WILL BE NECESSARY PRIOR TO CONSTRUCTING ANY ADDITIONAL
IMPERVIOUS SURFACE.
(16) THE STORMWATER MANAGEMENT ' -_AN DEPICTED ON THESE SLEETS SHALL BE CONSTRUCTED
IN ACCORDANCE WITH THE SE1 .gV1f'NT & EROSION CONTROL PLAN APPROVED BY THE NORTH
CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES.
(17) ACCORDING TO THE SEDIMEENTATIC, I POLLUTION CONTROL ACT OF 1973 (NORTH CAROLINA
GENERAL STATUTE 113A 51---6) ''HIS PROJECT IS SUBJECT TO AN APPROVED
SEDIMENTATION AND EROSION CCU ) ROL PLAN. THE CONTRACTOR SHALL ADHERE TO ALL
OF THE CONDITIONS SET FORTH I l THE APPROVED PLAN, AS PRESCRIBED BY NCDENR. A
COPY OF THE APPROVED SEDIMENTATION AND EROSION CONTROL PLAN SHALL BE
DISPLAYED AT THE JOB SITE AT ALL TIMES.
(18) ALL FITTINGS TO BE MJ DIP W#T;r-, THRUST BLOCKING UNLESS OTHERWISE NOTED ON PLANS.
(19) EXCELSIOR MATTING AND SEEDINI? TO BE USED ON SLOPES STEEPER THAN 2:1. SOD SHALL
BE USED FOR ALL SLOPES FLA =1-ER THAN 2:1.
(20) FINISHED FLOOR ELEVATION (FFE f IDENTIFIED ON THE PLAN IS INDICATIVE OF
COMPACTED PAD GRADE TO WI :11 2"-4" OF TOP SOIL WILL. BE ADDED. SEE DETAIL
5/C.7.11.
(21) CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN ACCORDANCE WITH
M.U.T.C.D.
CONSTRUCTION c\_.[__�.'__"uENCE
1. PERFORM CONSTRUCTION STAKE OUT.
2. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANC LE.
3. CLEAR SITE, BUT DO NOT GRUB.
4. INSTALL ALL EROSION AND SEDIMENT CONTROL MEASURES.
5. GRUB SITE.
6. CONSTRUCT SEDIMENT BASINS.
7. COMMENCE ROUGH GRADING OF THE SITE.
8. INSTALL STORMWATER MANAGEMENT DEVICES,
9. CONSTRUCT SEWER COLLECTION SYSTEM.
10.CONSTRUCT WATER SYSTEM.
11. ROUGH GRADE THE SITE.
12. SHAPE SHOULDERS AND CUT AND FILL SLOPES.
13. SCARIFY, SEED, FERTILIZE, AND MULCH ALL DISTURBED AREAS.
14.INSTALL DRY UTILITIES (ELECTRICAL, FIBER-OPTIC, CABLE, PHONE, ETC).
15. RE --SCARIFY, RE -SEED, RE ---FERTILIZE, AND MULCH ALL DISTURBED AREA.
M CONSTRUCT ROADBED BASE COURSE AND INTERMEDIATE ASPHALT COURSE,
17. APPLY FINAL ASPHALT COURSE.
18. AFTER DISTURBED AREAS ARE STABILIZED WITH VEGETATION, THE CONTRACTOR SHALL
RETURN TO THE SITE AND REMOVE ALL TEMPORARY EROSION CONTROL. MEASURES.
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GENERAL NOTES: I
(1) TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. RIGGS AND ASSOCIATES, P.L.S.#
L-2981. INFORMATION PROVIDED FOR ENGINEERING DESIGN PURPOSE ONLY. NOT FOR RECORDATION.
(2) ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN FIELD APPROVED BY THE ARMY
CORPS OF ENGINEERS ON NOVEMBER 23, 2005 (FINAL APPROVAL PENDING).
(3) CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE COMMENCING CONSTRUCTION.
(4) CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE MATERIALS GENERATED THROUGH
DEMOLITION AND GRUBBING ACTIVITIES SHOWN.
(5) SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR THIS CONSTRUCTION SITE, AT LEAST
IMAT -n AkInQ
ONE FOOT POMA VJ17
. .......................... ...... . . . ..............
`� �" C(6) CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F. INTERVALS ALONG SEDIMENT
CI-1 3 AMENITY
AREA FENCING.
GIRT 30.00 (7) ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED WITHIN 15 CALENDAR DAYS OF
00
INV IN 27.32 - 11 - ) N GRADING ACTIVITIES.
co It
... .. (8) WATER, SEWER, AND STORMWATER PIPES TO BE INSTALLED IN TRENCHES ACCORDING TO STANDARD
INV OUT 27.32 7,
r �"l - ­ �­__
10
FFE a SPECIFICATIONS AND DETAILS ON SHEET C.7.10.
< (TYP.) 1 2
32.50 SEE DETAIL INSTALL APPROX. 164 LF 15 (9) LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID AT LEAST TEN
C.7.12 C.7.12 13) C.7.13 OR PROPOSED SEWERS, UNLESS LOCAL CONDITIONS OR
m HDPE DR 32.5 @ 1.05% (10) FEET LATERALLY FROM EXISTING
k
I BARRIERS PREVENT A TEN (10) FOOT LATERAL SEPARATION -- IN WHICH CASE:
p
----------INSTALL APPROX. 56 LF 15 LANDSCAPED CIRCLE ">I/ (A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION ON THE BOTTOM OF
THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER; OR
HDPE DR 32.5 @ 0.5% (RADIUS 65.00')
INSTALL 15' SPILLWAY @ EXISTING POND (B) THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE WATER MAIN
SCALE 1 50' 1 LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED EARTH, AND WITH THE ELEVATION OF
50' ® 50' EL. 27.75 -PROPOSED 5` WALKING PATH THE BOTTOM OF THE WATER MAIN AT LEAST EIGHTEEN(18) INCHES ABOVE THE TOP OF
FFE SEWER.
CI-1 2 (10) CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR A WATER MAIN TO CROSS
c1_1 4 ELEVATION GRT 27.90 OVER A SEWER, THE WATER MAIN SHALL BE LAID AT SUCH AN ELEVA, ON THAT. THE BOTTOM OF
SCALE OF MAP MAY VARY
GRT 30.40
INV IN 25.60 THE WATER MAIN IS AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF THE SEWER, UNLESS
DUE TO METHODS OF REPRODUCTION. ► INV OUT 27.60 N
INV OUT 25.60fi LOCAL CONDITIONS OR BARRIERS PREVENT AN EIGHTEEN (18) INCH SEPARATION -- IN WHICH
CASE, BOTH THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND
INSTALL APPROX. 33 LF 15
CI 15 WITH JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10)
20' ONE WAY HDPE DR 32.5 @ 0.48%
FEET ON EACH SIDE OF THE CROSSING.
TRAFFIC CIRCLE GRT 25.38
(11) CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A WATER MAIN TO
SEE DETAIL -10) 23.03.
6 INV IN (CI -HE WATER MAIN AND THE SEWER SHALL BE CONSTRUCTED OF
22' ASPHALT ROAD (TYP) CROSS UNDER A SEWER, BOTH 1
(CI-11) 23.03
FFE INSTALL APPROX. 230 LF 18'­�_: INV IN 3.03 FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE
C.7.9 1.50 INV OUT 23.03 SEE DETAIL 5 E OF THE POINT(S) OF CROSSING. A SECTION OF WATER MAIN
HDPE DR 32.5 @ 1.05% OF TEN (10) FEET ON EACH SIDE
R B9 C.7.9 PIPE SHALL BE CENTERED AT THE POINT OF CROSSING.
cl 10
I ( CI-14 (FFE Ti (12) SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION FROM BOTTOM OF
GRT 30.40 GRT 25.52 27.00 STORMWATER PIPE AND TOP OF SEWER PIPE.
TIAL LOTS TO BE DIRECTED TO RIGHT-OF-WAY, OR TO YARD
INV OUT 23.10' (13) ROOFTOP RUNOFF FOR ALL RESIDEN
INV OUT 27.60 ass (FFE
26' ASPHALT ROAD 6.00 FFE - INLET (OR OTHER STORMWATER COLLECTION DEVICES) FOR EVENTUAL DISCHARGE TO INFILTRATION
co 26.00 BASIN.
LOGGERHEAD BLVD. 24-50
-UPON AREA PER LOT SEE TABLE 5.1 ON SHEET 5.1 AND TABLE
SEE DETAIL 4 CROSSWALK (14) FOR MAXIMUM ALLOWABLE BUILT
C 7 9 FF VA r. (TYP.) 5.5 ON SHEET 5.5.
RUNOFF FROM IMPERVIOUS SURFACE ASSOCIATED WITH THE FUTURE COMMERCIAL AREA. A PERMIT
SEE DETAIL (15) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS DOES NOT INCLUDE ANY
31.50 r8
39 INSTALL APPROX. 28 LF 15 ' .7.151 MODIFICATION WILL BE NECESSARY PRIOR TO CONSTRUCTING ANY ADDITIONAL IMPERVIOUS
HDPE DR 32.5 @ 0.25% SURFACE.
INSTALL APPROX. 37 LF 15 (16) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS SHALL BE CONSTRUCTED IN
FFE _J
HDPE DR 32.5 @ 0.49% ACCORDANCE WITH THE SEDIMEN' EROSION CONTROL PLAN APPROVED BY THE NORTH CAROLING
28.50
wAm- DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES.
POLLUTION CONTROL ACT OF 1973 (NORTH CAROLING GENERAL
2' VALLEY CURB (TYP), INSTALL APPROX. 142 LF 15 FFE C1_11 Ad J (17) ACCORDING TO THE SEDIMENTATION
SEE DETAIL HuPt- DR 32.5 @ 1.39% 28.50 GIRT 28.06 INSTALL APPROX. 189 LF ?4"" STATUTE 11 3A 51-66) THIS PRO II CT IS SUBJECT TO AN APPROVED SEDIMENTATION AND EROSION
1 1 HDPE DR 32.5 @ 0.25% CONTROL PLAN. THE CONTRACTOR SHALL ADHERE TO ALL OF THE CONDITIONS SET FORTH IN THE
I N V IN (CI-9) 25.44 APPROVED PLAN, AS PRESCRIBED BY NCDENR. A COPY OF THE APPROVED SEDIMENTATION AND
FFE FFE - V FFE INV IN (CI-12) 25.44 28.00 2700 EROSION CONTROL PLAN SHALL IBE DISPLAYED AT THE JOB SITE AT ALL TIMES.
- 10' DRAINAGE EASEMENT (TYP.)
DRAINAGE AREA 1 32.00 INV OUT 25.44 "ju (CENTERED ON PIPE) (18) ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESS OTHERWISE NOTED ON PLANS.
(19) EXCELSIOR MATTING AN
$' D SEEDING TO BE USED ON SLOPES STEEPER THAN 2:1. SOD SHALL BE
1B BOUNDARY
CI-9
USED FOR ALL SLOPES FLATTER THAN 2: 1.
GRT 29.80 INSTALL APPROX. 20 LF 24FFE 7.5 (20) FINISHED FLOOR ELEVATION (FFE) IDENTIFIED ON THE PLAN IS INDICATIVE OF COMPACTED PAD
<1 INV IN 27.42 HDPE DR 32.5 @ 0.25%
FFE BFE 18.50 GRADE TO WHICH 2"-4" OF TOP SOIL WILL BE ADDED. SEE DETAIL 5/C.7.11.
INV OUT 27.42
PROPOSED YI-1 2-6.50 t/ V (21) CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN ACCORDANCE NTH M.U.T.C.D.
ART 27.
RIGHT OF WAY SEE DETAIL 1 2 1 2 JB-2 INV IN 22.56
C.7 -\C I f% -7 1
5' SIDEWALK TYP C.7.12 .1 2f .7. RIM 29.00 INV Oj 22.56",
ULU INV IN 22.51 SEE DP"T 51L FFE = 28.50
SEE DETAIL 4 10 FFE.:.
INV OUT 22.51 BFE = 19.50
C.7.11 33.50 JB-1
20
' RESTRICTIVE ACCESS EASEMENTRIM 29.00
INV IN 22.35
FOR DITCH MAINTENANCE INV OUT 22.35
CI-3 1 INSTALL APPR �_66 LF 24" 22' ASPHALT ROAD (TYP)
GIRT 30.30 ►(TYP.) SEE DETAIL 3 H u I—, t- DR 32.5 G. 2 5 %
SEE DETAIL
INV OUT 27.00 (-a• R'0: S W A L K 1, �C. 7. J11. 5
Di-"AINAGE AREA C.7.9
c1_1 8 1B BOUNDARY
SE1_ DETAIL CI - 5 F
GIRT 30.30 1 C.7.15 GRT 28.70 29.00 Y
A : /,/, // . / FFE =29.50
INV OUT 27.00
INV 26.50
FFE INSTALL APPROX. 74 LF 24 BFE 20.50
FFE -
FFE I- HDPE DR 32.5 0 0.25% 1/00
SD
JB-5 32.50 31 00 30.00
v L/
CENTERED ON EXISTING FFE
DRAINAGE DITCH 31.50
INV. IN = 26-64 t
6) CI-7
8 0,
INV. OUT 26.64 �NSTALL APPROX. 25 LF 15 GRT 27.67 C -
GRT 27.67
INV IN 22.17 FFE =30.00
HDPE DR 32.5 @ 0.25% INV IN (CI-6) 2) 2. 11
Si
INSTALL APPROX. 59 LF INV OUT 22.17.,-, BFE 21.00
24" HDPE DR 32.5 @ 0.50% INV IN (CI-7) 22.11
INV OUT 22.11
FFE 30.00
BFE 21.00
M I
TOCKTC
S PLACE EAST
INSTALL APPROX.
Ld Li STOCKTON PLACE EST LF 4 2 " HDPE PROPOSED F.E.S.
D R 32 .5 Q 5% INV: 26.50
t7_77
PROPOSED F.E.S.
INV. 26.20
INSTALL APPROX. 35 LF 15 "
I i : k'
HDPE DR 32.5 @ 0.25%
CI-2
GIRT 30.30
Al I
INV IN (CI-1) 26.91
INV IN (CI-28) 23.32
INV OUT 23.32
INSTALL APPROX. 49 LF 36
I.
HDPE DR 32.5 @ 0.25%
1
INSTALL APPROX. 39 LF 15
HDPE DR 32.5 @ 0.25%
28.5' ASPHALT ROAD (TYP)
LOGGERHEAD BLVD. ONLY
SEE DETAIL 7
C.7.9
FFE � �J / /
32.50
50' VEGETATED
INSTALL PROPOSED
FILTER. SEE DETAIL
APPROX. 25
INSTALL APPROX. 289 LF 36 FFE
LF 36" HDPE C.7.10
29.00
HDPE DR 32.5 @ 0.25% DR 32.5 @
BFE FFE 0.25%
PROPOSED RIP
00 .FFE
32.50 32RAP W/
FFE .
0 A-D
> LEVEL SPREADER
29-00 L N SEE DETAIL
CI-6
FFE
30.00 r5
31.00
U-i GRT 28.70
P.
IN\/ IN (CI-4) 22.48 10' DRAINAGE EASEMENT C.7.10
INV IN (CI - 5) 26.44 (CENTERED ON PIPE)
ui
M INV OUT 22.48
cr01
(TYP.) SEE DETAIL 1 2
C.7.12 C.7.13
2 INSTALL APPROX. 58 LF 42"
�HDPE DR 32.5 @ 0.25%
;j- - G"'�� f INSTALL APPROX. 57 LF 42
A
INSTALL APPROX. 145 LF 36 HDPE DR 32.5 @ 1.21%----Wk
, %� / / ;,
HDPE DR 32.5 @ 0.25% BP
RIM: 28.00
20' RESTRICTIVE ACCESS EASEMENT INV. IN: 21.81
WEIR EL: 26.50
FOR POND MAINTENANCE I
/INV OUT (BY-PASS): 23.22'
INV OUT (BASIN): 21.81
cl-4
GIRT 30.30
SUMP: 21.00
3 0 INV IN (CI-3) 26.90
INV IN (CI-2) 23.20
SEE DETAIL
3
I've, INV OUT 23.20 PROPOSED F.E.S. C.7.10 1'j
INV 21.00
",PROPOSED RIP RAP W
..........
IV
LEVEL SPREADER
�BERM
EL. 27.50
A
APPROX. LOCATION OF INFILTRATION BASIN 1 B
-UNNAMED JURISDICTIONAL INSTALL 15' SPILLWAY @
'SEE DETAIL EL. 26.50
EXISTING 24" CULVERT STREAM TO BECKY'S CREEK
C.7.8
X
NOTE: INFILTRATIOiN FASIN 1 B SIZED TO ACCOMODATE UP TO
DRAINAGE AREA 1 B 381126 CU. FT, FLOW FROM FUTURE PHASE 2 AREA.
GE AREA
ASE 1 ONLY)
DRAINAGE AREA 1B DATA
TOTAL AREA
17.27 ACRES
IMPERVIOUS AREA
7.80 ACRES
PERCENT IMPERVIOUS
45%
VOLUME 1.5" RAINFALL
42,946 CU.FT.
PHASE 1 VOLUME
18,323 CU.FT.
PHASE 2 VOLUME
24,623 CU.FT.
BASIN VOLUME
56,449 CU.FT.
DPOSED INFILTRATION BASIN 1B
K , I
CONSTRUCTIOiN SEQUENCE
� w
1. PERFORM CONSTRUCTION STAKE OUT.
2. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE.
3. CLEAR SITE, BUT DO NOT GRUB.
4. INSTALL ALL EROSION AND SEDIMENT CONTROL MEASURES.
5. GRUB SITE.
6. CONSTRUCT SEDIMENT BASINS.
7. COMMENCE ROUGH GRADING OF THE SITE.
8. INSTALL STORMWATER MANAGEMENT DEVICES.
9. CONSTRUCT SEWER COLLECTION SYSTEM.
10. CONSTRUCT WATER SYSTEM.
11. ROUGH GRADE THE SIM
12. SHAPE SHOULDERS AND CUT AND FILL SLOPES.
13. SCARIFY, SEED, FERTILIZE, AND MULCH ALL DISTURBED AREAS.
14. INSTALL DRY UTILITIES (ELECTRICAL, FIBER-OPTIC, CABLE, PHONE, ETC).
15. RE -SCARIFY, RE -SEED, RE -FERTILIZE, AND MULCH ALL DISTURBED AREA.
16. CONSTRUCT ROADBED BASE COURSE AND INTERMEDIATE ASPHALT COURSE.
17. APPLY FINAL ASPHALT COURSE.
18. AFTER DISTURBED AREAS ARE STABILIZED WITH VEGETATION, THE CONTRACTOR SHALL
RETURN TO THE SITE AND REMOVE ALL TEMPORARY EROSION CONTROL MEASURES.
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PHASE 1 SPECIFICATIONS
JUNCTION BOXES (JB)
3
YARD INLETS (YI)
1
CURB INLETS (CI)
31
5' X 7' BYPASS BOX
2
15" HDPE SDR 32.5
11998 L.F.
18" HDPE SDR 32.5
454
L.F.
24" HDPE SDR 32.5
349
L.F.
30 )) HDPE SDR 32.5
351
L.F.
36" HDPE SDR 32.5
508
L.F.
423' HDPE SDR 32.5
250
L.F.
INFILTRATION BASINS
7
RIP RAP APRONS
16
LEVEL SPREADERS
9
PROPOSED PHASE 1 STORMWATER PLAN
GENERAL NOTES:
(1) TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. (9) LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID AT LEAST TEN (12) SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24- SEPARATION FROM BOTTOM OF STORMWATER PIPE AND TOP OF
RIGGS AND ASSOCIATES, P.L.S.# L-2981. INFORMATION PROVIDED (10) FEET LATERALLY FROM EXISTING OR PROPOSED SEWERS, UNLESS LOCAL CONDITIONS OR SEWER PIPE.
FOR ENGINEERING DESIGN PURPOSE ONLY. NOT FOR RECORDATION. BARRIERS PREVENT A TEN (10) FOOT LATERAL SEPARATION -- IN WHICH CASE: (13) ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOPS TO BE DIRECTED TO RIGHT-OF-WAY, OR TO YARD INLET (OR OTHER STORMWATER
(2) ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN (A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION ON THE BOTTOM OF COLLECTION DEVICES} FOR EVENTUAL DISCHARGE TO INFILTRATION BASIN,
FIELD APPROVED BY THE ARMY CORPS OF ENGINEERS ON THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER; OR (14) FOR MAXIMUM ALLOWABLE BUILT -UPON AREA PER LOT SEE TABLE 5.1 ON SHEET 5.1 AND TABLE 5.5 ON SHEET 5.5..
NOVEMBER 23, 2005 (FINAL APPROVAL PENDING). (B) THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE WATER MAIN (15) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS DOES NOT INCLUDE ANY RUNOFF FROM IMPERVIOUS SURFACE
(3) CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE LOCATED AT ONE SID. ON A BENCH OF UNDISTURBED EARTH, AND WITH THE ELEVATION OF ASSOCIATED WITH THE FUTURE COMMERCIAL AREA. A PERMIT MODIFICATION WILL BE NECESSARY PRIOR TO CONSTRUCTING ANY
COMMENCING CONSTRUCTION. THE BOTTOM OF THE WATER MAIN AT LEAST EIGHTEEN(18) INCHES ABOVE THE TOP OF SEWER. ADDITIONAL IMPERVIOUS SURFACE.
(4) CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE (10) CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR A WATER MAIN TO CROSS (16) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SEDIMENT
MATERIALS GENERATED THROUGH DEMOLITION AND GRUBBING OVER A SEWER, THE WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF & EROSION CONTROL PLAN APPROVED BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES.
ACTIVITIES SHOWN. (17) ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973 (NORTH CAROLINA GENERAL STATUTE 113A 51-66) THIS
(5) SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR THE WATER MAIN IS AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF THE SEWER, UNLESS PROJECT IS SUBJECT TO AN APPROVED SEDIMENTATION AND EROSION CONTROL PLAN. THE CONTRACTOR SHALL ADHERE TO ALL
THIS CONSTRUCTION SITE, AT LEAST ONE FOOT (1') FROM LOCAL CONDITIONS OR BARRIERS PREVENT AN EIGHTEEN (18) INCH SEPARATION -- IN WHICH OF THE CONDITIONS SET FORTH IN THE APPROVED PLAN, AS PRESCRIBED BY NCDENR. A COPY OF THE APPROVED
WETLANDS CASE, BOTH THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND SEDIMENTATION AND EROSION CONTROL PLAN SHALL BE DISPLAYED AT THE JOB SITE AT ALL TIMES.
(6) CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F. WITH JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10) (18) ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESS OTHERWISE NOTED ON PLANS.
INTERVALS ALONG SEDIMENT FENCING. FEET ON EACH SIDE OF TIECROSSING. (19) EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER THAN 2:1. SOD SHALL BE USED FOR ALL SLOPES FLATTER
(7) ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED (11) CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A WATER MAIN TO THAN 2: 1.
WITHIN 15 CALENDAR DAYS OF GRADING ACTIVITIES. CROSS UNDER A SEWER, BOTH THE WATER MAIN AND THE SEWER SHALL BE CONSTRUCTED OF (20) FINISHED FLOOR ELEVATION (FIFE) IDENTIFIED ON THE PLAN IS INDICATIVE OF COMPACTED PAD GRADE TO WHICH 2"-4" OF TOP
(8) WATER, SEWER, AND STORMWATER PIPES TO BE INSTALLED IN FERROUS MATERIALS AND KITH JOINTS EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCESOIL WILL BE ADDED. SEE DETAIL 5/C.7.11
OF TEN (10) FEET ON EACH SIDE OF THE POINT(S) OF CROSSING. A SECTION OF WATER MAIN
TRENCHES ACCORDING TO STANDARD SPECIFICATIONS AND DETAILS (21) CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN ACCORDANCE WITH M.U.T.C.D,
ON SHEET C.7.10. SHALL BE CENTERED AT THE POINT OF CROSSING.
1A-3
PHASE 1 DRAINAGE AREAS
DRAINAGE AREA
AREA (ACRES)
AREA
1 A-1
0.69
AREA
1 A-2
0.38
AREA
1A-3
0.16
AREA
1 B
8.37
AREA
1 C
6.51
AREA
1 D--1
0.89
AREA
1D-2
2.07
TOTAL
PHASE
1
19.07
DRAINAGE
AREA
Table 5.1 MAXIMUM IMPERVIOUS SURFACE AREAS
FOR PHASE 1 RESIDENTIAL LOTS
MAXIMUM IMPERVIOUS
MAXIMUM IMPERVIOUS
LOT
SURFACE AREA
LOT
SURFACE AREA
NUMBER
(SQ. FT.)
NUMBER
(SQ, FT.)
1
4,152
24
4,162
4,152
25
3
4,152
26
- - -- - -- ---
4
4,152
27
3,681
4,300
28
3,672
4,186
29
3,668
7
308
30
31664
1 33608
31
3,659
3,607
3 607
32
33
3,633
3,602
31 517
34
3,601
45156
35
3,599
3,692
36
4,151
31776
37
4,480
3,691
38
3)849
.1
3,131
39
3,828
3$695
40
4,022
3,676
41
4,255
4211
42
4,087
20
4,269
43
3,829
21
4)350
44
4,128
21,3
41161
4165
45
4,425
NO I E 1 AVG SQ. FT. PER LOT IS 3,923 SQ, FT,
(168,669 SO. FT. / 43 LOTS - 3,923 SQ. FT.)
NO! E 2- TOTAL BUA FOR EACH LOT INCLUDES 55'X 55' BUILDING
V ENELV ELOPE, PLUS 18' WIDE DRIVEWAY (VARYING LENGTHS), PLUS
SECTION OF DRIVEWAY WITHIN ROW (124 to 180 SF, DEPENDING ON
LOCATION IN PHASE 1), UNLESS OTHERWISE NOTED. SIDEWALKS
AND CURB ARE NOT INCLUDED IN BUA.
C 0SEQUENCE-
1, PERFORM CONSTRUCTION STAKE OUT.
2. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE.
3. CLEAR SITE, BUT DO NOT GRUB.
4. INSTALL ALL EROSION AND SEDIMENT CONTROL MEASURES.
5. GRUB SITE.
6. CONSTRUCT SEDIMENT BASINS.
7. COMMENCE ROUGH GRADING OF THE SITE.
8. INSTALL STORMWATER MANAGEMENT DEVICES.
9. CONSTRUCT SEWER COLLECTION SYSTEM.
10.CONSTRUCT WATER SYSTEM.
11.ROUGH GRADE THE SITE.
12.SHAPE SHOULDERS AND CUT AND FILL SLOPES,
13.SCARIFY, SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS.
14.INSTALL DRY UTILITIES (ELECTRICAL, FIBER-OPTIC, CABLE, PHONE,
ETC).
15. RE -SCARIFY, RE -SEED, RE -FERTILIZE AND MULCH ALL DISTURBED
AREA.
16.CONSTRUCT ROADBED BASE COURSE AND INTERMEDIATE ASPHALT
COURSE.
17.APPLY FINAL ASPHALT COURSE.
18. AFTER DISTURBED AREAS ARE STABILIZED WITH VEGETATION, THE
CONTRACTOR SHALL
RETURN TO THE SITE AND REMOVE ALL TEMPORARY EROSION CONTROL
MEASURES.
1,
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EXISTING \ \
DRAINAGE DITCH \ \
20' RESTRICTIVE ACCESS EASEMENT \ \
FOR DITCH MAINTENANCE
\ INSTALL CONCRETE
\\ DRIVEWAY APRON \�
FOR ACCESS TO \�
LODGEHALL RD.
INFILTRATION BASIN 1C
'SEE SHEET C.5.3
�L- SANITARY SEWER
J PUMP STATIONIN
I
DRAINAGE AREA 1 D-
DRAINAGE AREA 1 A -
RAINAGE AREA 1 D-1
r-DRAINAGE AREA 1 D-2
CHASE 1 DRAINAGE AREAS
�S
DRAINAGE AREA
AREA (ACRES)
DRAINAGE AREA 1C
AREA 1 A-1
0.69
AREA 1 A-2
0.38
AREA 1 A-3
0.16
AREA 18
8.37
AREA 1 C
6.51
AREA 1 D-1
0.89
AREA 1 D-2
2.07
TOTAL PHASE 1
19.07
RAINAGE AREA-4a,-2. _ _
DRAINAGE AREA
DRAINAGE AREA 1A-3
PHASE 1 SPECIFICATIONS
JUNCTION BOXES (JB)
3
YARD INLETS (YI)
1
CURB INLETS (CI)
31
5' X 7' BYPASS BOX
2
15" HDPE SDR 32.5
11998 L.F.
18" HDPE SDR 32.5
454
L.F.
24" HDPE SDR 32.5
349
L.F.
30" HDPE SDR 32.5
351
L.F.
36" HDPE SDR 32.5
508
L.F.
42" HDPE SDR 32.5
250
L.F.
INFILTRATION BASINS
7
RIP RAP APRONS
16
LEVEL SPREADERS
9
EXISTING DIRT PATH` ` � ENTRANCEY CONSTRUCTION
UNNAMED JURISDICTIONAL „�' i \\
top'�.
STREAM TO BECKY S CREEK
INFILTRATION BASIN,` INFILTRATION BASIN 1 A-3
AREA 1 A-1 SEE SHEET C.5.4,.
SEE SHEET C.5.41,�, NC HWY 210 _3-•---.. --- �w....._�n,,
a (APPROX. 60' ROW) " �---►�.�mug
.
Tf
01
\� SCALE: 1 " =100'
100 0 100
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
PROPOSED PHASE 1 STORMWATER PLAN
GENERAL NOTES:.
(1) TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. (9) LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID AT LEAST TEN (12) SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION FROM BOTTOM OF STORMWATER PIPE AND. TOP OF
RIGGS AND ASSOCIATES, P.L.S. L-2981. INFORMATION PROVIDED FOR ENGINEERING DESIGN PURPOSE ONLY. NOT FOR RECORDATION. (10) FEET LATERALLY FROM EXISTING OR PROPOSED SEWERS, UNLESS LOCAL CONDITIONS OR SEWER PIPE.
(2) ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN BARRIERS PREVENT A TEN (10) FOOT LATERAL SEPARATION -- IN WHICH CASE: (13) ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO BE DIRECTED TO RIGHT-OF-WAY, OR TO YARD INLET (OR OTHER STORMWATER
FIELD APPROVED BY THE ARMY CORPS OF ENGINEERS ON (A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION ON THE BOTTOM OF COLLECTION DEVICES) FOR EVENTUAL DISCHARGE TO INFILTRATION BASIN.
NOVEMBER 23, 2005 (FINAL APPROVAL PENDING). THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER; OR (14) FOR MAXIMUM ALLOWABLE BUILT -UPON AREA PER LOT SEE TABLE 5.1 ON SHEET 5.1 AND TABLE 5.5 ON SHEET 5.5..
(3) CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE (B) THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE WATER MAIN (15) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS DOES NOT INCLUDE ANY RUNOFF FROM IMPERVIOUS SURFACE
COMMENCING CONSTRUCTION. LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED EARTH, AND WITH THE ELEVATION OF ASSOCIATED WITH THE FUTURE COMMERCIAL AREA. A PERMIT MODIFICATION WILL BE NECESSARY PRIOR TO CONSTRUCTING ANY
(4) CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE THE BOTTOM OF THE (WATER MAIN AT LEAST EIGHTEEN(18) INCHES ABOVE THE TOP OF SEWER. ADDITIONAL IMPERVIOUS SURFACE.
MATERIALS GENERATED THROUGH DEMOLITION AND GRUBBING (10) CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR A WATER MAIN TO CROSS (16) THE STORMWATER MANAGEMENT PLAN DEPICTED; ON THESE SHEETS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SEDIMENT
ACTIVITIES SHOWN. OVER A SEWER, THE WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF & EROSION CONTROL PLAN APPROVED BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES,
(5) SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR THE WATER MAIN IS AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF THE SEWER, UNLESS (17) ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973 (NORTH CAROLINA GENERAL STATUTE 113A 51-66) THIS
THIS CONSTRUCTION SITE, AT LEAST ONE FOOT (1') FROM LOCAL CONDITIONS OR BARRIERS PREVENT AN EIGHTEEN (18) INCH SEPARATION -- IN WHICH PROJECT IS SUBJECT TO AN APPROVED SEDIMENTATION AND EROSION CONTROL PLAN. THE CONTRACTOR SHALL ADHERE TO ALL
WETLANDS CASE, BOTH THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND OF THE CONDITIONS SET FORTH IN THE APPROVED PLAN, AS PRESCRIBED BY NCDENR. A COPY OF THE APPROVED
(6) CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F. WITH JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10) SEDIMENTATION AND EROSION CONTROL PLAN STALL BE DISPLAYED AT THE JOB SITE AT ALL TIMES.
INTERVALS ALONG SEDIMENT FENCING. FEET ON EACH SIDE OF THE CROSSING. (18) ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESS OTHERWISE NOTED ON PLANS.
(7) ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED (11) CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A WATER MAIN TO (19) EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER THAN 2:1. SOD SHALL BE USED FOR ALL SLOPES FLATTER
WITHIN 15 CALENDAR DAYS OF GRADING ACTIVITIES CROSS UNDER A SEWER BOTH THE WATER MAIN AND THE SEWER SHALL BE CONSTRUCTED OF THAN 2: 1.
(8) WATER, SEWER, AND STORMWATER PIPES TO BE INSTALLED IN FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE (20) FINISHED FLOOR ELEVATION (FEE) IDENTIFIED ON THE PLAN IS INDICATIVE OF COMPACTED PAD GRADE TO WHICH 2"-4" OF TOP
TRENCHES ACCORDING TO STANDARD SPECIFICATIONS AND DETAILS OF TEN (10) FEET ON EACH SIDE OF THE POINT(S) OF CROSSING. A SECTION OF WATER MAIN SOIL WILL BE ADDED. SEE DETAIL 5/C.7.11.
ON SHEET C.7.10. PIPE SHALL BE CENTERED AT THE POINT OF CROSSING. (21) CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN ACCORDANCE WITH M.U.T.C.D.
a
Table 5.1 MAXIMUM IMPERVIOUS SURFACE AREAS
FOR PHASE 1 RESIDENTIAL LOTS
LOT
NUMBER
MAXIMUM IMPERVIOUS
SURFACE AREA
SQ. FT,
LOT
NUMBER
MAXIMUM IMPERVIOUS
SURFACE AREA
SQ. FT.
1
4,152
24
4,162
2
4,152
25
3
4,152
26
4
41152
27
5
4,300
28
3,672
6
4,186
29
41268
7
31668
30
31664
8
3,608
31
3,659
9 `
3,607
32
31633
10-
3,607
33
3,602
11
3,517
34
3,601
12
4,156
35
31599
13
31692
36
31551
14
3,776
37
41480
15
31691
38
3,849
16
3,731
39
3,828
17
31695
40
4,022
18
31676
41
41255
19
43211
42
41087
20
4,269
43
3,829
21
4,350
44
41128
22
4,161
45
4,425
23
4,165
NOTE 1: AVG SQ. FT. PER LOT IS 3,923 SQ. FT.
(168,669 SQ. FT. / 43 LOTS = 3,923 SQ. FT.)
NOTE 2: TOTAL BUA FOR EACH LOT INCLUDES 55' X 55' BUILDING
ENVELOPE, PLUS 18' WIDE DRIVEWAY (VARYING LENGTHS), PLUS
SECTION OF DRIVEWAY WITH I N ROW (124 to 180 SF, DEPEN DI NG ON
LOCATION IN PHASE 1), UNLESS OTHERWISE NOTED. SIDEWALKS
AND CURB ARE NOT INCLUDED IN BUA.
CONSTRUCTION SEQUENCE-
1. PERFORM CONSTRUCTION STAKE OUT.
2. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE.
3. CLEAR SITE, BUT DO NOT GRUB.
4. INSTALL ALL EROSION AND SEDIMENT CONTROL MEASURES.
5. GRUB SITE.
6. CONSTRUCT SEDIMENT BASINS. A- Pie R Gluffic
7. COMMENCE ROUGH GRADING OF THE SITE. 0 ITICARRU A SWION( TAI
8. INSTALL STORMWATER MANAGEMENT DEVICES. PvIA�$tCOS CIS
MIN
9, CONSTRUCT SEWER COLLECTION SYSTEM.
10.CONSTRUCT WATER SYSTEM. DIVISION OF IYNATIERQU U `1
11. ROUGH GRADE THE SITES 6 7
12. SHAPE SHOULDERS AND CUT AND FILL SLOPES.
13. SCARIFY, SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS.
14.INSTALL DRY UTIL111ES (ELECTRICAL, FIBER-OPTIC, CABLE, PHONE, ETC).
15. RE -SCARIFY, RE -SEED, RE -FERTILIZE AND MULCH ALL DISTURBED AREA.
16. CONSTRUCT ROADBED BASE COURSE AND INTERMEDIATE ASPHALT COURSE.
17. APPLY FINAL ASPHALT COURSE.
18. AFTER DISTURBED AREAS ARE STABILIZED WITH VEGETATION, THE CONTRACTOR SHALL
RETURN TO THE SITE AND REMOVE ALL TEMPORARY EROSION CONTROL MEASURES.
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PHASE 3
FUTURE DEVELOPMENT
404 WETLANDS
I�
EXISTING POND
18 w
14r034 sq.ft.
L, W.acros 17
A9 j 2 ft.
s aq.
y F COMMUNITY POOL AREA 19 �= 0 a
10,863 sq.ft.
' � _ 45 � 24 aces
GENERAL NOTES. _
ATION PROVIDED BY CHARLES F. RIGGS r i8.537 �•�• �' _ , � ,'bus•
(1) TOPOGRAPHICAL SURVEY` INFORM 0.42 �y 22 ASPHALT ROAD
AND ASSOCIATES, P.L.S.# L-•-2981. INFORMATION PROVIDED FOR y ' 'o28
,93• U 1 � /N..n.�..#SEE DETAIL 5 2p
ENGINEERING DESIGN PURPOSE ONLY. NOT FOR RECORDATION. 5
19
a ' WALKING PATH C.7.s ,gals cm ill,
�._. . as} aces ,� LEYLAND WAY t,
INFORMATION AND SETBACKS HAVE BEEN FIELD COMMUNITY CLUBHOUSE
�z
{2} ALL WETLAND BU
FFER ���
APPROVED BY THE ARMY CORPS OF ENGINEERS ON NOVEMBER 23, 2005 t6�3t3 �•'� � W
A o.37 MENiT 21 /
{FINAL APPROVAL PENDING).
AREA 15.552 ocof o G� 14.173 �
cm
D VERIFY ALL EXISTING UTILITIES BEFORE' •
(3) CONTRACTOR TO FIEL \ 43`� s 22
COMMENCING CONSTRUCTION. ,3,888 ,�,, 6" CURB 8c GU TER
�23 -; ' 0.637 �.ft 14 I•
0.3, a C TYP) 6 24 24 aria s 77 ft
\ 8 s.7M sq ft sq.
4 CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE MATERIALS .7.1 'S 7,M aq,�, °•� ° G6 °� %.�.
(} OLITION AND GRUBBING ACTIVITIES SHOWN. 26 ASPHALT ROAD �``�
tr 0.18 Gans F13
GENERATED THROUGH DEM 1
/TYPI 4 � .� /'� 12 ,
\tip \ ) 42 i ,8, sgAL
FOR THIS SEE DETAIL c 7.9 O
(5) SEDIMENT' FENCING TO BE AT THE LIMIT OF DISTURBANCE,.�aagft � , C16 �'"� � °�� a�
ONE FOOT 1 FROM WETLANDS. \ /r A D WA i
CONSTRUCTION SITE, AT .LEAST 0 { )
�E�"AN � �ryk ,2.1 sq.ft. A
PUMP STATION DRIVE
6 CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F.
(} G RHEAD.'"""�
INTERVALS ALONG SEDIMENT FENCING. / a _ 1
BL 18,520 sq ft. f. ,
/ ,Oaq.ft ; , 40 024 0.,V acros j
ED FERTILIZED AND MULCHED WITHIN n TRAFFIC 14.022 sq.f. 31 20 acres
(7) ALL DISTURBED AREAS TO BE SEED , s 20' ASPHALT ONE --WAY 14 CIRCLE U.020111%&
GRADING ACTIVITIES. 0.32 acxss
DAYS OF TRAFFIC CIRCLE � • � . t3,904 sgft °g28)
� 29 30 S
15 CALENDAR DA 1I
SEE DETAIL /
INSTALLED !N TRENCHES s 4o 0 27
R AND STORMWATER PIPES TO BE INSTA
(8} WATER, SEWS: 8 C.7.9 a sq.ft � ��
SPECIFICATIONS AND DETAILS ON SHEETS .24 a tt6
ACCORDING TO STANDARD � � HANDICAP PARKING t
1 /
C.7.6, & C.7.10.
HANDICAP ACCESSIBLE + \ SEE DETAILS 1 2 3 CROSSWALK
(9) LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER .MAINS '
(TYP) e 39 38 7.1 .7.1 .7.1 s',s
T LATERALLY FROM EXISTING OR 0.26 aq.ft 4 so j
SHALL BE LAID AT LEAST TEN (10) FEE SEE DETAIL ,7,1 $ 0.2g acne ' „. �
PROPOSED SEWERS, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT A .
TEN 10 FOOT LATERAL SEPARATION --- IN WHICH CASE: VALLEY CURB j j TRAFFIC
ONE-WAY E 32 710
{ ) NCH WITH THE
TRAFFIC CIRCLE , 9i�' 22 ASPHALT ROAD
(A) THE WATER MAIN IS LAID IN A SEPARATE THE (TYPI 1 SEE DETAIL
ss6 w•ro SEE DETAIL 5
ELEVATION ON THE BOTTOM OF THE WATER MAIN AT LEAST EIGHTEEN SEE DETAIL C.7.9 s Q+ 0.2o a
• � 37 � C.7.9 33 � ' �' �// 0 7 C.7.9
r
18 INCHES ABOVE THE TOP OF SEWER, OR \
(B) THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH \ 0.28 ac t2'o�'q' '
20' RESTRICTIVE ACCESS EASEMENT •- a27 G .
THE WATER MAIN LOCATED AT ONE SIDE ON A BENCH OF PHASE 2 „9• 34 / + , ,492 ' PROPOSED 10'
UNDISTURBED EARTH, AND WITH THE ELEVATION OF THE BOTTOM OF
FOR DITCH MAINTENANCE „9 "r �,.ft /' •24 a UTILITY EASEMENT
T EIGHTEEN 18 INCHES ABOVE THE TOP 35 : ' MID)
THE WATER MAIN AT LEAS C } �� Q G.
OF 'SEWER. .
36 a �iL ,054 VOL
0.23 acres
(10 CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARYFOR', A ` \ . ,4.002i, aq.ft C
) n .02a aq.ft
S OVER A SEWER, E WA 10AIN PI� j-� /�IN` M20 acroa
WATER MAIN TO CROSS TT T1E. `AT'EI MYAlN IS AT \
T SUCH AN ELEVATION THAT., E B0 � GE
A S ' AS ALT ROAD ' �� i o.�a K �' �
TE ICI iB AaVE `THE TOP OF THE SEWER, UNLESS 26 PH +�,• / 'tp�J '
T (TYP} 4 404
BARRIERS PREVENT AN EIGHTEEN (18) INCH �\ ` �0
\
LOCAL" CONDITIONS ORB SEE DETAIL
SEPAR
ATION IN WHICH CASE, BOTH THE WATER MAIN AND SEWER c.7.s Ste, 'off°; Oct. WETLAND
CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS THAT \ BOUNDARY
SHALL BE CON '� 2
MAIN STANDARDS FOR A DISTANCE OF TEN . \ 'ate; '
ARE EQUIVALENT TO WATER \ �►
. ,
10 FEET ON EACH SIDE OF THE CROSSING.
( ) %A. alu
Q
CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY
,0.79s sq.ft
0.24 aam_
(11 } \
MAIN TO CROSS UNDER A SEWER, BOTH THE WATER MAIN fl�
FOR A WATER \
AND THE SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND \ /� /''� \ `y STOP SIGN " o
20 ACCESS EASEMENT
RESTRICTIVE ASEM
I TS EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE
WITH JOINTS _ o
N Q SEE DETAIL 2 FOR POND MAINTENANCE
OF TEN 10 FEET ON EACH SIDE OF THE POINT(S) OF CROSSING. A
( } _ OF , \ o .7.1
SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT
CROSSING. PROPOSED 49.5 LF ALUMINUM
12 SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION BOTTOMLESS CULVERT TO MATCH
( FROM BOTTOM OF STORMWATER PIPE AND TOP OF SEWER PIPE. EXISTING BOTTOM ELEVATIONS 2
SEE DETAIL �'
(13) ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO BE DIRECTED TO 'P Z
RIGHT -OF -•WAY, OR TO YARD INLET (OR OTHER STORMWATER COLLECTION �, �� 7
FOR EVENTUAL DISCHARGE TO INFILTRATION BASIN. Q '� O A O
DEVICES}
ON 1 .
(14) FOR MAXIMUM ALLOWABLE BUILT -UPON AREA PER LOT SEE TABLE 5�� �} �p --r1
SHEET 5.1 AND TABLE 5.5 ON SHEET 5.5. k� tp 0 O
7
15 THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS DOES
J
( ) NOT INCLUDE ANY RUNOFF FROM IMPERVIOUS SURFACE ASSOCIATED WITH
E FUTURE COMMERCIAL AREA. A PERMIT MODIFICATION WILL BE 2 ?-
THE �'" \
NECESSARY PRIOR TO CONSTRUCTING ANY ADDITIONAL IMPERVIOUS 0 A C�
SURFACE. <S`
16 THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS 03 G) a
{ ) SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SEDIMENT & EROSION �.- 7 _)o y --A
CONTROL PLAN APPROVED BY THE NORTH CAROLINA DEPARTMENT OF --A _ r -0
ENVIRONMENT AND NATURAL RESOURCES. ,'4 U
(17) ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973 (y `0 R,Oy
(NORTH CAROLINA GENERAL STATUTE 113A 51--66) THIS PROJECT IS
SUBJECT TO AN APPROVED SEDIMENTATION AND EROSION CONTROL PLAN. �Q cp
THE CONTRACTOR SHALL ADHERE TO ALL OF THE CONDITIONS SET FORTH co
IN THE APPROVED PLAN, AS PRESCRIBED BY NCDENR. A COPY OF THE Ra
APPROVED SEDIMENTATION AND EROSION CONTROL PLAN SHALL BE
DISPLAYED AT THE JOB SITE AT ALL TIMES.
(18) ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESS OTHERWISE
NOTED' ON PLANS �rI
BECKY'S CREEK ROAD
19 EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER (UNIMPROVED)
THAN 2:1. SOD SHALL BE USED FOR ALL SLOPES FLATTER THAN 2:1. x•`~"
(20) FINISHED FLOOR ELEVATION (FFE) IDENTIFIED ON THE PLAN IS INDICATIVE -
OF COMPACTED PAD GRADE TO WHICH 2 4��OF TOP SOIL WILL BEP
ADDED. SEE DETAIL 5/C.7.11.
(21) CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN
ACCORDANCE WITH M.U.T.C.D.
`UNNAMED JURISDICTIONAL
STREAM TO BECKY'S CREEK
FUTURE
COMMERCIAL
28.5' ASPHALT ROAD AREA
r(Typ) e
7' PLANTED
MEDIAN
PROPOSED 10' DOT
RIGHT OF WAY EASEMENT
NCHWY210
ROW
NCDOT PLANS
SEE SHEETS
C.3.3 & C.3.4
��CSINGLE FAMILY HOME
MAX. S.F.= 3,080
MAX. BEDROOMS= 4
I
20' ASPHALT ONE --WAY
TRAFFIC CIRCLE 6
SEE DETAIL k,C. 7 9
PROPOSED 10'
UTILITY EASEMENT
(TY')
0�3
o0 o
A�
Q'
a
p
ROW ROW
M
ROW
PROPOSED 10' DOT
RIGHT OF WAY EASEMENT
LOT LEGEND
LINE TABLE
LINE
LENGTH
L1
168.73
L2
52.06
L3
4.58
L4
18.59
L5
419.71
L6
210.32
L7
389.41
L8
108.57
L9
243.11
CURVE TABLE
CURVE
LENGTH
RADIUS
Cl
259.92
495.00
C2
71.36
495.00
C3
106.24
1285.00
C4
294.17
220.00
C5
189.62
118.00
C6
387.05
628.98
C7
218.17
77.00
C8
265.64
77.00
C9
76.26
112.95
C10
179.82
230.00
C11
68.33
293.89
C12
70.62
302.83
C13
169.51
199.61
C14
94.45
239.39
C15
137.02
77.00
C16
188.21
77.00
Cl 71
158.571
77.00
SCALE: 1" =100'
100' 0 100'
Mmm_9 - - - m ____ - i
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
AUG 10 2007
DWQ
P OJ
A -
DAVID OLSON JUSTICE, SR.
- D.B.
1522, P.
118
M.B.
32, P.
132
B
- STEPHEN ROSS JUSTICE, JR.
& WIFE,
- D.B.
2347, P.
72
PALLA DENISE JUSTICE
M.B.
32, P.
132
C
- JOHN MARK" BALDRIDGE
- D.B.
2368, P.
145
M.B.
4, P.
55
D
- MYRA T. ROCHELLE & HUSBAND,
- D.B.
747, P.
166
JAMES L. ROCHELE, JR.
M.B.
25, P..
58
E
- OSTON G. HARDISON & WIFE,
JAQUELINE D. HARDISON
- D.B.
754, P.
755
F
- OSTON G. HARDISON & WIFE,
JAQUELINE D. HARDISON
- D.B.
724, P.
61
G
- OSTON G. HARDISON & WIFE,
JAQUELINE D. HARDISON
- D.B.
724, P.
61
H
- OSTON G. HARDISON & WIFE,
JAQUELINE DENISE HARDISON - D.B.
913, P.
192
I
- GLORIA J. DEARMAS
- D.B.
677, P.
48
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I hereby certify that I have reviewed the plan and the plan meets or exceeds the
regulations and ordinances of the Town of Surf City.
,41
Public Works Director Building Inspector - •�` : '� `
`t•t , A V •'+ . /� +
, ` Chief
Fire Marshall Police - •- { - '9 �,}�
Town Manner <
•i •
E9
c�
�l
w�
r r W
VALLEY CURB _; <
(TYP)
SEE DETAIL <=< °' / as
CL
c`7'9 PROPOSED STORMWATER r
POND 1 D
-1 / Z3
n45 ��� ``• SCALE: 1" - 20' t0
34TBACK
' S 20' 0 20'
GENERAL 'NOTES.. /
(1) TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. RIGGS hg /
-2981. INFORMATION PROVIDED FOR L
AND ASSOCIATES,. P.L.S.# L
ENGINEERING DESIGN PURPOSE ONLY. NOT FOR RECORDATION. �- ,.��; /. `. `. / /
/ 4 SCALE OF MAP MAY VARY +D
' <• : , DUE TO METHODS OF REPRODUCTION. •�
(2) ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN F : _ 1' : `` : ` .'` : ` ,,•, '~:' ;<
POOL HOUSE
<' ,• �:...:'•.'. K.� ., �. �
APPROVED BY THE ARMY CORPS OF ENGINEERS ON NOVEMBER 23, 2005 N:• '.� <':''�< - ''` : < /
,.
• • COMMUNITY POOL AREA
PENDING (850 S.F.}
FINAL APPROVAL ). - : ; ' <. , ` . ,.'.<� < <•': 0
OPEN SPACE ' • .. , .F ,.�. - ~ �., :t : " � •'.: ; � �<''.. 0
BEFORE � `d•� '.,. - ".�.�7�-.,�.'',,;.,;-.<•;i..`�•`:. �• ` °•`�
NG UTILITIES '- - �'� ' .� ' ��' ..�- : <.' .; <•-�� ��:�'
EXISTING CONTRACTOR TO FIELD VERIFY ALL •,'.. ; ;'' •�.: <<::• :.. � .,., : < :. , { : s: /
COMMENCING CONSTRUCTION.
« e • ' •: i d . '< , ` . - ,� - �, ••-� fir• , ' . •� �,,,, " < : << x ,<. ! a,! `, '< '': , . t .. C '.' q <• /
a. • :'< ` t', .4 ` • / . , .« <, A ,W''.'"°-'A,��„'H°"""'.`•' ,• ,' t t ' ,'```� <✓r" ,�-^"z'`- ',,.."' " ,s ,. , •,.1 :�y5 �' c r .4 :< •
< / `. ; •<..
4)) CONTRACTOR IS RESPONSIBLE FOR DISPOSAL ALL WASTE MATERIALS• j'.' KIDDIE POOL
DEMOLITION AND GRUBBING ACTIVITIES SHOWN.
GENERATED THROUGH(224 S.F.)� <
o f ' 3 . < yr .--^a y •<: ! { `, ..'. <• w. ' .� �d•cp, . w� -- ....� ""~ jr.°" •' ` r, •. t ... .`. < •. s : c` • <' .' •� , < • r t /�
4 .: < ,.a"vtl"µ�„un^" r•• ' y,.a .w �,G... «A.„.a^" .r �,.. . * t •, . ,c .. ,.' •,� • :. "<t i ,• `%
STURBANCE FOR THIS `� <
BE AlHE LIMIT OF DI �.,. ; �,j•:.s_�-••'�....� • R,� . �.• , < -� ;, �r.�' . - .� ' - ..,. �' �n' ��<'�: •• .'
SEDIMENT FENCING TO
1 .P"" .•,"�, ..�"i••~ �' . <. _ •t ++' �,,, � , �" tt,�,.u„"'""•� "' �� � ^ ,,,.�"••~��,rF'� �,:>v , ti. {.. ,'t • c � t{, r '<. f ` i . �' < • < �/ /
C 5 I , •• .. 41
' ..* , L l < , •. n+• ` , ,.a""' ..,,-v'-"-�sw"' Ate. ' LL.:� . °''3 ,g,-*°'G r ._,.,."`' ' ' , �,"�` ors` • < ' YE `. ' ' . re ' t , :1
!! I CONSTRUCTION SITE, AT LEAST ONE FOOT (1) FROM WETLANDS. - :4 • • ` ' Y' a�` ' - ' -
.. / • •1�. • � .,..... . •"` • fd•. ate,' r., ` t - , o„♦•+- �a-•r""ry r"" �,,,: , *� �"„n-"'' �,,:.* • , ,»+*s • .�,r ' �, ' ' .,,. •t ' ,.,, t,• t �.. '
•. • < �� _ '°. ,�"in'"' .s.•A'• < .4 t • 't ' ' ,<�'j0 �"".'x' �,e�„.+ . aw,�'a • y+".m+ •�<...,"�`�,. �� ' � . �'�.�,rv'"• .+ �p ,•e�`'� a�,.,�"" t ' <. 4 <: ' :< < {
(6) CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F. / �� ` : ` _� ';, :< -'` .• NOTE: REFERENCE ARCHITECTUAL °~'t='::�::•�': _Y`.<<'
S ALONG SEDIMENT FENCING. ':::" •,
INTERVAL `` ` PLANS FOR EXACT - �' •:
< ,;'F::`�<<. LOCATION OF ITEMS WITHIN
7 ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED WITHIN ;;:: '' "' , -'< ':,..'�.::? :'':: �'. ;:. AMENITY AREA, INCLUSIVE
15 CALENDAR DAYS OF GRADING ACTIVITIES. OF THE POOL AREA. '
e♦ ` . •r ,'� i .".<: {,; c•<•, K � � [ ` •': ` :; , - '" � ��< : ••cf ,.ic• ..f .+�< -�,.•' ' "`� »pA' • " `' ! .-`..��'�r `y ' f' {
14,
' <<c. ,S•. .•k •, ,o a' , •.. ,<.'• t, ,• '<�••,, , 'c.•r<4, ••'` ,<'•a.. •ttr<< ,•{r i,' �,r %.4. ,; .x `+'' y-r'"`�' °`� "o ��'� �.--"`'� c.,�•_•,�� AND STORMWATER PIPES TO BE INSTALLED IN TRENCHES • .. �-`
8 WATER SEWER,
AILS ON SHEETS / <<:.�. • ,- < -
0 STANDARD SPECIFICATIONS AND DETAILS .a " F •' a : ` i `' t: < '
ACCORDING T .... < `1 • }
- � t !'c,'r . - s ' <• •..i < � -,;• • u•` t'.- :' , �; is • a• ' t • � '
C.7.19 • ! < do-• # [t' •s, i < r , "� • a .t<' •� . '`< .•< << . ,. ' r, ,. •<. ' : ,f. < s
} • .• '� : •'` aeo.'�+•r„�y • < ,y':<. • mom.' - .rea' "•" r^"` �», `•`.- r i � 4� ..i f � � <�• 1 •• �< • � t. fr.. � `�:f . , .
,Qe ., .� , •.1. d... �• ' •� „ro•.°""s a,,,n6`'' �� < t ,<: � � •• .< • ,:C� ,':_'• ' : •,:.• er t, ' <,{• : t < � . ,
WATER MAINS /
9 LATERAL SEPARATION OF SEWERS OR WATER MAINS. ,�, •+ ", "' F '•
C }„
FROM EXISTING OR < ' ' /
10 FEET LATERALLY F �-= : `:� :.. • � : ' .� `���� � ` :,� , � . :, <••'<<:
SHALL BE LAID AT LEAST TEN( ) d 9 •. e' ` 't `{ : - :. •<•
CAL CONDITIONS OR BARRIERS PREVENT A
SEWERS, UNLESS LOCAL
PROPOSED SE ..` '.'e'. ,��.•�• ,�.�^`� .,,+•�.-�`y.,� �-� ,;< :,...,�_ � :.r< /
,, 1 ` '« 1� , .^•"".r^°',,.�'". .ram' , ,.a` +,,,.-•"°'0�4,°" ,,..•d''w., ,'<,R `,�. • <. {•' r ,, - t'' l f< . " I • 1
10 FOOT LATERAL SEPARATION -- IN WHICH CASE: � <
S WALKING PATH
/?•1 .e a .•� • •:r .d< • : •a' '`` ,...".'`�,6,,,.•`°',aw ' � . � .....°"�"`.' E" � � � p-••"� �,.. c �t<.• •• -. <` •�cri •''` ,
TEN
THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE .
TTON ON THE BOTTOM OF THE WATER MAIN AT LEAST EIGHTEEN° " a
_r
(18) INCHES ABOVE THE TOP OF SEWER, OR /
IN THE SAME TRENCH AS THE SEWER WITH < ' . �- •'
/ - a of - r�r�" <�, ' �'�`� .,,..'`s•' rA"��# ..�`""""�„,•* '"-•A'.dx,• �..�'°
B THE WATER MAIN IS LAID
O LOCATED AT ONE SIDE ON A BENCH OF "� I' .:J: .�_ o ` � �� � �.- ��.....•' ..
THE WATER MAIN LO ` •VAR �� /
UNDISTURBED EARTH, AND WITH THE ELEVATION OF THE BOTTOM OF
,. AM EN I TY
COMMUNITY CLUBHOUSE
LEAST EIGHTEEN 18 INCHES ABOVE THE TOP ; :a . ' • AREA h :F :•�
THE WATER MAIN AT C ) (4,400 S. 5' SIDEWALK
•. k
OF SEWER /
Y A ' • „�"`���•E' ' pr ' .rf"" . '"' y.,,.`•""��a."'. 9 ~ c ,°•' , ✓!'��` •a• - 11s�< !
„ <
G A WATER MAIN OVER A SE WHENEVER NCCES <
10 CROSSING / • THE WATER MAIN, "` ♦ � - "-
_
-F
�</ PROPOSED OTRM ATE POND
WATER MAIN TO CROSS OVER A SEWER,
E B€TT� , E CATER MAIN
AT SUCH AN ELEVATION THAT THE -� - �•� - • .
UNLESS
SEWER U _..- . � - •-a ram'" � �.•- � .��� •
BOVE THE TOP OF THE <-
C
EAST EI�HE� ._
18 INCH
BARRIERS PREVENT AN EIGHTEEN( } p�� ,• j `
..�" .� < �°' ''�� °�' �„„� � "`' ..ter' �,� -.• :. ; • "'. <
-
_ LOCAL "CONDITIONS OR
}
E WATER MAIN AND SEWER
--- IN WHICH CASE, BOTH THE -. `` � � �.r �'� `�* ' M ✓.- �� � �� �• ♦ :� '
SEPARATION
JOINTS THAT
MATERIALS AND WITH FERROUS M
SHALL BE CONSTRUCTED OFF
R A DISTANCE OF TEN
O WATER MAIN STANDARDS FOR
ARE EQUIVALENT
/ f
(10) FEET ON EACH SIDE OF THE CROSSING. �: � _ ''' '� . -�` '-�'` .�"" •, •_. /
11 CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY
() "
WATER MAIN •::: r- - . - ` `
CROSS UNDER A SEWER, BOTH THE /
FOR A WATER MAIN TO C • " - •° • . - • `�< '..
FERROUS MATERIALS AND
THE SEWER SHALL BE CONSTRUCTED OFF NTABLE CURB e
AND �, :" _ /! .
JOINTS EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE `
WITH SEE DETAIL . ;'. 6 CORc GUTTER
F CROSSING. A . .. / ._
OF TEN (10) FEET ON EACH SIDE OF THE POINTS) 0 :°:: • = °:
SHALL BE CENTERED AT THE POINT OF -`a c.a.9 f
SECTION' OF WATER MAIN PIPE •' " a ' ':4 ` '' / ,/
CROSSING. y• - �•' + � - .�.�
R PIPES TO HAVE A MINIMUM OF 24" SEPARATION 14
r
N
z
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(12) SEWER AND ST
FROM BOTTOM OF STORMWATER PIPE AND TOP OF SEWER PIPE.
S TO BE DIRECTED TO ` 26' ASPHALT ROAD W
F FOR ALL RESIDENTIAL LOT
13 ROOFTOP RUNOFF
TYP
C } COLLECTION ( 4 � 'SETBACK •' •: � .:-- < , .. a ,.. •; ::'•• v W � 3
RIGHT-OF-WAY, OR TO YARD INLET (OR OTHER STORMWATER COL DETAIL 70 /
SEE
DEVICES)
-UPON AREA PER LOT SEE TABLE 5.1 ON
FOR EVENTUAL DISCHARGE TO INFILTRATION BASIN. c.7s •.. v+''''"• /y
fi
R MAXIMUM ALLOWABLE BUILT ` h
• ,
SHEET 5.1 AND TABLE 5.5 ON SHEET 5.5. ` :,•; • .
18 y
DEPICTED ON THESE SHEETS DOES
15 THE STORMWATER MANAGEMENT PLAN DE • 'a...
Ix
C ) ANY RUNOFF FROM IMPERVIOUS SURFACE ASSOCIATED WITH
NOT INCLUDE • '�: 9 54
•F
TION WILL BE ' - .:�- ' • : • .. .. ..,. •
THE FUTURE COMMERCIAL AREA. A PERMIT MODIFICA 66' OW ` ' ' ` • _ .' :. �...
l SHEET NO.
PRIOR TO CONSTRUCTING ANY ADDITIONAL IMPERVIOUS``'` --
NECESSARY "
SURFACE.
(16) THE ST
ORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS ~''<: ': :e'. •: °' =:b'�. ' 63' ti :��•y;
SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SEDIMENT & EROSION ,t
DEPARTMENT OF
APPROVED BY THE NORTH CA DEPAR }
CONTROL PLAN APPR C�
CON �. .MAW
NATURAL RESOURCES. C
MENT AND 6 <
N CURB &GUTTER 7 CN
o
ENVIRONMENT e_ 6 CU .--•-''"- ' --.._ HANDICAP ACCESSIBLE 9' <..• s � ` . �•..: ' .'.`<:'."{
NTA11ON POLLUTION CONTROL ACT OF 1973 Y
ING TO THE SEDIME SEE DETAIL � � �' S' SIDEWALK �, CROSSWALK -- � o
(17} ACCORD '
NORTH CAROLINA GENERAL STATUTE 113A 51-66) THIS PROJECT IS
( .�. (TYP.) (TYP) `
ON AND EROSION CONTROL PLAN."
`
APPROVED SEDIMENTATION 4 SEE DETAIL fi3' �':: ` : :.' .,
SUBJECT TO AN A .• .: .. •
.'• 4, .«,• a -a.: •` '•••i • f 1
THE CONTRACTOR SHALL ADHERE TO ALL OF THE CONDITIONS SET FORTH:: •7• �.%
Y NCDENR. A COPY OF THE d,e• ` •7tr
IN THE APPROVED PLAN, AS PRESCRIBED B <.. - , : • • d
SHALL BE a
CONCA
TROL PLAN �k'• ' .•``- ... -•'• �•-.::..- .�'
APPROVED SEDIMENTATION AND EROSION `...�'..'. , ' , i
ALL TIMES.
DISPLAPED AT THE JOB SITE AT .,: ,' .. ' . • .' ' •:.:.`:' °.- �':..:'..---- . , q W
G UNLESS OTHERWISE ` '
UST BLOCKING •"t .4-•x , :''. ; - - . -. . 4,• �"-� - -.- •_ .._-•--
L5_ .._..---
E MJ DIP WITH THR.•..- '~ ' -
(18) ALL FITTTNGS TO B HANDICAP PARKING �• •
NOTED ON PLANS. ' .` � e .. --a • ..'. • - •, .
.., .. (TYP) W
_
f
USED ON SLOPES STEEPER � <` i SEE DETAILS .
(19) EXCELSIOR MATTING AND SEEDING TO BE U �:: ---'` •7.1 .7.1 •7.1
• ALL BE USED FOR ALL SLOPES FLATTER THAN 2:1. LOGGERHEAD BLVD.
THAN 2:1. SOD SHALL
TRAFFIC CIRCLE _ ----- - , '.;. <� �,t a' ' .• .<'.`: _ „ .<'• <<! Z
20 FINISHED FLOOR ELEVATION (FFE) IDENTIFIED ON THE PLAN IS INDICATIVE �, �' j -•'"'"" <BO
PAD GRADE TO WHICH 2 4 OF TOP SOIL WILL .....--
OF COMPACTED
'.. •t j ` <
in
ADDED. SEE DETAIL 5/C.7.11 VALLEY CURB <
f _ 22 ASPHALT ROAD <... r - ^� //,{y� Q �' z
< ,4, � ] t
TYP. • . '• 8 v z_ ...,
S IN ' (TYP-) (TYP.) . �. • . . '•.' ::1., t; ,.', .. o
TRAFFIC CONTROL MEASURE <
CEMENT TRAF ,. < • w
21 CONTRACTOR SHALL IMP SEE DETAIL -'i''
SEE DETAIL .< :.• r ;• : 4 : - Li °C v
C } ACCORDANCE WITH M.U.T.C.D. `J -u /
4
C�

•�Arm
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WETLANDS
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100' 0 100'
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
= ci.wl It
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I'` _ -- - - - - -- - - - -- - -
_-�IN l r r P• i,
WETLANDL2 OF SEDIMENT FENCE AT
LEAST ONE (1) FOOT OFF OF
L EMERGENCY
BOUNDARY .
DETAILSPILLWAY (TYP) LNC HWY.
SEE
! DETAII_r-,-�
SEDIMENT DEVICE DESCRIPTIONS
BOTTOM ELEV.
BOTTOM
AREA
SPILLWAY ELEV.
SPILLWAY
AREA
SEDIMENT
TRAP
1 A--1
31'
69025
S.F.
31.75'
6,985
S.F.
SEDIMENT
TRAP
1 A--2
30'
2,208
S.F.
31.25'
3,123
S.F.
SEDIMENT
TRAP
1A-3
30'
1,085
S.F.
31.25'
1,732
S.F.
SEDIMENT
BASIN
1 B
21'
4,802
S.F.
26.50'
16,252
S.F.
SEDIMENT
BASIN
1 C
12
9,377
S.F.
14.75'
15,796
S.F.
SEDIMENT
TRAP
1D--1
27'
2,790
S.F.
29.25'
5,587
S.F.
SEDIMENT
TRAP
1D--2
25.70'
6,534
S.F.
27.75'
10,434
S.F.
NOTE:
DISTURBANCE AREA 1 A TO BE
COMPLETED WITH VEGETATIVE
COVER PRIOR TO ANY LAND
DISTURBANCE ACTIVITIES IN
DISTURBANCE AREA 1 B.
PURSUANT TO APPROVED
LAND QUALITY SOIL EROSION
AND SEDIMENT CONTROL
PERMIT, NO MORE THAN 20
ACRES SHALL BE
EXPOSED/DISTURBED AT ANY
GIVEN TIME, DUE TO THE
HQW: SA WATERSHED
CLASSIFICATION.
CONSTRUCTION SEQUENCE
1. PERFORM CONSTRUCTION STAKE OUT
2. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE.
3. CLEAR SITE, BUT DO NOT GRUB.
4. INSTALL ALL EROSION AND SEDIMENT CONTROL MEASURES
5. GRUB SITE.
6. CONSTRUCT SEDIMENT BASINS.
7. COMMENCE ROUGH GRADING OF THE SITE.
8. INSTALL STORMWATER MANAGEMENT DEVICES.
9. CONSTRUCT SEWER COLLECTION SYSTEM.
10. CONSTRUCT WATER SYSTEM.
11. ROUGH GRADE THE SITE.
12. SHAPE SHOULDERS AND CUT AND FILL SLOPES.
13. SCARIFY, SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS.
14. INSTALL DRY UTILITIES (ELECTRICAL, FIBER-OPTIC, CABLE, PHONE,
ETC).
15. RE -SCARIFY, RE -SEED, RE -FERTILIZE AND MULCH ALL DISTURBED
AREA.
16. CONSTRUCT ROADBED BASE COURSE AND INTERMEDIATE ASPHALT
COURSE.
17. APPLY FINAL ASPHALT COURSE.
18. AFTER DISTURBED AREAS ARE STABILIZED WITH VEGETATION, THE
CONTRACTOR SHALL RETURN TO THE SITE AND REMOVE ALL
TEMPORARY EROSION CONTROL MEASURES.
GENERAL NOTES:
(1)
TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARGES F. RIGGS AND
PHASE I NDTES
ASSOCIATES, P.L.S.# L-2981. INFORMATION PROVIDED FOR ENGINEERING
DESIGN PURPOSE ONLY. NOT FOR RECORDATION.
(1) PHASE I SEDIMENT POND DRAINAGE AREA: 18.84 ACRES
(2)
ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN FIELD
APPROVED BY THE ARMY CORPS OF ENGINEERS ON NOVEMBER 23, 2005
(2) LIMIT OF DISTURBANCE: 26.3 ACRES
(FINAL APPROVAL PENDING).
(3) IMPERVIOUS AREA: 8.36 ACRES
(3)
CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE COMMENCING
CONSTRUCTION.
(4) PERCENT IMPERVIOUS: 44.4%
(4)
CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE MATERIALS
(5) SEDIMENT FENCE LENGTH: 7,894 LINEAR FEET
GENERATED THROUGH DEMOLITION AND GRUBBING ACTIVITIES SHOWN.
(APPROXIMATE)
(5)
SEDIMENT FENCINGTOLIMIT DISTURBANCE
EROSION CONTROL
CONSTRUCTION ATLAS ONE FOOTS (1*) ROMWETLANDS�'S
MAINTENANCE PLAN
(6)
CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F.
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INTERVALS ALONG SEDIMENT FENCING.
O
7 ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, .AND MULCHED WITHIN 15 (1) CONTRACTOR SHALL CHECK ALL EROSION AND SEDIMENT
CALENDAR DAYS ACTIVITIES. CONTROL PRACTICES FOR INTEGRITY FOLLOWING EVERY
OF GRADINGRUNOFF PRODUCING RAINFALL EVENT, OR AT A MINIMUM, C�
O
8 WATER SEWER AND STORMWATER PIPES TO BE INSTALLED IN TRENCHES ONCE A WEEK. ANY REPAIRS WILL BE MADE
ACCORDING TO STANDARD SPECIFICATIONS AND DETAILS ON SHEETS C.7.1, IMMEDIATELY TO MAINTAIN THE FUNCTION OF THE DESIGN Q Q
C.7.6, & C.7.10. MEASURES. Z V) CI_
--.-J O O
(9) LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL (2) CONTRACTOR SHALL REMOVE ALL SEDIMENT FROM THE �...._, � or,-__!
SEDIMENT FENCE WHEN IT BECOMES ABOUT A HALF OF A
BE LAID AT LEAST TEN (10) FEET LATERALLY FROM EXISTING OR PROPOSED FOOT DEEP AT THE FENCE BASE. THE SEDIMENT FENCE v U Q
SEWERS, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT A TEN (10) WILL BE REPAIRED AS NECESSARY TO MAINTAIN }-:--
FOOT LATERAL SEPARATION IN WHICH CASE: FUNCTION AS A BARRIER. tl� O
(A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION � L.Li
ON THE BOTTOM OF THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES (3) THE SEDIMENT FENCING AREA AND COLLECTED �`' � U) � Q
ABOVE THE TOP OF SEWER; OR SEDIMENTS WILL BE REMOVED AND BROUGHT TO GRADE �C o ; U
(B) THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH AFTER THE CONTRIBUTING AREA HAS BEEN PROPERLY Z j Z C)
THE WATER MAIN LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED STABILIZED. U! 1 0 �C I_,
EARTH, AND WITH THE ELEVATION OF THE BOTTOM OF THE WATER MAIN w p V
AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER. irk ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS
NECESSARY, AND MULCHED ACCORDING TO p
(10) CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR A SPECIFICATIONS IN THE VEGETATIVE PLAN TO MAINTAIN A
WATER MAIN TO CROSS OVER A SEWER, THE WATER MAIN SHALL BE LAID VIGOROUS, DENSE VEGETATIVE COVER. __j CL 'J
AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER MAIN IS AT
S L
LEAST EIGHTEEN (18) INCHES ABOVE THE TOP- OF THE SEWER, UNLESS (5) CONTRACTOR TO WEEP AND KEEP CLEAN OF SEDIMENT Lu
LOCAL CONDITIONS OR BARRIERS PREVENT AN EIGHTEEN (18) INCH THE ROADWAY ADJACENT TO THE PROJECT SITE AS
SEPARATION -- IN WHICH CASE, BOTH THE WATER MAIN ANDSEWER NECESSARY.
SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS THAT
ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10) (6) AT NO POINT IN TIME MAY EXPOSED DISTURBANCE �--
FEET ON EACH SIDE OF THE CROSSING. EXCEED 20 ACRES.
O O O
(11) CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY SEEDING SCHEDULE
Q N
FOR A WATER MAIN TO CROSS UNDER A SEWER, BOTH THE WATER MAIN
AND THE SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH
JOINTS EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF TEN SEEDING MIXTURE w W 3
(10) FEET ON EACH SIDE OF THE POINT(S) OF CROSSING. A SECTION OF SPECIES RATE (LB/ACRE) DATES p v
WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF CROSSING. "' z W
TALL FESCUE 50 SEPT 1 — APRIL 1 ar
PENSACOLA BAHIAGRASS 25 SEPT 1 -- APRIL 1 W z
(12) SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION KOBE LESPEDEZA 50 SEPT 1 — APRIL 1 o
FROM BOTTOM OF STORMWATER PIPE AND TOP OF SEWER PIPE. o
SEEDING MIXTURE p N
(13) ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO BE DIRECTED TO w LOE
RIGHT--OF—WAY, OR TO YARD INLET (OR OTHER STORMWATER COLLECTION SPECIES RATE (LB/ACRE) DATES a cL
TALL FESCUE 50 APRIL 1 — SEPT 1
DEVICES) FOR EVENTUAL DISCHARGE TO INFILTRATION BASIN. BROWNTOP MILLET 25 APRIL 1 — SEPT 1
KOBE LESPEDEZA 50 APRIL 1 — SEPT 1 4�i �- N
(14) FOR MAXIMUM ALLOWABLE BUILT —UPON AREA PER LOT SEE TABLE 5.1 ON Qc
SHEET 5.1 AND TABLE 5.5 ON SHEET 5.5.
SOIL AMENDMENTS SHEET NO.
(15) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS DOES APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR
NOT INCLUDE ANY RUNOFF FROM IMPERVIOUS' SURFACE ASSOCIATED WITH APPLY 3,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE
THE FUTURE COMMERCIAL AREA. A PERMIT MODIFICATION WILL BE AND 1,000 LB/ACRE 10-10-10 FERTILIZER. C.4. 1
NECESSARY PRIOR TO CONSTRUCTING ANY ADDITIONAL IMPERVIOUS SURFACE,
MULCH
(16) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS SHALL APPLY 4,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER ►,�
BE CONSTRUCTED IN ACCORDANCE WITH THE SEDIMENT & EROSION CONTROL OF ANOTHER SUITABLE MULCH. ANCHOR STRAW BY TACKING o o
PLAN APPROVED BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT WITH ASPHALT, NETTING, ROVING, OR BY CRIMPING WITH A N p
AND NATURAL RESOURCES. MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY to
STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL. ti
(17) ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973 •• o Q
(NORTH CAROLINA GENERAL STATUTE 113A 51-66) THIS PROJECT IS MAINTENANCE w Z
SUBJECT TO AN APPROVED SEDIMENTATION AND EROSION CONTROL PLAN. IF GROWTH IS LESS THAN FULLY ADEQUATE, REFERTILIZE IN 0
THE CONTRACTOR SHALL ADHERE TO ALL OF THE CONDITIONS SET FORTH IN THE SECOND YEAR ACCORDING TO SOIL TESTS OR TOPDRESS U W
THE APPROVED PLAN, AS PRESCRIBED BY NCDENR. A COPY OF THE WITH 500 LB/ACRES 10-10-10 FERTILIZER. RESEED,
APPROVED SEDIMENTATION AND EROSION CONTROL PLAN SHALL BE FERTILIZE, AND MULCH DAMAGED AREA IMMEDIATELY. o
4
DISPLAYED AT THE JOB SITE AT ALL TIMES.
(18) ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESS OTHERWISE
NOTED ON PLANS.
(19) EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER THAN c� �,� •• �, •..
2:1. SOD SHALL BE USED FOR ALL SLOPES FLATTER THAN 2:1. cn
w o
(20) FINISHED FLOOR ELEVATION (FFE) IDENTIFIED ON THE PLAN IS INDICATIVE n w = i cv • 0
OF COMPACTED PAD GRADE TO WHICH 2"-4" OF TOP SOIL WILL BE ADDED. •
t �
SEE DETAIL 5/C.7.11. z q zwo
•.
(21) CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN
ACCORDANCE WITH M.U.T.C,D.

F7��'I,�IT.��n1
AENIT
AREA
INFILTRATION
BASIN 1D-1
SEE SHEET C.5.4
INFILTRATION
BASIN 1 D-2
SEE SHEET C.5.4
�EYLAND
5' WALKING PATH
•1 �
. r•w.
J
FM r2&00
WE r 16.00 6�
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I v
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STATION
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i. a
WETLANDS
Lx NO
m-num. rit 0
Em
IF w
w
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`. �/C..i`/������� a7- _„u1 • � �.:.•-.►.•"�/ t,.- rw.•! 7.�.sv r'G"�•Irc�a�o�sa_�
i
r, � • r
PiOPOSED PHASE 1 STORMWATER -PLAN
Roy( �
SCALE: 1" =100'
100' 0 100'
SCALE OF MAP MAY VARY
DUE TO METHODS OF REP ODUCTION.
DRAINAGE A
DRAIN
PHASE 1 SPECIFICATIONS
3
JUNCTION BOXES (JB)
3
YARD INLETS (YI)
1
CURB INLETS (CI)
31
5' X 7 BYPASS BOX
2
15" HDPE SDR 32.5
1,998 L.F.
18" HDPE SDR 32.5
454
L.F.
24" HDPE SDR 32.5
349
L.F.
30" HDPE SDR 32.5
351
L.F.
36" HDPE SDR 32.5
508
L.F.
42" HDPE SDR 32.5
250
L.F.
INFILTRATION BASINS
7
RIP RAP APRONS
16
LEVEL SPREADERS
9
SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24w SEPARATION FROM BOTTOM OF STORMWATER PIPE AND TOP OF
GENERAL
(1)
NOTES:_
TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F.
(9)
LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID AT LEAST TEN
(12)
RIGGS AND ASSOCIATES, P.L.S.# L-2981. INFORMATION PROVIDED
DESIGN PURPOSE ONLY. NOT FOR RECORDATION.
(10) FEET LATERALLY FROM EXISTING OR PROPOSED SEWERS, UNLESS LOCAL CONDITIONS OR
13
( )
SEWER PIPE,
ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS T� BE DIRECTED TO RIGHT-OF-WAY, OR TO YARD INLET (OR OTHER STORMWATER
( 2)
FOR ENGINEERING
ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN
BARRIERS PREVENT A TEN (10) FOOT LATERAL SEPARATION - IN WHICH CASE.
(A) THE WATER MAIN IS ' LAID IN A SEPARATE TRENCH, WITH THE ELEVATION , ON THE BOTTOM OF
COLLECTION DEVICES) FOR EVENTUAL DISCHARGE TO INFILTRATION BASIN.
TABLE 5.5 5.5..
FIELD APPROVED BY THE ARMY CORPS OF ENGINEERS ON
THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER; OR
(14)
FOR MAXIMUM ALLOWABLE BUILT -UPON AREA PER LOT SEE TABLE 5.1 ON SHEET 5,1 AND ON SHEET
NOVEMBER 23, 2005 (FINAL APPROVAL PENDING).
BEFORE
(B) THE WATER MAIN IS LAID IN THE SAME TENNIS AS THE S EWER WITH THE WATER MAIN
(15)
THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS DOES NOT INCLUDE ANY RUNOFF FROM IMPERVIOUS SURFACE
ASSOCIATED WITH THE FUTURE COMMERCIAL AREA. A PERMIT MODIFICATION WILL BE NECESSARY PRIOR TO CONSTRUCTING ANY
(3)
CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES
LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED 'EARTH, AND WITH. THE ELEVATION OF
ADDITIONAL IMPERVIOUS SURFACE.
{4)
COMMENCING CONSTRUCTION.
RESPONSIBLE FOR DISPOSAL OF ALL WASTE
CONTRACTOR IS R
THE BOTTOM OF THE :WATER MAIN AT LEAST EIGHTEEN(18) INCHES ABOVE THE TOP OF SEWER.
FOR A WATER MAIN TO CROSS
(16)
THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SEDIMENT
MATERIAL S GENERATED THROUGH DEMOLITION AND GRUBBING
10
( )
CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY
SHALL BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF
& EROSION CONTROL PLAN APPROVED BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES.
ACTIVITIES SHOWN.
FOR
OVER A SEA, THE WATER MAIN
THE WATER MAIN IS AT LEAST EIGHTEEN {18) INCHES ABOVE THE TOP OF THE SEWER, UNLESS
(17)
ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973 (NORTH CAR NA GENERAL STATUTE 113A 51-66) THIS
PROJECT IS SUBJECT TO AN APPROVED SEDIMENTATION AND EROSION CONTROL PLAN, THE CONTRACTOR SHALL ADHERE TO ALL
{5)
SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE
SITE AT LEAST ONE FOOT 1 FROM
O
A CONDITIONS OR BARRIERS PREVENT. AN EIGHTEEN (18) INCH SEPARATION -- IN WHICH
LOCAL COND
OF THE CONDITIONS SET FORTH IN THE APPROVED PLAN, AS PRESCRIBED BY NCDENR. A COPY OF THE APPROVED
THIS CONSTRUCTION
CASE, BOTH THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND
SEDIMENTATION AND EROSION CONTROL PLAN SHALL BE DISPLAYED AT THE JOB SITE AT ALL TIMES,
6
()
WETLANDS
CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F.
CO
WITH JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10)
(18)
ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESS OTHERWISE NOTED ON PLANS.
INTERVALS ALONG SEDIMENT FENCING.
FEET ON EACH SIDE OF THE CROSSING.
A SEWER. WHENEVER IT IS NECESSARY FOR A WATER MAIN TO
(19)
EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER THAN 2:1. SOD SHALL BE USED FOR ALL SLOPES FLATTER
7
()
ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED
(11)
CROSSING A WATER MAIN UNDER _
CROSS UNDER A SEWER, BOTH THE WATER MAIN AND THE SEWER SHALL BE CONSTRUCTED OF
{20)
THAN 2.1.
FINISHED FLOOR ELEVATION {FFE) IDENTIFIED ON THE PLAN IS INDICATIVE OF COMPACTED PAD GRADE TO WHICH 2r-4" OF TOP
DAYS OF GRADING ACTIVITIES.
WITHIN 15 CALENDAR D
PIPES TO BE INSTALLED IN
FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE
SOIL WILL BE ADDED. SEE DETAIL 5/C.7.11.
(8)
WATER, SEWER, AND STORMWATER
TRENCHES ACCORDING TO STANDARD SPECIFICATIONS AND DETAIL S
OF TEN (10) FEET ON EACH SIDE OF THE POINT(S) OF CROSSING. A SECTION OF WATER MAIN
OF CROSSING.
(21)
CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN ACCORDANCE WITH M.U.T.C.D.
PIPE SHALL BE CENTERED AT THE POINT
•
ON SHEET C.7.10.
J
PHASE 1 DRAINAGE AREAS
DRAINAGE AREA
AREA
1A--1
AREA
1 A-2
AREA
1A-3
AREA
1B
AREA
1 C
AREA
1 D-1
AREA
1D-2
TOTAL
PHASE
1
DRAINAGE
AREA
AREA (ACRES)
0.69
0.38
0.16
8.37
6.51
0.89
2.07
Table 5.1 MAXIMUM IMPERVIOUS SURFACE AREAS
FOR PHASE 1 RESIDENTIAL LOTS
LOT
NUMBED
MAXIMUM IMPERVIOUS
SURFACE AREA
(SQ. FT.)
LOT
NUMBER
MAXIMUM IMPERVIOUS
SURFACE AREA
(SQ. FT.
1
4,152
24
4,162
2
4,152
25
3
4,152
26
4
4,152
27
3,681
5
41300
28
3,672
6
4,186
29
3,668
7
3,668
30
3,664
8
3,608
31
3,659
9
3,607
32
3,633
10
3,607
33
3, 602
11
3,517
34
3,601
12
4,156
35
3,599
13
3,692
36
4,151
14
3,776
37
4,480
15
3,691
38
3,849
16
3,731
39
3,828
17
3,695
40
4,022
18
3,676
41
4,255
19
41211
42
4,087
20
4,269
43
3,829
21
4,350
44
4,128
22
4,161
45
4,425
23
4,165
NOTE 1: AVG SQ. FT. PER LOT IS 31923 SQ. FT.
(168,669 SQ. FT. 143 LOTS - 3,923 SQ. FT.)
NOTE 2: TOTAL BUA FOR EACH LOT INCLUDES 55' X 55' BUILDING
ENVELOPE, PLUS 18' WIDE DRIVEWAY (VARYING LENGTHS), PLUS
SECTION OF DRIVEWAY WITHIN ROW (124 to 180 SF, DEPENDING ON
LOCATION IN PHASE 1), UNLESS OTHERWISE NOTED. SIDEWALKS
AND CURB ARE NOT INCLUDED IN BUA.
CONSTRUCTION SEQUENCE
1. PERFORM CONSTRUCTION STAKE OUT.
2. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE.
3. CLEAR SITE, BUT DO NOT GRUB.
4. INSTALL ALL EROSION AND SEDIMENT CONTROL MEASURES.
5. GRUB SITE.
6. CONSTRUCT SEDIMENT BASINS.
7. COMMENCE ROUGH GRADING OF THE SITE.
8. INSTALL. STORMWATER MANAGEMENT DEVICES.
9. CONSTRUCT SEWER COLLECTION SYSTEM.
10.CONSTRUCT WATER SYSTEM.
11. ROUGH GRADE THE SITE.
12.SHAPE SHOULDERS AND CUT AND FILL SLOPES.
13. SCARIFY, SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS.
14.INSTALI DRY UTILITIES (ELECTRICAL, FIBER-OPTIC, CABLE, PHONE, ETC).
15.RE-SCARIFY, RE -SEED, RE -FERTILIZE AND MULCH ALL DISTURBED AREA.
16.CONSTRUCT ROADBED BASE COURSE AND INTERMEDIATE ASPHALT COURSE
17. APPLY FINAL ASPHALT COURSE.
18. AFTER DISTURBED AREAS ARE STABILIZED WITH VEGETATION, THE CONTRACTOR SHALL
RETURN TO THE SITE AND REMOVE ALL TEMPORARY EROSION CONTROL MEASURES.
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C. 5.1

END PHASE 1
PAVEMENT AND SIDEWALK
\.
� TYPE 'B' INLET 32,00\
GRT 30.50 � ...
INV OUT 27.73 24„HDPE EQUALIZATION\
SEE DETAIL PIPE 0 ELEV. 27.00
(TYP } 1 2 0% SLOPE
N FFE _
32..5�0j 1
INSTALL APPROX. 26 LF 15" HDPE DR
13 32.5 0 0.50% INV OUT 27.60
`INSTALL APPROX. 29 LF 15"
HDPE DR 32.5 0 0.25%
TYPE 'B' INLET �:
GRT 31.07
/ INV OUT 27.04
FFE
32.50
TYPE IV INLET !jf
GRT 31.04
Q INV OUT 26.97
INSTALL APPROX. 25
\ \ LF 15" HDPE DR ,
\ \ 32.5 0 0.50%
t INV OUT 27.60
DRAINAGE AREA FFE
1D-2 BOUNDARY
L11�
{ INSTALL APPROX. 132 LF 15"
{ 1 HDPE DR 32.5 0 0.70%
1 2' CONCRETE
1 ( CURB AND GUTTER ,4
I I (TYP) . .
To
ON
!
r
" 30-
PROPOSED 49.5 LF ALUMINUM!
\`TMIN ESS ON VFRT_14LMATCH
/ PROPOSED INFILTRATION'-,
• 4•:. Y i7 F.:7
BASIN 1 D-1
t:- t
SEE DETAIL 4'"
.t ��:+rns'�c t{•pit' aiijf a,.
AMENITY
AREA
INSTALL APPROX. 33
LF 15" HDPE OR Y ::
32.5 0 0.50%
31.35' FFE
a LANDSCAPED
ISLAND (y{
TC 31.35' 31.50'
lop
GRT 30.55
'Kill•UT 27.73 GRT 30.75
INV IN �-
i • •"
•Lm • • �e ..
1 j 5' SIDEWALK (TYP.)
{ (1 SEE DETA
I 4
o C.7.11
FFE =
I 31.50
v
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1 26' ASPHALT ROAD
I { (LOGGERHEAD BLVD ONLY.) -
SEE DETAIL
�{
I 4
C.7.9
o I 1 FFE _
I ; { 31.50
SCALE: 1 = 50
50' 0 50' y;
r
SCALE'' OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
TYPE 'B' INLET
GRT 30.60
/ INV OUT 27.89 C
SEE (TYP.) 29.50 i
ETAL�C.7.12 C.7:12
• -r
INSTALL APPROX. 34 '=
LF 15" HDPE DR JB- 4 .r
32.5 0 0.257, GRT 30.75
LANDSCAPED CIRCLE INV IN 26.00'
INV OUT 00
(RADIUS = 65.00') 26.�'-
. > AND wA
PROPOSED INFILTRATION
' BASIN 1 D-2
```-- SEE DETAIL 3
t
C.7.8
22' ASPHALT
f m" ROAD (TYP-)
TYPE `B' INLET
SEE DETAIL GRT 29.00
5 INV OUT 26.12
r~ C.7.9 (TYP.)
rRAI1*'\4AGE AREA 1 D_
INV OUT: 25.70' :XISTING BOTTOM ELEVATIONS. �; CO-3 3 C.7.7
SEE DETAIL {`, INV ` 31.50�- FUTURE COMMERCIAL AREA
31 INSTALL 15 SEE GENERAL NOTE 15
C.7.9 1 I «= SPILLWAY 0 31.25 I \N
PROPOSED RIP RAP W/
LEVEL SPREADER (TYP.)
SEE DETAIL I ' �. ;, ---• TOP OF BERM LA
/ N 5 -�~' PROPOSED ELEVATED o I I `�'" N�. EL. 032.25
'�- CONCRETE SIDEWALK
\
TOP OF BERM - C.7.10 BRIDGE (5 LF)
+ EL 028.75 rn' :.r, z �' ` INSTALL APPROX. 76 L.F. \
� SEE 1 J 1 I ����
r CO-1 OF 30 RCP AT 0.257
C.7.11 I I INV 31.00 r: LP:31.90' "'' (TYP.)
TYPE 'B' INLET I {
GRT 28.00 I 3 •..,.. ; �� W
INV OUT 25.81
2
(TYP.) SEE DETAIL 1 , PROPOSED INFILTRATION
C.7.12 C.7.12 ! :1:.
I 1 BASIN 1A-1 :�:.._,f, HP: CO--4
APPROX. 26 LF 15" SEE DETAI 1 W .f„`
INV 30.00 PROPOSED INFILTRATION
INSTALL
HDPE DR 32.5 0 0.50% i I C.7 7 -� ;ry. `, BASIN 1A IL
f - � w' SEE DETAIL 3 V �--% EXISTING 24" RCP CULVERT 1 " `
`CO-2
INSTALL APPROX. / TOP OF BERM
115 LF 15" EL. 0 32.75' 2 IN 00
HDPE DR 32.5 ---... > ENTRANCE SIGN 14 TOP OF BERM
0 0.50 p ., _ ..wd. .� . NC HWy . • INSTALL 15' (16 SF)
210 �� ' : EL. 0 32.25'
INV OUT 25.61 (A FrhU- ; ` t
� f SPILLWAY 0 31.75' 31.75 , \
! NG EXlST1NG
... �. EXiST4NG 'r.``�.► /'� 3
Tc 3�.32' .t PROPOSED RIP RAP W/
• G 30.82
u INSTALL i 5 -_ ""�- _PROPOSED YARD INLET 31.45 LEVEL SPREADER (TYP.)
SPILLWAY 0 127.75-..�.,., ., _ ROB✓---...._ GRATE 29,87 - t SEE DETAIL Q�
8.25' .~:.; . ! 1 "r -- INV. 25.88.. "-TC 30.95'
' TYPE 'B' INLET SEE DETAIL ` G 30.a5'
GRT 28.00 �4 ��`-���" {TYP.)
INV OUT 25.68`,,,/ 30. _ y ( INSTALL 15'
,,,. SPILLWAY 0 31.25'
F
INSTALL APPROX. 115 L.F. •., 3ps2' ENTRANCE SIGN
f i OF 30 HDPE AT 0.25% �.. y '~�-�. (16 SF)
I ��,,,,��� INSTALL APPROX. 197 L.F.
2' VALLEY CURB rrrr�� �. ''� _ �.-�.'- OF 36" HDPE AT 0.25%
SEE DETAIL � I �
(TYP.)
1 I I PROPOSED ELEVATED ` ' �''1 » .,k �```�
{ CONCRETE SIDEWALK `` ��,,, v� `~�.� HPTC 31.76
C.7s PROPOSED CURB INLET.. '� f G 31.26'
:
BRIO (5 LF (TYP) GRATE 30.40' �
INSTALL APPROX. 63 _`'`- � t { 1 SEE DETAIL
„ SCALE. 1 = 50 PROPOSED U
• � INV. 25.63 \PROPOSED CURB INLET � �` ..` S'�•..._
3 15 HDPE DR 3 { 1 SEE DETAIL GRATE 30.70' A PROPOSED YARD
� 32.5 0 0.50% 50 0 �� (TYP.) � '
:- ...•.. C.7.11 INV. 25.47 GRATE 29.30
{\` �-.`�`�- �_ �� j� INV. 24.97
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION. D R A I N A G E AREA 1 A
PRPOSED INFILTRATION BASiIN In ,
PROPOSED INFILTRATION M' ^'•' A A
PROPOSED INFILTRATION BASIL 1 �-,.#
PROPOSED INFILTRATION
BASIN..
IT
DRAINAGE AREA
1 A-1
DATA
TOTAL AREA
0.69 ACRES
IMPERVIOUS AREA
0.25 ACRES
PERCENT IMPERVIOUS
37%
VOLUME 4.5" RAINFALL
4,283 CU.FT.
BASIN VOLUME
4,879 CU.FT.
DRAINAGE AREA
IA-2
DATA
TOTAL AREA
0.38 ACRES
IMPERVIOUS AREA
0.16 ACRES
PERCENT IMPERVIOUS
42%
VOLUME 4.5" RAINFALL
2629 CU.FT.
BASIN VOLUME
3331 CU.FT.
DRAINAGE AREA
1 A-3
DATA
TOTAL AREA
016 ACRES
IMPERVIOUS AREA
005 ACRES
PERCENT IMPERVIOUS
34%
VOLUME 4.5" RAINFALL
929 CU.FT.
BASIN VOLUME
1,757 CU.FT.
DRAINAGE AREA
1 D-1
DATA
TOTAL AREA
0.89 ACRES
IMPERVIOUS AREA
0.48 ACRES
PERCENT IMPERVIOUS
53%
VOLUME 4.5" RAINFALL
7739 CU.FT.
BASIN VOLUME
7,887 CU.FT.
DRAINAGE AREA
1 D--2
DATA
TOTAL AREA
2.07 ACRES
IMPERVIOUS AREA
0.9.8 ACRES
PERCENT IMPERVIOUS
47%
VOLUME 4.5" RAINFALL
16,142 CU,FT.
BASIN VOLUME
17,335 CU.FT.
GENERAL NOTES:
(1) TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. RIGGS AND
ASSOCIATES, P.L.S.# L-2981. INFORMATION PROVIDED FOR ENGINEERING DESIGN
PURPOSE ONLY. NOT FOR RECORDATION.
(2) ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN FIELD APPROVED BY
THE ARMY CORPS OF ENGINEERS ON NOVEMBER 23, 2005 (FINAL APPROVAL
PENDING),
(3) CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE COMMENCING
CONSTRUCTION.
(4) CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE MATERIALS GENERATED
THROUGH DEMOLITION AND GRUBBING ACTIVITIES SHOWN.
(5) SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR THIS CONSTRUCTION
SITE, AT LEAST ONE FOOT (10) FROM WETLANDS
(6) CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F. INTERVALS ALONG
SEDIMENT FENCING.
(7) ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED WITHIN 15
CALENDAR DAYS OF GRADING ACTIVITIES.
(8) WATER, SEWER, AND STORMWATER PIPES TO BE INSTALLED IN TRENCHES ACCORDING
TO STANDARD SPECIFICATIONS AND DETAILS ON SHEETS C.7.1, C.7.6 AND C.7.10.
(9) LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID
AT LEAST TEN (10) FEET LATERALLY FROM EXISTING OR PROPOSED SEWERS, UNLESS
LOCAL CONDITIONS OR BARRIERS PREVENT A TEN (10) FOOT LATERAL SEPARATION
-- IN WHICH CASE:
(A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION ON
THE BOTTOM OF THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE
TOP OF SEWER; OR
(B) THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE
WATER MAIN LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED EARTH,
AND WITH THE ELEVATION OF TIME BOTTOM OF THE WATER MAIN AT LEAST
EIGHTEEN(18) INCHES ABOVE THE TOP OF SEWER.
(10) CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR A WATER
MAIN TO CROSS OVER A SEWER, THE WATER MAIN SHALL BE LAID AT SUCH AN
ELEVATION THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST EIGHTEEN (18)
INCHES ABOVE THE TOP OF THE SEWER, UNLESS LOCAL CONDITIONS OR BARRIERS
PREVENT AN EIGHTEEN (18) INCH SEPARATION -- IN WHICH CASE, BOTH THE
WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND
WITH JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE
OF TEN (10) FEET ON EACH SIDE OF THE CROSSING.
(11) CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A
WATER MAIN TO CROSS UNDER A SEWER, BOTH THE WATER MAIN AND THE SEWER
SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO
WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE
POINT(S) OF CROSSING. A SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT
THE POINT OF CROSSING.
(12) SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION FROM
BOTTOM OF STORMWATER PIPE AND TOP OF SEWER PIPE.
(13) ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO BE DIRECTED TO RIGHT-OF-WAY,
OR TO YARD INLET (OR OTHER STORMWATER COLLECTION DEVICES) FOR EVENTUAL
DISCHARGE TO INFILTRATION BASIN.
(14) FOR MAXIMUM ALLOWABLE BUILT -UPON AREA PER LOT SEE TABLE 5.1 ON SHEET 5.1
AND TABLE 5.5 ON SHEET 5.5.
(15) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS DOES NOT
INCLUDE ANY RUNOFF FROM IMPERVIOUS SURFACE ASSOCIATED WITH THE FUTURE
COMMERCIAL AREA. A PERMIT MODIFICATION WILL BE NECESSARY PRIOR TO
CONSTRUCTING ANY ADDITIONAL IMPERVIOUS SURFACE.
(16) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS
SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SEDIMENT &''
EROSION CONTROL PLAN APPROVED BY THE NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES.
(17) ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973
(NORTH CAROLINA GENERAL STATUTE 113A 51-66) THIS PROJECT IS
SUBJECT TO AN APPROVED SEDIMENTATION AND EROSION CONTROL
PLAN. THE CONTRACTOR SHALL ADHERE TO ALL OF THE CONDITIONS
SET FORTH IN THE APPROVED PLAN, AS PRESCRIBED BY NCDENR. A
COPY OF THE APPROVED SEDIMENTATION AND EROSION CONTROLPLAN
SHALL BE DISPLAYED AT THE JOB SITE AT ALL TIMES.
(18) ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESS OTHERWISE
NOTED ON PLANS.
(19) EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER
THAN 2:1. SOD SHALL BE USED FOR ALL SLOPES FLATTER THAN 2:1.
(20) FINISHED FLOOR ELEVATION (FFE) IDENTIFIED ON THE PLAN IS
INDICATIVE OF COMPACTED PAD GRADE TO WHICH 2"-4" OF TOP
SOIL WILL BE ADDED. SEE DETAIL 5/C.7.11.
(21) CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN
ACCORDANCE WITH M.U.T.C.D.
CONSTRUCTION SEQUENCE
1. PERFORM CONSTRUCTION STAKE OUT.
2. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE.
3. CLEAR SITE, BUT DO NOT GRUB.
4. INSTALL ALL EROSION AND SEDIMENT CONTROL
MEASURES.
5. GRUB SITE.
6. CONSTRUCT SEDIMENT BASINS.
7. COMMENCE ROUGH GRADING OF THE SITE.
8. INSTALL STORMWATER MANAGEMENT DEVICES.
9. CONSTRUCT SEWER COLLECTION SYSTEM.
10. CONSTRUCT WATER SYSTEM.
11. ROUGH GRADE THE SITE.
12. SHAPE SHOULDERS AND CUT AND FILL SLOPES.
13. SCARIFY, SEED, FERTILIZE AND MULCH ALL DISTURBED
AREAS.
14.INSTALL DRY UTILITIES (ELECTRICAL, FIBER-OPTIC, CABLE,
PHONE, ETC).
15. RE -SCARIFY, RE -SEED, RE -FERTILIZE AND MULCH ALL
DISTURBED AREA.
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16. CONSTRUCT ROADBED BASE COURSE AND INTERMEDIATE c� •'
ASPHALT COURSE.
17. APPLY FINAL ASPHALT COURSE. ©�w
31
18. AFTER DISTURBED AREAS ARE STABILIZED WITH Q w
VEGETATION, THE CONTRACTOR SHALL RETURN TO THE Z J z -,��• •4
SITE AND REMOVE ALL TEMPORARY EROSION CONTROL �. � v ., ;
MEASURES.
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77 I I II I I
RIP RAP W/
LEVEL SPREADER
SEE DETAIL 5/C.7.10
BOTTOM EL 30.00
100 YR. STORM EL. 30.17
32`RIP RAP
CURB CUT
n1 inn nt 1-r
SPILLWAY EL. 31.75
3:1 SLOPE MAX.
100 YR STORM EL = 31.27
I —
APPROXIMATE SEASONAL HIGH WATER TABLE ELEVATION = 29.00
�—
INFIL. BASIN 1 A-1
BOTTOM: 31.00
SECTION A1— Al
DETAIL
SCALE: NOT TO SCALE
/_ - 7-f - )�
APPROX. 83'
PLAN
SPILLWAY EL. 31.25
3:1 SLOPE MAX.
EL. 32.25
SCALE: 1" = 30'
3010 30
50' lip
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
{
REVISION
3A — REVISED 15' SPILLWAY ELEVA11ON
co
co
a
SCALE: 1 " -- 30'
30' 0 30'
mm - -=-- i
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
17 100 YR STORM EL. = 30.17
I-
- i
— 2'— - APPROXIMATE SEASONAL HIGH WATER TABLE ELEVATION = 28.00
INFIL. BASIN 1A-3
BOTTOM: 30.00
SECTION A3—A3
INFILTRATION BASIN 1 A-3 DETAIL
DETAIL �
SCALE: NOT TO SCALE kC.7.7i
APPROX..,
01
BOTTOM I
100 YR. STORM
CURB CUT
. _r _ .....
f A 'i
SCALE: 1 " = 30'
30 0 30
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
SPILLWAY El. 31.25
3:1 SCOPE MAX.
�Z
100 YR STORM EL. = 30.41
— .......................
2f— APPROXIMATE SEASONAL HIGH WATER TABLE ELEVATION = 28.00
�—
BOTTOM EL. 27.00
100 YR. STORM EL. 27.82
� INFIL. BASIN 1A-2
BOTTOM: 30.00
SECTION A2—A2
INFILTRATION BASIN 1A-2 DETAIL
DETAIL r2
SCALE: NOT TO SCALE kC.7.7i
APPROX. 161'
3:1 SLOPE MAX. 15' SPILLWAY 0 EL. 30.25
FG: 30.75
�] 100 YR STORM EL. = 27.82 =
...........
i i 1 I II I I I I I-
- APPROXIMATE SEASONAL HIGH WATER TABLE ELEVATION = 24.00
- QINFIL.
BASIN 1D-1
.RIP RAP BOTTOM: 27.00
SEE DETAIL 5/C.7.10 SECTION D1—D1
INFILTRATION BASIN 1D-1 DETAIL
DETAIL r4
SCALE: NOT TO SCALE kC.7.71
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w Q LL N
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=C ar
I— r--
� h �
U ra Z z
SCALE: 1" = 30' �' o
30' 0 30' Ncc
`` ~
w �
CL cxa
SCALE OF MAP MAY VARY .
DUE TO METHODS OF REPRODUCTION. N "' 1* to
SHEET NO.
C.7.7

BOTTOM EL. 21.00
100 YR. STORM EL. 26.05
SCALE: 1 " = 20'
20' o' 20'
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
FROM COLLECTION -------►-
SYSTEM
BERM EL. 27.50
i .
PLAN VIEW
15' SPILLWAY 0 EL. 26.50
— APPROX. 220'
N APPROX. 115'
1,
BERM EL. 27.50
3:1 SLOPE MAX.
sz 100 YR STORM EL. = 26.05
I-
- 21
ll APPROXIMATE SEASONAL HIGH WATER TABLE ELEVATION = 19.0
I Ii --iiI... i i—i—ii iii ii—iiiI II III III II I—
RIP RAP W/ WFIL. BASIN 16
LEVEL SPREADER BOTTOM: 21.00
INV OUT 42" FLARED SEE DETAIL 5/CJ.10
(BYPASS) END SECTION
INV OUT 21.00
SECTION B—B
INFILTRATION BASIN- 1 B DETAIL
DETAIL roo�
SCALE; NOT TO SCALE C,7.8
ABOVE GROUND INFILTRATION BASIN MAINTENANCE AGREEMENT
1. STORMWATER MANAGEMENT FACILITIES SHALL BE REGULARLY MAINTAINED TO ENSURE THEY FUNCTION AT DESIGN CAPACITY AND TO PREVENT
HEALTH HAZARDS ASSOCIATED WITH DEBRIS BUILDUP AND STAGNANT WATER. THE PRIVATELY OWNED PORTION OF THE SYSTEM MUST BE
PRIVATELY MAINTAINED.
2. RESPONSIBILITY FOR OPERATION AND MAINTENANCE OF STORMWATER FACILITIES, INCLUDING PERIODIC REMOVAL AND DISPOSAL OF
ACCUMULATED PARTICULATE MATERIAL AND DEBRIS, BUT NOT LIMITED TO THE FOLLOWING: VISUAL INSPECTION OF ALL SYSTEM COMPONENTS
AT LEAST TWICE EACH YEAR; VACUUMING OF ALL STORM SEWER INLETS ONCE EVERY SIX MONTHS (FREQUENCY OF VACUUMING MAY BE
ADJUSTED TO ONCE A YEAR IF FIRST YEAR MAINTENANCE RECORDS INDICATE THAT SEDIMENT AND DEBRIS ACCUMULATION IS INSIGNIFICANT);
REVERSE FLUSHING AND VACUUMING IF SYSTEM INSPECTIONS INDICATE SIGNIFICANT ACCUMULATION OF SEDIMENT IN THE PIPES; AND PERIODIC
REMOVAL AND DISPOSAL OF OTHER MATERIAL AND DEBRIS, SHALL REMAIN WITH THE OWNER OR OWNERS OF THE PROPERTY, WITH PERMANENT
ARRANGEMENTS THAT SHALL PASS TO ANY SUCCESSIVE OWNER, UNLESS ASSUMED BY A GOVERNMENTAL AGENCY.
3. IN THE EVENT THAT THE FACILITY BECOMES A DANGER TO PUBLIC SAFETY OR PUBLIC HEALTH, OR IF IT IS IN NEED OF MAINTENANCE, THE
OWNER SHALL EFFECT SUCH MAINTENANCE AND REPAIR OF THE FACILITY IN A MANNER THAT IS APPROVED BY THE TOWNSHIP ENGINEER OR
HIS DESIGNEE. IF THE OWNER FAILS OR REFUSES TO PERFORM SUCH MAINTENANCE AND REPAIR, THE MUNICIPALITY MAY IMMEDIATELY
PROCEED TO DO SO IN ACCORDANCE WITH THE MAINTENANCE BOND.
ABOVE GROUND INFILTRATION BASIN. MAINTENANCE AGREEMENT
DETAIL r4
SCALE: NOT TO SCALE kC.7.8j
BOTTOM EL. 12.00
100 YR. STORM EL. 13.65
15' SPILLWAY 0 EL. 14.75
4
13
apt
oN a�
SCALE: 1" = 20'
20 0f 20
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
APPROX. 240'
PLAN VIEW
L
3:1 SLOPE MAX.
APPROX. 74'
BERM EL. 15.25
100 YR STORM EL. = 13.65
FROM COLLECTION
SYSTEM 121 — APPROXIMATE SEASONAL HIGH WATER TABLE ELEVATION = 10.0
ZI
RAP INFIL BASIN 1C
INV OUT 30" FLARED SEE DETAIL 5/C.7.10 BOTTOM: 12.00
(BYPASS) END SECTION SECTION C—C
INV OUT 12.00
INFILTRATION BASIN 1C DETAIL
DETAIL r2
SCALE: NOT TO SCALE kC.7.8j
SCALE. 1 = 20'
20' 0' 20'
SCALE OF MAC' MAY VARY
DUE TO METHODS OF REPRODUCTION.
co
co
A
A
BOTTOM EL. 25.70
"� 100 YR. STORM EL. 26.47
APPROX. 242'
CURB INLETS
0 28.00
PLAN VIEW
3:1 SLOPE MAX.
INFIL. BASIN 1D —2
BOTTOM: 25.70
SECTION D2—D2
INFILTRATION BASIN 1D-2 DETAIL
DETAIL r74�
SCALE: NOT TO SCALE kC.7.81
REVISION 3
3A —INDICATED 15' SPILLWAY ELEVATION
15' SPILLWAY 0 EL. 27.75
#0
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SHEET
NO.
C. 7.8

PROPOSED ROAD SURFACE
N*'�
x1l 6" OF SELECT FILL
ooll
EXISTING SUBGRADE
GENERAL NOTES:
1.) CONTROL JOINTS SHALL BE PLACED @ 10' INTERVALS UNLESS OTHERWISE
SPECIFIED BY ENGINEER, PLANS, OR SPECIFICATIONS.
_ 2.) ALL CONTROL JOINTS SHALL BE FILLED WITH JOINT SEALER.
3.) EXPANSION/CONTRACTION JOINTS SHALL BE AT 90 FOOT INTERVALS, AND
ADJACENT TO ALL RIGID OBJECTS.
4.) ALL JOINTS SHALL MATCH LOCATIONS WITH JOINT IN ABUTTING SIDEWALK.
5.) CONCRETE SHALL ACHIEVE A MINIMUM 28 DAY YIELD STRENGTH AT 3,000
PSI.
VALLEY CURB DETAIL
DETAIL n
SCALE: NOT TO SCALE C. 7.9
ROW
VARIES
-•-VARIES
24.00 FT BOS----
r
4
2.00%
-
ryyp
-
SLOPE-
2.007o SLOPE
.•: ;
i.i
i•S�
PARKING STRIP
(FINISH GRADE)
SLOPE VARIES
3:1 MAX
EXISTING fit
-ram ►-� �r-t-- ;•r�- - - i i i i i i i f f i��i%�` ``��
SUBGRADE
5'-0" CONCRETE SIDEWALK
5'-0" CONCRETE SIDEWALK AT 2%, SEE DETAIL 4/C.7.11
AT 27o, SEE DETAIL 4/C.7.11 TYPICAL ROAD SECTION
TYPICAL VALLEY CURB SEE DETAIL 3/C.7.9
SEE DETAIL 1 /C.7.9
NOTE:
TYPICAL ROADWAY SECTION TO BE APPLIED TO LOGGERHEAD BLVD.
BEGINNING AT THE INTERSECTION OF STOCKTON PLACE AND
LOGGERHEAD BLVD. MOVING NORTH.
N V TES.
(1)
EOP
EDGE'
OF
PAVEMENT
(2)
BOC
- BACK
OF
CURB
(3)
EOS -=
EDGE:
OF
SIDEWALK
(4)
BOS
= BACK
OF
SIDEWALK
TYPICAL ROADWAY SECTION - isj eow = Ricnr of wnv
PRIMARY SUBDIVISION ROADS /BOULEVARDS
DETAIL n
SCALE: NOT i0 SCALE C.].9
ALUMINUM BOTTOMLESS CULVERT
W/ WING WALL (WING WALL
SHALL BE DESIGNED BY AND
BARE THE SEAL OF P.E. LICENSED
IN NORTH CAROLINA)
SLOPE VARIES
3:1 MAX
EXISTING
SUBGRADE
5'-0" CONCRETE SIDEWALK
AT 27o, SEE DETAIL 4/C.7.11
1.5' MIN.
aV 1 i VIVI %Jr GAl%;) 1.
STREAM (UNDISTURBED)
'URER
JCRETE FOOTING
MANUFACTURER'S
:CIFICATIONS
(MIN. 4,000 PSI CONCRETE)
w
ow
ROW
VARIES
ROW` VARIES
z
22.00 FTr - BOS
wil
Q
SLOPE
VARIES
7.00 FT
- EOS
17.00 FT -- EOS
3:1
MAX
�?�
3.00 FT
- BOC
13.00 FT - BOC`
i
11.00 FT
- EOP
11.00 FT - EOP
SLOPE VARIES
3:1 MAX
2.00%
SLOPE
__-- 2.00% SLOPE
-- .� ;�
�-5'-0" CONCRETE SIDEWALK
AT 27o, SEE DETAIL 4/C.7.11
TYPICAL VALLEY CURB TYPICAL ROAD SECTION
SEE DETAIL 1/C.7.9 SEE DETAIL 3/CJ.9
NOTES:
(1) EOP =EDGE OF PAVEMENT
(2) BOC =BACK OF CURB
TYPICAL ROADWAY SECTION - (3) EOS =EDGE OF SIDEWALK
SECONDARY SUBDIVISION ROADS (4) BOS =BACK OF SIDEWALK
(5) ROW =RIGHT OF WAY
DETAIL 5�
SCALE: NOT TO SCALE C.7.9
ROW VARIES T_ ROW VARIES
ii :• ii :•
• - a - • • -14.25 FT • -
a
a
`' ��i iSLOPEi iSLOPE • _ . rw.►w��1 ?w n
EXISTING� -•Y,�� .�.y..s,�-��.av�v��y..,,,y„Y..x �.,�.-,c, ., ..,,.,,.,,.,.�,.�i.�iv,, ,...,<.,,Y.,,,. - �_ EXISTING
SUBGRADE SUBGRADE
5'-0" CONCRETE SIDEWALK 5'-0" CONCRETE SIDEWALK
AT 27o, SEE DETAIL 4/C.7.11 „ TYPICAL ROAD SECTION AT 2%, SEE DETAIL 4/C.7.11
TYPICAL 8 UPRIGHT CURB
SEE DETAIL 8/C.7.9 SEE DETAIL 3/C.7.9
NOTES:
(1) EOP = EDGE OF PAVEMENT
1) TYPICAL ROADWAY SECTION VARIES WITH CENTER LANDSCAPE ISLAND.
SEE PLAN VIEW FOR DIMENSIONS.
2) TYPICAL ROADWAY SECTION TO BE APPLIED TO LOGGERHEAD BLVD.
FROM NC 210 ENTRANCE TO INTERSECTION OF STOCKTON PLACE
DETAIL r7�
SCALE: NOT TO SCALE C.7.9
(2)
BOC =
BACK OF CURB
(3)
EOS =
EDGE OF SIDEWALK
(4)
BOS =
BACK OF SIDEWALK
(5)
ROW
= RIGHT OF WAY
1" SF 9.5A SURFACE COURSE
2 1/2" 1 19.0 B
6" AGGREGATE BASE COURSE (ABC)
COMPACTED SUBGRADE UPPER 8" MINIMUM
-III-III-III-III-i I I-III-� I I -III- OF 95% STANDARD PROCTOR
=III=III=II I=III=II I=III=III=III-II FILL -MAXIMUM 8" LIFTS AS REQUIRED
� \\ \ \ MAXIMUM DRY DENSITY
X", �\\\ THIS SECTION REPRESENTS THE MOST
RESTRICTIVE PAVEMENT DESIGN SYSTEM.
FINAL PAVEMENT DESIGN SYSTEM TO BE
DETERMINED IN THE FIELD BASED ON
FIELD CONDITIONS.
MATERIALS SHALL MEET THE REQUIRED SECTIONS OF THE
NCDOT STANDARD SPECIFICATION FOR ROADS AND STRUCTURES.
LIGHT -DUTY ASPHALT PAVEMENT
DETAIL rT
SCALE: NOT TO SCALE �3.9
GL. V V f 1 -
17.00 FT - 1
12.00 FT - BOC 12.00 FT -
10.00 FT - EOP 10.00 FT - I
-a � 0
2.00% SLOPE 2.00% SLOPE
J0
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SLOPE VARIES w Q
3:1 MAX
5'-0" CONCRETE SIDEWALK
AT 2%, SEE DETAIL 4/C.7.11
REVERSE PAN TYPICAL VALLEY CURB
VALLEY CURB TYPICAL ROAD SECTION SEE DETAIL 1/C.7.9
SEE DETAIL 3/C.7.9 NOTES:
(1) EOP =EDGE OF PAVEMENT
TYPICAL ROADWAY SECTION - (2) BOC = BACK of cuRe
(3) EOS =EDGE OF SIDEWALK
ONE-WAY TRAFFIC CIRCLES (4) BOS =BACK OF SIDEWALK
DETAIL (5) ROW =RIGHT OF WAY
6
SCALE: NOT TO SCALE kC.7.91
R3/4" 2 JOINT
RVP SEALER
PAVEMENT
a• _. SURFACE
PROPOSED a
\ ' "
2
GRADE /
a
•• • � ,..3,00o PSI
�\ \ CONCRETE41.
•
\ A
1/2" PREFORMED
BITUMINOUS JOINT FILLER
NOTES:
1. 1/2" PREFORMED EXPANSION JOINT FILLER, BITUMINOUS
TYPE, TO BE INSTALLED BETWEEN THE CURB AND ASPHALT
PAVEMENT. DEPTH OF FILLER STRIP EQUALS PAVEMENT
THICKNESS LESS 1/2".
2. TRANSVERSE JOINTS 1/2" WIDE SHALL BE INSTALLED IN
THE CURB 20 FEET APART AND SHALL BE FILLED WITH
PREFORMED BITUMINOUS -IMPREGNATED FIBER JOINT
RECESSED 1/4"IN FROM FRONT FACE AND TOP OF CURB.
3. EXPANSION JOINTS THRU AND ADJACENT TO THE CURB
SHALL BE INCLUDED IN THE UNIT PRICE BID FOR CURB.
MOUNTABLE CURB
DETAIL n
SCALE: NOT TO SCALE kC.7.91
LLJ
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EL
n�
N ►''�
o:
SHEET NO.
moo ,•
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wo=
c3 /�
V/ M •�
Q W V)
Z J Z 'sy
C. 7.9

VARIES TO TIE TO 4.00 VARIES TO HE TO
FINISH GRADE FINISH GRADE
NOTE:
(1) USE PENSACOIA BERMUDAGRASS
AS VEGETATED COVER
(2) USE WOVEN PAPER NET AS
CHANNEL LINER
VEGETATIVE FILTER
DETAIL n
SCALE: NOT TO SCALE
2,-of,
INVERT
< s
LIGHT DUTY INLET GRATE
INVERT
NOTES:
(1) ALL CONCRETE TO BE 3,000 P.S.I.
(2) ALL CATCH BASINS MORE THAN 3'-6" IN DEPTH SHALL HAVE
STEPS 12" ON CENTERS.
(3) ALL PIPE IN STORM DRAIN STRUCTURE SHALL BE STRUCK EVEN
WITH THE INSIDE WALL, GROUTED, AND BRUSHED SMOOTH.
(4) 4'-0" BOX TO USED FOR STORMWATER PIPES 12"-24" AND 5'-0"
BOX TO BE USED FOR STORMWATER PIPES GREATER 24" IN
DIAMETER.
STANDARD STORMWATER YAF
DETAIL
scnLe: NOT TO SCALE .7.+
HUB END ON C
END SEC
SPIGOT E
INLET END SE(
X
I
STEEL BA
AL
3'-0"
EXIST. GRADE MIN.
6" LAYERS OF
HAND PLACED
COMPACTED BACKFILL
SEE SPECIFICATIONS
PROVIDE UNIFORM
AND CONTINUOUS
SUPPORT OF PIPE
BARREL BETWEEN
BELL HOLES
FINISHED GRADE
AL
VARIES
rzA, 1/0, A H D P E
-
NOTES:
1. SOIL FROM TRENCH SHALL BE PLACED TO ENSURE RUNOFF WILL RETURN TO THE TRENCH.
2. GROUND COVER ABOVE TOP OF PROPOSED WATERLINE SHALL BE A MINIMUM OF 3'.
BEDDING FOR CLASS "C" HDPE PIPE
DETAIL n
SCALE: NOT TO SCALE C.7.1
PLAN
VARIES
NATURAL • ` >t
.. ...
LAYER OF FILTER FABRIC
NOTE: MINIMUM H = 2/3 PIPE
SECTION B--B
GENERAL NOTES:
1. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95% OR
GREATER.
2. SIDEWALLS SHALL EXTEND UP AS SHOWN ON THE PLANS BUT NOT
LESS THAN TWO THIRDS THE PIPE DIAMETER.
3. THERE SHALL BE NO OVERFALL FROM THE END OF THE APRON
TO THE SURFACE OF THE RECEIVING CHANNEL. THE AREA TO BE
PAVED OR RIP RAPPED SHALL BE UNDERCUT SO THAT THE INVERT OF
THE APRON SHALL BE AT THE SAME GRADE (FLUSH) WITH THE
SURFACE OF THE RECEIVING CHANNEL. THE APRON SHALL HAVE A
CUTOFF OR TOE WALL AT THE DOWNSTREAM END.
4. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE
BOTTOM WIDTH OF THE RECEIVING CHANNEL.
5. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE
RECEIVING CHANNEL SHALL NOT BE ALLOWED.
6. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE
APRON WILL BE PERMITTED.
to
RIP RAP APRON REQUIREMENTS
OUTLET #
CLASS
L
W
THICKNESS
D5o/WEIGHT
CO--1
1
8'
6'
24"
5-200 LB.
CO-2
A
4'
6'
12„
2"--6"
CO-3
B
6'
6'
18"
5"-15"
CO-4
A
4'
6'
12"
2"--6"
1 B BASIN
2
10'
10.5'
36"
25-250 LB.
113
BYPASS
1
8'
10.5'
24"
5-200 LB.
1 C (BASIN
&
BYPASS)
B
6'
7.5'
18"
5"-1 5$1
1 C SWALE
A
8'
10'
12"
2"-6"
1 D-CC
A
4'
6'
12"
2"--6"
1 D-2
A
4$
4'
12"
2"-6"
RIP RAP APRON FOR FLARED END SECTION
DETAIL n
SCALE: NOT TO SCALE .l.i
INFILTRATION
P9 A C%l A i
BY-PASS
LINE
FROM DRAINAGE
AREA
BY-PASS
LINE
IA![`TA! + SOLID
_E COVER MARKED
SEWER'
NOTES:
(1) THICKNESS OF CONCRETE TO BE 6" UNLESS
OTHERWISE STATED
INSTALL SOLID MANHOLE COVER
MARKED 'STORM SEWER'
e-.. A A A
v►tim:
INV. IN: C
BYPASS LINE
INV. OUT: E
INFILTRATION BASIN
SUMP: F
12" WASHED A.B.C.
BOTTOM: G
BASIN
INVERT ELEVATIONS
A
B
C
D
E
F
G
1 B
28.00
26.50
21.81
23.22
21.81
21.00
19.50
1 C
16.00
14.25
12.11
12.00
12.11
11.00
9.50
STORMWATER BY-PASS BOX
DETAIL
SCALE: NOT TO SCALE
9&
18"
3"_ OR 2" B.C.B.0
r f7
� GENERAL NOTES:
1. 1 1/2" OF I-2 AND 4" OF A.B.C. TO BE USED IN PARKING AREAS.
2. 1 1/2" OF 1-2 AND 6" OF A.B.C. TO BE USED FOR PRIVATE DRIVES.
3. ALL CONCRETE TO BE 3600 P.S.I.
18" VERTICAL CURB
DETAIL
SCALE: NOT TO SCALE
''
:p,
E9N
t,\
0
T
c
0
co �
Q" U
Z
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0
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oz Lois
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..� QD
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co N N
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Cl O N o
w w
N M
ce
SHEET NO.
C.7.10
o � �
ui
L 8
N
V W W
to W
V
z o Z
V) v;
Wp � J .
Qom_ " :y N
• N s
QWV) S1. j O
of 0

4" CONCRETE SIDEWALK
CONCRETE SUPPORT
BLOCK AFFIXED TO CONC.
CHANNEL WITH TYPE 'S'
MORTAR
(3N'X6"X5')
f.,
4" GRAVEL
#4 REBAR 0
a 1)" n t,
NOTE: ALL CONCRETE SHALL
ACHIEVE MINIMUM 28--DAY,
YIELD STRENGTH OF 3,000 PSI
2»
F
PLAN
3.500 PSI CONC. f;"
5' .
12" (TYP.)
A: ,A .
A
2" MIN. (TYP.) #4 REBAR @ 12" O.C. HORIZ.
SECTION---A--A
CONCRETE _SIDEWALK BRIDGE
DETAIL
SCALE: NOT TO SCALE C.7.11
4L MANHOLE
F
EXPANSION /CONTRACTION
JOINT
1200) , f 1" (25) BATTER
0
0
cn
PAVEMENT
P.C.C. qJRB
TYPE
8" UPRIGHT CONCRETE CURB
DETAIL �
SCALE: NOT TO SCALE C.7.1
I
E
GENERAL NOTES4.
CHAMFER ALL EXPOSED CORNERS 1".
USE CLASS "B" CONCRETE THROUGHOUT.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR
_.y
#4 0AR DOWELSAT 12t' CENTERS AS DIRECTED SY TIE ENGINEER.
co
USE FORMS TO CONSTRUCT THE BOTTOM SLAB.
PIPE IS SET IN BASE SLAB OF B+OX,
IF REINFORCED CONCRETE
ADD TO BASE AS SHOWN ON STANDARD NO. 840.00.
PROVIDE ALL JUNCTION BOXES OVER 3'-6" IN DEPTH WITH STEPS
12'` ON CENTERS IN ACCORDANCE WITH STD. NO, 840.66.
y� tt
3f= 3 4-- ADJUST THE STEEL, CONCRETE AND BRIG MASONRY QUANTITIES
TO INCLUDE THE :ADDITION OF THE MANHOLE (I.E. DIAGONAL BARS
40.64 SHORTENED AROUND OPENING IN TOP SLAB, ADDITIONAL VARIABLE
FOR MANHOLE COVER & FRAME 144 BARS A" HEIGHT SRIDK MASONRY, 4PENI 0 IN TOO SLAB. )
6
OPTIONAL SPACED MAX. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAB TO TOP
C. TO C. ELEVATION IS 12 FEET.
BRICK MAY BE USED
•-- TO ADJUST FRAME &
S'f _ COVER TO SURFACE
ELEVATION MAX. 1'
za .
14
ft
:: ,...-. OUTLET PIPE
r r
t.
T PIPE'
SECTION X-
„jf
SEE NOTE,.-_
F30WEL
SECTION Y-Y
#4 BAR
L�I
DOWEL
DIMENSIONS AND QUANTITIES FOR CONCRETE JUNCTION BOXES
DIMENSIONS OF BOX AND PIPE
REINFORCEMENT
BARS "A"DIMENSIONS
TOP SLAB
CUBIC YARDS
IN Box
TOTAL QUANTITIES
BOX AND SLABS
DEDUCTIONS FOR ONE
PIPE CU.YDS.
PIPE
SPAN
WIDTH
HEIGHT
D
A
B
H
NO.
LENGTH
E
F
TRIP
SLAB
BOTTOM
SLAB
OLL i
FT. OF HT.
LBS .
REINF
CU . YDS.
MIN. "H'?
R . C
1211
21-Oat
21_Oft
'21w3ft
12
2'-9p)
S'-O"
3'.of?
0.167
0.167
0.185
22
0.750
0.015
0.024
15ft
21_3tr
2r_3tt
2t_6tt
12
W-01'
W-31f
3'-31'
0.196
0.196
0.204
24
0.902
0,023
0.036
18"
2 _ 611
21- 6"
21. 911
14
31 - 311
31- 6 it
3f _ 6 tf
0.227
0.227
0.222
30
1.065
0.033
0.049
2401
3'-fl�'.r
3t_Off
31M3ff
16
3'w8f#
,fit_Ott
41�Oft
0.296
0.296
0.259
40
1.434
0.059
�.08J
3O"
31-6,f
3f_6f1
3f_ ff
18
4t-3tf
4f_6"
41_6ft
0,375►
0.376
0,296
51
1.860
t
0.092
0.127
3611
41- O#r
41 � 0 t1
4?. 3 f'
20
4f „9,1
5t ,, 1
51- Olt
0.463
0.463
0.333
64
2.341
0.132
0.178
42 ft
41,0601
- 611
41
41 * 91t
22
5-3"
5t - 611
51 _ iil;
0.560
0.560
0.370
77
2.878
0.180
0.243
48 It
5 t - 4 f,►
t fr
5 _ 4
f fr
5 .3
26
t
S . 3f1
t 6 - 4tt
1 � 6 .4
0.743
0.743
0.407
111
3.6.23
0.236
0.317
541'
St -loll
S'-10"
5f-9't
28
6f-711
6r_1Cft
6f-ioll
O.S66
0.866
0.444
126
4.283
0.297
0.401
601,
61. 6 fr
61- 6 t►
W - 3 ft
30
7t - 3 ft
7f to
7' - 5"
1 .042
1.042
0.481
145
5.09 D
0.367
0.495
8611
71-.111
71-1"
61-9f'
32
71-101
8'-'�"
8'_1t1
1.210
1.210
O.S18
189
6.917
1 0.444
1 0.589
CONCRETE. JUNC ]ON OX-LB)
DETAIL r37�
SCALE: NOT TO SCALE C•7•11
SECTION A -A
A -*J
TOP VIEW
ISOMETRIC VIEW
r�
FRONT VIEW
STANDARD CURB CUT
DETAIL �1
SCALE: NOT TO SCALE 11,1
VARIES 3i 3
SLOPE 1 /4" PER c; 1 �ppE
S
FT. FROM R.O.W.
3 MIN.
APPROVED COMPACTED 4" SELECT FILL COMPACTED TO
95% OF STANDARD PROCTOR
SUBGRADE SECTION 4" AIR ENTRAINED CONC.
3,000 P.S.I. CAD 28 DAYS
NOTE:
TRANSVERSE EXPANSION JOINTS 1 /2" WIDE SHALL BE PROVIDED AT INTERVALS OF
NOT MORE THAN 20 FEET AND FILLED WITH PREFORMED BITUMINOUS CELLULAR
TYPE JOINT FILLER. CONTRACTION JOINTS SHALL BE PLACED ON 5 FEET
INTERVALS. LONGITUDINAL JOINTS 1 /4» WIDE SHALL BE PROVIDED BETWEEN
CURBS ABUTTING SIDEWALKS, AND SHALL BE FILLED WITH PREFORMED BITUMINOUS
TYPE JOINT FILLER. THE TOP OF ALL JOINT FILLER SHALL BE 1 /4' BELOW THE
TOP OF THE SIDEWALK.
SIDEWALK DETAIL
DETAIL r4
SCALE: NOT TO SCALE 1C.7.11
RESPREAD 4" TOPSOIL AND STABILIZE FINISHED FLOOR ELEVATION
(TYPICAL ALL DISTURBED AREAS)
CONCRETE DRIVEWAY
24" CONCRETE VALLEY CURB --1
HOT MIX PAVEMENT
FINISHED FLOOR ELEVATION
`- COMPACTED PAD GRADE
PAD GRADING DETAIL
DETAIL r�5
SCALE: NOT TO SCALE C.7.11
NA
TYPICAL CONCRETE APRON DETAIL
DETAIL s
SCALE: NOT TO SCALE CJ.11
COMPACTED PAD GRADE
SWALE NOTE: CONTRACTOR TO MAINTAIN
POSITIVE DRAINAGE IN DOUSE PAD AREAS
AND THROUGHOUT PROJECT AT ALL TIMES.
W
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V
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SHEET
NO.
C. 7. % 1

CONTOUR LINES
7"
w
0 6" � VAR. SLOPE NOT
w 1 5" V_ TO EXCEED 12:1
tV
4" BACK OF CURB
3"
2"
1"
Oto—A N, I,
4'-0" _ (,0 VARIABLE j. 4'--0" _ I FACE OF CURB
LAN FOR MIDDLE OF BLOCK
4'-0" ..-..1 FULL CURB
B.O.C. ELEV.— —
�--- F.O.C. =ELEV.
� GUTTER LINE
FI FVATION OF CURB DROP
HANDICAP RAMP IN SIDEWALK
DETAIL __.rl"�
SCALE: NOT TO SCALE C.7.1
18" GUTTER
i
21*- 1 6" ct'\o I %_
4" WHITE
PAINTED STRIPES
Li
9'-0" O.C. 1 .0 9'-0" O.C. 5'-0" O.C.
PARKING STRIPING
DETAIL
SCALE: NOT TO SCALE
ON TOP & BOTTOM RAIL USE RAIL
COUPLING APPROX. EVERY 20'
EXPANSION COUPLING EVERY
100' INTERVALS.
BOTTOM AND TOP RAIL KNUCKLED SELVAGE
1-1/4" NORM. PIPE SIZE 10'—O" MAX.
(1.380" I.D., 16.60" O.D.) No
2.27 LBS. /FT. END, CORNER & INTERMEDIATE PANEL
TIES ® 24" MAX. SPACING
TOP & BOTTOM 2" VINYL COATED FABRIC NO. 6 GL WIRE
PLACE ON THE OUTSIDE
END & CORNER POST, 2-1/2" NORM. PIPE SIZE 300
o (2.469" I.D.o 2.875" O.D.) 579 LBS/FT.CD
to
w I
g 1 /4" x 3/4" FLAT STRETCHER BAf w 1
ar. C- 5-1/4" x Ve BANDS & STRETCHER
BAR AT END & CORNER POST (
�j N 31W 0 TRUSS ROD THREADED 1301H ENDS N
d- < BAR AT END & CORNER POST
1" TRUSS ROD CONNECTOR .r
w
30" 391-
1111 " 2" WASH
'
(TYP.)
I .r CONCRETE FOOTING
TRAFFIC ARROWS
g"� >: •1 12"� NOTE; ALL POSTS, RAILS FlrnNGS
tD
LINE POST SHALL BE RESIN CLAD. DETAIL
2" NORM. PIPE SIZE
(2.067" I.D., 2.375" O.D.) SCALE: NOT TO SCALE
3.65 LBS. /FT.
4' & 6' HIGR-NINYL CLAD CHAIN- LINK FENCE
DETAIL r4
SCALE: NOT TO SCALE kC. 7.1
EDGE OF EXISTING PAVEMENT
0
O. N
NEW ASPHALT PAVEMENT EXISTING ASPHALT PAVEMENT z
T
10, ¢
z
3 w
BUTT JOINT 0 w 0
� w
NOTE: cn z c
ALL EXISTING PAVEMENT SHALL BE CUT OFF SQUARE IN w cw� w
ORDER TO RECEIVE THE NEW ASPHALT PAVING. THE SQUARE
CUT SHALL BE MADE AS FAR BACK FROM THE EXISTING EDGE
OF PAVEMENT AS REQUIRED TO FIND A SUITABLE BUTT JOINT EL. 30.46'
TO BE MADE. NEW PAVEMENT SHALL BE FEATHERED AND ;jil IEEE,
WEDGED TO FORM A SMOOTH TRANSITION AND AS DIRECTED
BY THE ENGINEER.
INV. 26.05'
1' 1'
.
NEW PAVEMENT EXISTING PAVEMENT
BASE COURSE MgMBASE COURSE
JOINT SHALL BE SEALED WITH BITUMINOUS LIQUID TACK COAT,
TYPICAL BUTT JOINT
DETAIL
SCALE: NOT TO SCALE C.7.1
0
tr
HWY 210 ROAD SECTION A —A
DETAIL
SCALE NOT TO SCALE
60'
A" x&n wrr- V% A 1►/•f" [1TRIP1r
R=3bi W,
'-•3" •�
-- R=2'--3"
PAINT STRIPE ISLAND
DETAIL
SCALE: NOT TO SCALE
1'-0"
6' 2"
SIGN MAY BE
ORDERED FROM:
C&D SAFETY
4th AVE. N
NASHVILLE, TN.
PH. 615-255-2717
2"/2"/.188 STL. TUBE ---m
EXTENDED INTO CONC. FILLED
PIPE 2'-0" PROVIDED WELDED
WATERTIGHT CAP. PAINT P.&L.
#6118 BLACK COFFEE.
PAINT PIPE BASE YELLOW---o-
8" DIA STD PIPE FILLED ---''�
W/ CONC.
PAVEMENT
a
#6-14" LONG BARS EA.
WAY THRU PIPE
1 -6"CONC. BASE
HANDICAP SIGN
DETAIL
SCALE: NOT TO SCALE
VARIES
WHITE PAINT
STRIPE
STOP BAR
DETAIL r7
SCALE: NOT TO SCALE •7•1;
Q
0
0
ES
1'-6"/1'-0"/.080 STANDARD ALUM.
HANDICAPPED PARKING SIGN TO READ:
"RESERVED PARKING" WITH IDENTIFICATION
SYMBOL. BOLT TO STL. TUBE WITH 3/8
CADMIUM PLATED NUTS, BOLTS, & WASHERS.
12" o.
to1 /2" 1 /2"
I
icy
t�
00
w
N
2"
2"
2"
1/2 "
1 1 /2"
6"
4"
0
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w
=
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m
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0
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0
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a
of
m
m xi
w
I.
wfill
0-w
F
0
ate. cmn c�
INV. = 25.51'� (�
mil
HWY 210 ROAD SECTION B—B
DETAIL i
SCALE: NOT TO SCALE
EXISTING DITCH
1 /2"
1 /2"
;o 0 0 __T
3" 6" 3"
co
M NOTE: THE DETAILS SHOWN HERE ARE
FOR MINIMUM DESIGN ONLY.
COORDINATE W/ STATE & LOCAL CODE,
THE STRICTEST SHALL GOVERN
22" CONSTRUCTION.
PLANTING STRIP
CROSSWALK
DETAIL
SCALE: NOT TO SCALE
TAPER SIDEWALK TO
VALLEY CURB
e
::•: ; : ; SIDEWALK
y.
24" WHITE
CROSSWALK LINE
24" GAP
_F
--►I 10' MIN. WIDTH I-�—
0
U
c
0
U
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a.
rn
0
N
L.
r
0
ca
N
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ca
U
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ci
Qi
�
wow
N
m
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m
o
o
M
�
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a
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U
03
U
'--- PROPOSED SIDEWALK
VALLEY CURB
1.5" S9.5 B (FOR ALL WORK WITHIN NCDOT RIGHT OF WAY)
2" S9.5 B SURFACE COAT
3" 119.0 B INTERMEDIATE COURSE
5" B25.0 B BASE COURSE
-��1�III III III 111=�=�T COMPACTED SUBGRADE UPPER 8"
1=1�=III=III-IIHII=III-� COMPACTED
OF 98% STANDARD PROCTOR
MAXIMUM DRY DENSITY. �ASTM 698)
FlLL —MAXIMUM 8" LIFTS AS REQUIRED
MATERIALS SHALL MEET THE REQUIRED SECTIONS OF THE N.C.D.O.T.
STANDARD SPECIFICATION- FOR ROADS AND STRUCTURES.
ASPHALT PAVEMENT IN DOT ROW
DETAIL --- ,z
SCALE: NOT TO SCALE
W
.�
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--
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Lljcocit
pU
Q
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C. 7.15
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LEGEND
4 Tli )[V)
EXSTING PROPOSED FUTURE
— — -- — ROW LINE/PROPERTY LINE — —
SANITARY SEWER —ss —ss —ss
'^ SEWER FORCE MAIN _FM —FM —rnf v —
"' _ WATER LINE v --- EVTR3—
_ CULVERT/ STORM PIPE
— — __-- — STREAM/DITCH
TOWN OF SURF CITY - SEDIMENT FENCE SF
SEWER MANHOLE OO
PENDER NTY N UTILITY EASEMENT
COU 0RTh C AR LI N _ 0 A
PLUG VALVE/GATE VALVE N
BLOW —OFF BO
OWI.INER � + o
FIRE HYDRANT ASSEMBLY
DCNC NORTH CAROLINA I, LLC ,
- OEIP EXISTING IRON PIPE
2528 INDEPENDENCE BLVD., SUITE 104
Q EMN EXISTING MAGNETIC NAIL
WILMINGTON, NORTH CAROLINA 28412
�Q EPK EXISTING PARKER—KALON NAIL
[phone]/[phone] (fax) .r q* 0 EXISTING PROPERTY CORNER
LIMITS OF DISTURBANCE-�-�-�-
ENGINEER �uN�T�oN BOX ��8, rr YARD INLET (YI) 0
HF AGES Arr
CAVANAUGH ANDASSOCIATES, P.A.
BYPASS BOX (BP) BP
130 ,NORTH FRONT STREET, SUITS 202
CATCH BASIN/CURB INSET (CI) �•
WILMINGTON, NORTH. CAROLINA 28401 � -. � u - BOX��'�`�
[phone]/[phone] (fax) EXISTING MAJOR CONTOURS —
EXISTING MINOR CONTOURS ---- --- � ----- -----
PROPOSED MAJOR CONTOURS +o
SURVEYOR PROPOSED MINOR CONTOURS - --
RIP RAP
CHARLES F. RIGGS & ASSOCIATES, P.A. INFILTRATION BASIN (TREATMENT AREA)
202 WARLICK STREET �77I WETLANDS
P.O. BOX 1570
�`—_ VEGETATIVE FILTER
JACKSONVILLE, NC 28541-1570
G� �1 BIO—R F NON AREA ED FLOOR ELEVATION NITORING WELL
[phone] ISH
� �P�`
�SDRAINAGE AREA BOUNDARY ---------
FFE
v
PLANNER
HADENSTANZIALE � M SHEET INDEX
3807 WRIGHTSVILLE AVE. OVERALL C.3.1 OVERALL SITE PLAN
SUITE 24 SITE C.5.0 PHASE 1 & 2 OVERALL STORM WATER PLAN
`'. � f� � C.5.1 PHASE 1 OVERALL STORM WATER PLAN
WILMINGTON, NC 28403 Z PHASE 2 ATLO PON C.5.2 PHASE 1 STORMWA-DER PLAN DRAINAGE AREA 1B
�� � Roar C.5.3 PHASE 1 STORM WATER PLAN DRAINAGE AREA 1C
910 791-8383 ° � ° �' PHASE„ 1
Z C.5.4 PHASE 1 STORM WATER PLAN DRAINAGE AREAS 1A AND 1D
APPROVED
TH CAROLINA ENVIRONMENTAL
PENDER COUNT' - C.5.5 PHASE 2 OVERALL STORM WATER PLAN ` MANAGEMENT COMMISSION NORTH G'AROLINA NC HIGHWAY 210 � C.7.7 PHASE 1 STORRMWATER INFILTRATION BASINS 1A-1, 1A-21 �
DIVISION OFWATER QUALITY 1 Q— j, & 1 D-1C.7.8 INFILTRATION BASINS 113, 1 C, & 1 D-2 DETAILS
10 ZGC7
VICINITY MA P C.7.9 STORM WATER GENERAL DETAILS 1
C.7.10 STORM WATER GENERAL DETAILS 2
PHASE 1 SPECIFICATIONS
FINAL DESIGN NOT TO SCALE C.7.11 STORMWATER GENERAL DETAILS 3
BEFORE YOU DIG ! NOT RELEASED FOR
CONSTRUCTION
CALL 1-800-632-4949 DISTURBANCE ACRE4GE 37 •"'""'""'',ti9
oloo
N.C. ONE —CALL CENTER PROPOSED LOT COUNT ,:�oN`�FEs��'��•. A r
Au
ITS THE LA I�
• �I�� SINGLE FAMILY 71
Q SE L
2 FEB 15 2007 - 032 91 Sohiti'ons through integrity and partnership
.F' INDWQE �'�.'
Sl�BCXoC�UB F'ICICJ ���''%cs. T0�'�.�•`'�,�
ROJ #
�,,,,,,,,,,,,,,,�� DATE: FEBRUARY 13, 2007 PROJ. NO.: 041.05.043

1�
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GAFF SAP P°p p\ 9 tiiY qp0 op
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50
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F 9S 0,
/ N
2 p 306
y
NOW OR FO MERLY
NOW OR FORMERLY NELLIE AA ORE
GLORIA J. DEARMAS & D.B. 456, . 216
NORMAN E. SHEPPARD NOW OR FORMERLY CFR Z° Oy`
R!D.B. 997, P. 140 GLORIA J. DEARMAS &
NORMAN E. SHEPPARD
D.B. 997, P. 140
.6, F,pIY
O 20N o
�o
NOW OR FORMERLY
SALLIE BRAGG BATTS !S
D.B. 214, P. 96
12
11 t3
1 10
/ 2 9
3 8
4 8 T
to
1T
18
18 't?
22
PHASE 6 23 xa
zs
�11
� 28
3
2 28 27, /t 3f
0
�In \
/ pFTTi0n'
404 WETLANDS
• ,i .Y C (,mil �,_
)� is
IVA,® Q f
♦ ® .L -IFM
\ �
• i1
NOW OR FORMERLY
Ftoo� ��NE PRESTON C. KING, III &
"•"2+...•,,,,, WIFE JOYCE RENEE KING
D.B. 1492, P. 287
U
51
NOW OR FORMERLY
EMMETT SNIFF
D.B. 810, P. 125
M.B. 4, P. 55
is Q
PHASE 2-
LOT LEGEND
A - DAMD WiLSON JUSTICE, SR.
- D.B. 1522, P. 118
M.B.
32, P. 132
8 - STEPHEN ROSS JUSTICE, JR. & WIFE,
- D.B.
2347, P. 72
PAULA DENISE JUSTICE
M.B.
32, P. 132
C - JOHN MARK SALDRIDGE
- 0.6.
2368, P. 145
M.B.
4, P. 55
D - MYRA T. ROCHELLE do HUSBAND,
- D.B.
747, P. 166
JAMES L. ROCHELE, JR.
M.B.
25, P. 58
E - OSTON G. HARDISON & WIFE, JAQUELINE 0. HARDISON
- D.B.
754, P. 755
IF- OSTON G. HARDISON & WIFE„ JAQUELINE 0. HARDISON
- O.B.
724, P. 61
G - OSTON G. HARDISON & WIFE, JAQUELINE D. HARDISON
- 0.8.
724, P. 61
H - OSTON G. HARDISON & WIFE, JAOUELINE DENISE HARDISON - 0.8.
913, P. 192
1 - GLORIA J. DEARMAS
- D.B.
677, P. 48
2 ,
on Oy ��
rn z
W
o „y
G�
NOW OR FORMERLY
WOODY L. ATKINSON
D.B. 661, P. 238
' NOW OR FORMERLY
SHEILA ATKINSON SLATER
D.B. 730, P. 31
M.8- 22, P. 35
'Zoo'o
73CP,
1 � B. 22, P, 35-
J
L18 �v
® o�
� t
LINE TABLE
LINE
LENGTH
BEARING
L1
182.79
N30026'26"E
L2
1512.41
S54°56'53"E
L3
568.02
S54e56'53"E
L4
316.70
N31 °33'02"E
L5
92.23
S73°05'55"E
L6
85.98
S47°19'06"E
L7
153.11
S43e5744"E
L8
108.14
S63048'09"E
L9
159.23
S26e20'42"E
L10
192.24
S18e2829"W
L11
126.20
S03e53'36"W
L12
177.53
S39e06'38"E
L13
339.50
S11 °48'51 "E
L14
360.00
S11 °51'53"W
L15
337.35
S42026'20"E
L16
135.83
N87049'08"E
L17
125.75
S07e26'34"W
L18
69.34
S57e37'39"W
L19
114.82
S06024'26"E
L20
81.51
S21 °42'54"W
L21
92.63
S03°08'25"E
L22
41.10
S64027'58"E
L23
52.64
N80°44'44"E
L24
31.86
N23°3452"E
L25
93.33
N58026'04"E
L26
78.04
N89033'12"E
L27
60.18
S18e57'07"E
L28
53.83
S23e2847"E
L29
32.79
S16*10'39"W
L30
71.19
S25006'15"W
L31
77.81
S09 °46' 45"E
L32
32.42
S70e15'23"E
L33
114.58
S15039'47"W
L34
43.85
S13e30'41"W
L35
49.36
S15e40'24"E
L36
96.02
S06°1659"W
L37
101.37
S69°39'30"W
�--- PHASE 1
(43 SINGLE FAMILY LOTS)
NOW OR FORMERLY
WOODY L. ATKINSON
D.B. 661, P. 240
M.B. 22, P. 35
SCALE: 1" = 300'
300' 0 300'
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
LINE TABLE
LINE
LENGTH
BEARING
L38
108.06
S64029'14" W
L39
51.61
S03004'12"'W
L40
98.66
S27°33'21 "'W
L41
52.08
S19 048' 36"E
L42
76.26
S48021'53"'W
L43
25.20
S64e28'34"E
L44
69.24
S42015'41 "E
L45
44.93
S35°17'54"E
L46
39.65
S39e43'45"E
L47
132.30
S53°52'24"'W
L48
298.01
S88°15'17" W
L49
238.87
S85°16'22"'W
L50
500.95
N21 °51'21 "W
L51
393.64
S68938'59"'W
L52
53.03
N23e22'26"'W
L53
231.25
S66°37'34"W
L54
2886.38
N36e39'27"'W
L55
100.57
N 36 °39' 26" W
L56
1105.91
N36°38'53" W
L57
210.60
N36038'53"W
L58
758.66
N34°54'16"E
L59
89.55
S61 e27' 26"E
L60
192.09
S49055'00"E
L61
216.37
S53e52'43"E
L62
229.97
S43e49'29"E
L63
372.90
N30037'30"E
L64
906.62
N49°13'00"W
L65
100.00
N49°1 SOO"W
L66
100.00
N49016'36"W
L67
129.40
N4902554"W
L68
200.00
N49009'45"W
L69
123.31
N64019'30$1E
L70
129.71
N64005'27"E
L71
790.52
S49e08'57"E
L72
503.60
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L73
128.14
N 30e37' 30"E
NOTE: TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY
CHARLES F. RIGGS AND ASSOCIATES, P.L.S.# L--2981.
INFORMATION PROVIDED FOR ENGINEERING DESIGN
PURPOSE ONLY. NOT FOR RECORDATION.
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SEE SHEET C.5.5
(ALL RUNOFF FROM
PHASE 2TOBE
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EASEMENT "TYP)
/ f INFILTRATION BASIN 1 C
-SEE SHEET C.5.3
11
SANITARY SEWER
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PROPOSED 20'
j EASEMENT TYP T C-3
C� 36
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DRIVEWAY APRON 404 q
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FOR ACCESS TO `�
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SEE SHEET C.5.
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FUTURE r I
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COMMERCIAL AREA
BOTTOMLESS CULVERT TO MATCH
EXISTING BOTTOM ELEVATIONS.--30
SEE DETAIL ,1 o ^co
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C 7 9 jam. fi,t o --ENTRANCE
TEMPORARY CONSTRUCTION
EXISTING�ORT PATH `, ��(r/o� c�
UNNAMED JURISDICTIONAL�'
STREAM TO BECKY S CREEK _ 1
_.
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I
3 INFILTRATION BASIN 1 A-3 F'
1
INFILTRATION BASIN 30 SEE SHEET C.5.4
AREA 1 A-1 ' • ' -
30
SEE SHEET C.5.4 NC HWY 210
\ \
-- � (APPR)X. 60' ROW)
PROPOSED PHASE 1 8c 2 S TO R-M WATER PLAN
GENERAL NOTES:
(1) TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. RIGGS AND ASSOCIATES, P.LS.# L-2981. INFORMATION
PROVIDED FOR ENGINEERING DESIGN PURPOSE ONLY. NOT FOR RECORDATION.
(2) ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN FIELD APPROVED BY THE ARMY CORPS OF ENGINEERS ON
NOVEMBER 23, 2005 (FINAL APPROVAL PENDING).
(3) CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE COMMENCING CONSTRUCTION.
(4) CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE MATERIALS GENERATED THROUGH DEMOLITION AND GRUBBING
ACTIVITIES SHOWN.
(5) SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR THIS CONSTRUCTION SITE, AT FEAST ONE FOOT (1') FROM
WETLANDS
(6) CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F. INTERVALS ALONG SEDIMENT FENCING.
(7) ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED WITHIN 15 CALENDAR DAYS OF GRADING ACTIVITIES.
(8) WATER, SEWER, AND STORMWATER PIPES TO BE INSTALLED IN TRENCHES ACCORDING TO STANDARD SPECIFICATIONS AND
DETAILS ON SHEET C.7.10.
(9) LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID AT LEAST TEN (10) FEET LATERALLY
FROM EXISTING OR PROPOSED SEWERS, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT A TEN (10) FOOT LATERAL
SEPARATION -- IN WHICH CASE:
(A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION ON THE BOTTOM OF THE WATER MAIN AT
LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER; OR
(B) THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE WATER MAIN LOCATED AT ONE SIDE ON A
BENCH OF UNDISTURBED EARTH, AND WITH THE ELEVATION OF THE BOTTOM OF THE WATER MAIN AT LEAST
EIGHTEEN(18) INCHES ABOVE THE TOP OF SEWER.
(10) .CROSSING A WATER MAIN OVER A SEWER. WHENEVER THATETHERY FOR BOTiOMAWATER MAIN OF THE WAT'ERTMAINOISSATVER A LEASTSEER, THE
EIGHTEEN (18)
WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION
INCHES ABOVE THE TOP OF THE SEWER, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT AN EIGHTEEN (18) INCH
(SEPARATION --- IN WHICH CASE, BOTH THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS
AND WITH JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE
OF THE CROSSING.
(11) CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A WATER MAIN TO CROSS UNDER A SEWER,
BOTH THE WATER MAIN AND THE SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO
WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE POINT(S) OF CROSSING. A SECTION
OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF CROSSING.
I
SCALE: 1" =100'
100' 0 100'
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
(12) SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION FROM BOTTOM
OF STORMWATER PIPE AND TOP OF SEWER PIPE.
(13) ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO BE DIRECTED TO RIGHT--OF--WAY, OR TO
YARD INLET (OR OTHER STORMWATER COLLECTION DEVICES) FOR EVENTUAL DISCHARGE TO
INFILTRATION BASIN.
(14) FOR MAXIMUM ALLOWABLE BUILT -UPON AREA PER LOT SEE TABLE 5.1 ON SHEET 5.1. AND
TABLE 5.5 ON SHHET 5.5.
(15) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS DOES NOT INCLUDE
ANY RUNOFF FROM IMPERVIOUS SURFACE ASSOCIATED WITH THE FUTURE COMMERCIAL
AREA. A PERMIT MODIFICATION WILL BE NECESSARY PRIOR TO CONSTRUCTING ANY
ADDITIONAL IMPERVIOUS SURFACE.
(16) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS SHALL BE
CONSTRUCTED IN ACCORDANCE WITH THE SEDIMENT & EROSION CONTROL PLAN APPROVED
BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES.
(17) ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973 (NORTH CAROLINA
GENERAL STATUTE 113A 51-66) THIS PROJECT IS SUBJECT TO AN APPROVED
SEDIMENTATION AND EROSION CONTROL PLAN. THE CONTRACTOR SHALL ADHERE TO ALL
OF THE CONDITIONS SET FORTH IN THE APPROVED PLAN, AS PRESCRIBED BY NCDENR. A
COPY OF THE APPROVED SEDIMENTATION AND EROSION CONTROL PLAN SHALL BE
DISPLAYED AT THE JOB SITE AT ALL TIMES.
(18) ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESS OTHERWISE NOTED ON PLANS.
(19) EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER THAN 2:1. SOD SHALL
BE USED FOR ALL SLOPES FLATTER THAN 2:1.
(20) FINISHED FLOOR ELEVATION (FFE) IDENTIFIED ON THE PLAN IS INDICATIVE OF
COMPACTED PAD GRADE TO WHICH 2"-4" OF TOP SOIL WILL BE ADDED. SEE DETAIL
5/C.7.11.
(21) CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN ACCORDANCE WITH
M.U,T.C.D.
DRAINAGE AREA
AREA (ACRES)
AREA 1 A-1
0.69
AREA 1A-2
0.38
AREA 1 A-3
0.16
AREA 113
17.27
AREA 1 C
6.51
AREA 1 D-1
0.88
AREA 1 D-2
1.85
TOTAL PHASE 1 &
2 27.73
DRAINAGE AREA
PHASE 1 & 2 DRAINAGE AREAS
CONSTRUCTION SEQUENCE
1. PERFORM CONSTRUCTION STAKE OUT.
2. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE.
3. CLEAR SITE, BUT DO NOT GRUB.
4. INSTALL ALL EROSION AND SEDIMENT CONTROL MEASURES.
5. GRUB SITE.
6. CONSTRUCT SEDIMENT BASINS.
7. COMMENCE ROUGH GRADING OF THE SITE.
8. INSTALL STORMWATER MANAGEMENT DEVICES.
9. CONSTRUCT SEWER COLLECTION SYSTEM.
10.CONSTRUCT WATER SYSTEM.
11. ROUGH GRADE THE SITE.
12.SHAPE SHOULDERS AND CUT AND FILL SLOPES.
13.SCARIFY, SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS.
14.INSTALL DRY UTILITIES (ELECTRICAL, FIBER-OPTIC, CABLE, PHONE, ETC).
15.RE-SCARIFY, RE -SEED, RE -FERTILIZE AND MULCH ALL DISTURBED AREA.
16.CONSTRUCT ROADBED BASE COURSE AND INTERMEDIATE ASPHALT COURSE.
17.APPLY FINAL ASPHALT COURSE.
18. AFTER DISTURBED AREAS ARE STABILIZED WITH VEGETATION, THE CONTRACTOR SHALL
RETURN TO THE SITE AND REMOVE ALL TEMPORARY EROSION CONTROL MEASURES.
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PROPOSED 20'
EASEMENT (TYP)
INSTALL CONCRETE
DRIVEWAY APRON
FOR ACCESS TO
LODGEHALL RD.
PROPOSED 49.5 LF ALUMINUM
BOTTOMLESS CULVERT TO MATCH
EXISTING BOTTOM ELEVATIONS.
SEE DETAIL
UNNAMED JURISDICTIONAL
STREAM TO BECKY'S CREEK
INFILTRATION BASIN
AREA 1 A-1
SEE SHEET C.5.4
GENERAL NOTES:
(1) TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F.
RIGGS AND ASSOCIATES, P.L.S.# L-2981. INFORMATION PROVIDED
FOR ENGINEERING DESIGN PURPOSE ONLY. NOT FOR RECORDATION.
(2) ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN
FIELD APPROVED BY THE ARMY CORPS OF ENGINEERS ON
NOVEMBER 23, 2005 (FINAL APPROVAL PENDING).
(3) CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE
COMMENCING CONSTRUCTION.
(4) CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE
MATERIALS GENERATED THROUGH DEMOLITION AND GRUBBING
ACTIVITIES SHOWN.
(5) SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR
THIS CONSTRUCTION SITE, AT LEAST ONE FOOT (1') FROM
WETLANDS
(6) CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F.
INTERVALS ALONG SEDIMENT FENCING.
(7) ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED
WITHIN 15 CALENDAR DAYS OF GRADING ACTIVITIES.
(8) WATER, SEWER, AND STORMWATER PIPES TO BE INSTALLED IN
TRENCHES ACCORDING TO STANDARD SPECIFICATIONS AND DETAILS
ON SHEET C.7.10.
�= `t WETLANDS
`L1 ;
}
I
INFILTRATION BASIN 1137
SEE SHEET C.5.2
\`
.....INFILTRATION BASIN 1 A-2
SEE SHEET C.5.4 Zo
2s 2O /
t f
3o FUTURE
\ COMMERCIAL AREA
_ TEMPORARY CONSTRUCTION
EXISTING DIRT PATH���
-. � \ p� ., ENTRANCE
(APPROX. 60' ROW)
PROPOSED PHASE 1 STOR PLAN
DRAINAGE A
DTI
PHASE 1 SPECIFICATIONS
JUNCTION BOXES (JB)
3
YARD INLETS (YI)
1
CURB INLETS (CI)
25
5' X 7' BYPASS BOX
2
151)HDPE SDR 32.5
1,935
L.F.
18" HDPE SDR 32.5
454
L.F.
24" HDPE SDR 32.5
349
L.F.
30" HDPE SDR 32.5
351
L.F.
36" HDPE SDR 32.5
508
L.F.
42" HDPE SDR 32.5
250
L.F.
INFILTRATION BASINS
7
RIP RAP ,P ONS
15
LEVEL. SPREADERS
9
(9)
LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID AT LEAST TEN
(12)
SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION FROM BOTTOM OF STORMWATER PIPE AND TOP OF
(10) FEET LATERALLY FROM EXISTING OR PROPOSED SEWERS, UNLESS LOCAL CONDITIONS OR
(13)
SEWER PIPE.
ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO BE DIRECTED TO RIGHT-OF-WAY, OR TO YARD INLET (OR OTHER STORMWATER
BARRIERS PREVENT A TEN (10) FOOT LATERAL SEPARATION -- IN WHICH CASE:
COLLECTION DEVICES) FOR EVENTUAL DISCHARGE TO INFILTRATION BASIN.
(A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION ON THE BOTTOM OF
(14)
FOR MAXIMUM ALLOWABLE BUILT -UPON AREA PER LOT SEE TABLE 5.1 ON SHEET 5.1 AND TABLE 5.5 ON SHEET 5.5..
THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER; OR
(15)
THE STORMWATER MANAGEMENT PLAN DEPICTED THESE SHEETS DOES NOT INCLUDE ANY RUNOFF FROM IMPERVIOUS SURFACE
B THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE WATER MAIN
()
ASSOCIATED WITH THE FUTURE COMMERCIAL AREA, A PERMIT MODIFICATION WILL BE NECESSARY PRIOR TO CONSTRUCTING ANY
LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED EARTH, AND WITH THE ELEVATION OF
ADDITIONAL IMPERVIOUS SURFACE.
THE BOTTOM OF THE WATER MAIN AT LEAST EIGHTEEN(18) INCHES ABOVE THE TOP OF SEWER.
(16)
THE STORMWATER MANAGEMENT PLAN DEPICTED 0I1 THESE SHEETS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SEDIMENT
(10)
CROSSING A WATER MAIN OVER A SEWER. WHENEV ER NECESSARY FOR A WATER MAIN TO CROSS
&EROSION CONTROL PLAN APPROVED BY THE NTH CAROLING DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES.
OVER A SEWER, THE WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF
(17)
ACCORDING TO THE SEDIMENTATION POLLUTION GO1uTROL ACT OF 973 (NORTH CAROLINA GENERAL STATUTE 113A 51-66) THIS
THE WATER MAIN IS AT LEAST EIGHTEEN (18} INCHES ABOVE THE TOP OF THE SEWER, UNLESS
PROJECT IS SUBJECT TO AN APPROVED SEDIMENTATION AND EROSION CONTROL PLAN. THE CONTRACTOR SHALL ADHERE TO ALL
LOCAL CONDITIONS OR BARRIERS PREVENT AN EIGHTEEN (18} INCH SEPARATION -- IN WHICH
OF THE CONDITIONS SET IN THE APPROVED PLAN, AS PRESCRIBED BY NCDENR. A COPY OF THE APPROVED
CASE, BOTH THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND
.FORTH
SEDIMENTATION AND EROSION CONTROL PLAN SHALL BE DISPLAYED AT THE JOB SITE AT ALL TIMES.
WITH JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10)
(18)
ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKfIG UNLESS OTHERWISE NOTED ON PLANS.
FEET ON EACH SIDE OF THE CROSSING.
(1 9)
EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER THAN 2- 1. SOD SHALL BE USED FOR ALL SLOPES FLATTER
(11)
CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A WATER MAIN TO
THAN 2: 1.
CROSS UNDER A SEWER, BOTH THE WATER MAIN AND THE SEWER SHALL BE CONSTRUCTED OF
20
()
FINISHED FLOOR ELEVATION (FFE) IDENTIFIED ON THE PLAN IS INDICATIVE OF COMPACTED PAD GRADE TO WHICH 2"-4" OF TOP
FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE
SOIL WILL BE ADDED. SEE DETAIL 5C.7.11.
OF TEN (10) FEET ON EACH SIDE OF THE POINTS) OF CROSSING. A SECTION OF WATER MAIN
(21)
CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN ACCORDANCE WITH M.U.T.C.D.
PIPE SHALL BE CENTERED AT THE POINT OF CROSSING.
3
PHASE 1 DRAINAGE AREAS
DRAINAGE AREA
AREA
1A-1
AREA
1 A-2
AREA
1 A-3
AREA
1B
AREA
1C
AREA
1 D--1
AREA
1 D-
2
TOTAL
PHASE
1
DRAINAGE
AREA
AREA ACRES�
0.69
0.38
0.16
8.37
6.51
0.88
1.85
Table 5.1 MAXIMUM IMPERVIOUS SURFACE AREAS
FOR PHASE 1 RESIDENTIAL LOTS
LOT
NUMBER
MAXIMUM IMPERVIOUS
SURFACE AREA I
(SQ. FT.)
LOT
NUMBER
MAXIMUM IMPERVIOUS
SURFACE AREA
(SQ. FT.)
1
41152
24
4,162
2
41152
25
- -
3
4,152
26
_--
4
4,152
27
3,681
5
4,300
28
3,672
6
45186
29
35668
7
3,668
30
31664
8
3,608
31
31659
9
3,607
32
3,633
10
3,607
33
3,602
11
3,517
34
3,601
12
4,156
35
3,599
13
31692
36
4,151
14
3, 776
37
41480
15
3,691
38
3,849
16
3,731
39
3,828
17
3,695
40
4,022
18
3,676
41
4,255
19
4,211
42
4,087
20
4,269
43
3,829
21
4,350
44
4,128
22
4,161
45
4,425
23
45165
NOTE 1: AVG SO. FT. PER LOT IS 31923 SQ. FT.
(168,669 SO. FT. / 43 LOTS = 3,923 SO. FT.)
NOTE 2: TOTAL BUA FOR EACH LOT INCLUDES 55' X 55' BUILDING
ENVELOPE, PLUS 18' WIDE DRIVEWAY (VARYING LENGTHS), PLUS
SECTION OF DRIVEWAY WITHIN ROW (124 t0 180 SF, DEPENDING ON
LOCATION IN PHASE 1), UNLESS OTHERWISE NOTED. SIDEWALKS
AND CURB ARE NOT INCLUDED IN BUA.
CONSTRUCTION SEQUENCE
1. PERFORM CONSTRUCTION STAKE OUT.
2. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE.
3. CLEAR SITE, BUT DO NOT GRUB.
4. INSTALL ALL EROSION AND SEDIMENT CONTROL MEASURES.
5. GRUB SITE.
6. CONSTRUCT SEDIMENT BASINS.
7. COMMENCE ROUGH GRADING OF THE SITE.
8. INSTALL STORMWATER MANAGEMENT DEVICES.
9. CONSTRUCT SEWER COLLECTION SYSTEM.
10-CONSTRUCT WATER SYSTEM.
11. ROUGH GRADE THE SITE.
12. SHAPE SHOULDERS AND CUT AND FILL SLOPES.
13. SCARIFY, SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS.
14.INSTALL DRY UTILITIES (ELECTRICAL, FIBER-OPTIC, CABLE, PHONE,
ETC).
15. RE -SCARIFY, RE -SEED, RE -FERTILIZE AND MULCH ALL DISTURBED
AREA.
16. CONSTRUCT ROADBED BASE COURSE AND INTERMEDIATE ASPHALT
COURSE.
17. APPLY FINAL ASPHALT COURSE.
18. AFTER DISTURBED AREAS ARE STABILIZED WITH VEGETATION, THE
CONTRACTOR SHALL
RETURN TO THE SITE AND REMOVE ALL TEMPORARY EROSION CONTROL MEASURES.
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GENERAL NOTES:
(1) TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. RIGGS AND ASSOCIATES, P.L.S.#
L-2981. INFORMATION PROVIDED FOR ENGINEERING DESIGN PURPOSE ONLY. NOT FOR RECORDATION.
(2) ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN FIELD APPROVED BY THE ARMY
CORPS OF ENGINEERS ON NOVEMBER 23, 2005 (FINAL APPROVAL PENDING).
I
_....
(3) CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE COMMENCING CONSTRUCTION.
(4) CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE MATERIALS GENERATED THROUGH
DEMOLITION AND GRUBBING ACTIVITIES SHOWN.
+' ': =- (5) SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR THIS CONSTRUCTION SITE, AT LEAST
J
ONE FOOT (1') FROM WETLANDS
••_ _, ' ��.,l.l,, (6) CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F. INTERVALS ALONG SEDIMENT
CI-13 AMENITY + �,. ,, FENCING.
,y--
o GRT 30.00 AREA }(7) ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED WITHIN 15 CALENDAR DAYS OF
INV IN 27.32 INSTALL APPROX. 164 LF 15 _ GRADING ACTIVITIES.
`• INV OUT 27.32 HDPE DR 32.5 @ 1.05% � � �-- _ �. O INSTALLED IN TRENCHES ACCORDING TO STANDARD
TER, SEWER, AND STORMWATER PIPES TO BE
SPECIFICATIONS AND DETAILS ON SHEET C.7.10.
W ►� �� ; r �.. (9) LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID AT LEAST TEN
_ (10) FEET LATERALLY FROM EXISTING OR PROPOSED SEWERS, UNLESS LOCAL CONDITIONS OR
J t z BARRIERS PREVENT A TEN (10) FOOT LATERAL SEPARATION -- IN WHICH CASE:
q �,. , „ CI -15
7�� INSTALL APPROX. 56 LF 15 p LANDSCAPED CIRCLE GRT 25.69 (A) THE WATER MAIN !S LAID IN A SEPARATE TRENCH, WITH THE ELEVATION ON THE BOTTOM OF
HDPE DR 32.5 Ca? 0.5% -- (RADIUS - 65.00') i =INV IN CI-10 23.03 THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER; OR
" = 50' E _ > INSTALL 15' SPILLWAY @ f (B) THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE WATER MAIN
} SCALE. INV IN (CI 11) 23.03 EXISTING POND LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED EARTH, AND WITH THE ELEVATION OF
500 50 t� INV OUT 23 03 EL. 27.75 PROPOSED 5 WALKING PATH THE BOTTOM OF THE WATER MAIN AT LEAST EIGHTEEN(18) INCHES ABOVE THE TOP OF
FFE31.50 SEWER.
CI-12 / �� v r`s. ~,, 10 CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR A WATER MAIN TO CROSS
V'''
CI-14 GRT 27.90 '' /� `` OVER A SEWER, THE WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF
SCALE OF MAP MAY VARY GIRT 30.40 INV IN 25.60 -- " THE WATER MAIN IS AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF THE SEWER, UNLESS
DUE TO METHODS OF REPRODUCTION. INV OUT 27.60
-� INV OUT 25.60,LOCAL CONDITIONS OR BARRIERS PREVENT AN EIGHTEEN (18) INCH SEPARATION -- IN WHICH
CASE, ASE, BOTH THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND
�� r � :� , . '. SG ��� INSTALL APPROX. 33 LF 15" �. �- � - `
20' ONE WAY ---� --- "' HDPE DR 32.5 @ 0.48% ���-�-`?`1---- 8\ �� '`°--J>..- _ �.- WITH JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10)
FEET ON EACH SIDE OF THE CROSSING.
TRAFFIC CIRCLE % INSTALL APPROX. 24 LF 15 �%� {11} CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A WATER MAIN TO
SEE DETAIL O ' I `/,' P CROSS UNDER A SEWER BOTH THE WATER MAIN AND THE SEWER SHALL BE CONSTRUCTED OF
s _ ,HDPE DR 32.5 @ 0.25% 22 ASPHALT ROAD (TYP)
P FFE = INSTALL APPROX.SEE�DETAIL 5 c FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO WATER MAIN STANDARDS FOR DISTANCE
31.50 _gg, M 3a i HDPE DR 32.5 @ 1.05% 1 OF TEN (10) FEET ON EACH SIDE OF THE POINT(S) OF CROSSING. A SECTION OF WATER MAIN
_CI-10 FFE - 1 c 7 9 �.,. PIPE SHALL BE CENTERED AT THE POINT OF CROSSING.
CI-14 0') / - (12) SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION FROM BOTTOM OF
'GRT 25.69 27.00 , STORMWATER PIPE AND TOP OF SEWER PIPE.
GRT 30.40 _-....,_.. ( } I
-'INV OUT 23.09 13 ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO BE DIRECTED TO RIGHT-OF-WAY, OR TO YARD
INV OUT 27.60 655 --_� �� FFE = T OR OTHER STORMWATER COLLECTION DEVICES FOR EVENTUAL DISCHARGE TINFILTRATION
} ---- ���27 '�" - � I � 26.00 FFE = INLET ( R S ) GE 0
--_ -- - 24.50 ` BASIN.
NQ- �_ _ (14) FOR MAXIMUM ALLOWABLE BUILT --UPON AREA PER LOT SEE TABLE 5.1 ON SHEET 5.1 AND TABLE
%�\�"��►.,,_- _ -...� IN,q y 5.5 ON SHEET 5.5.
FFE
( 15) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS DOES NOT INCLUDE ANY
-�,
31.50 RUNOFF FROM IMPERVIOUS SURFACE ASSOCIATED WITH THE FUTURE COMMERCIAL AREA. A PERMIT'
MODIFICATION WILL BE NECESSARY PRIOR TO CONSTRUCTING ANY ADDITIONAL IMPERVIOUS
SURFACE.
INSTALL APPROX. 37 LF 15 CI-11
(16) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS SHALL BE CONSTRUCTED IN
y FFE = FFE = GRT 28.06
HDPE DR 32.5 @ 0.49% AN APPROVED BY THE NORTH CAROLIN '• ~ ` �----_._. "; � -`��� � :.:: - � ACCORDANCE WITH THE SEDIMENT & EROSION CONTROL PLAN A
28.50 28.50 INV IN (CI-9) 25.44 �� DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES.
-�----�-� �, INV IN (CI-12) 25.44 I 3 (17) ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973 (NORTH CAROLINA GENERAL
2 VALLEY CURB `'� INV OUT 25.44 �__ INSTALL APPROX.
SEE DETAIL
(TYP) INSTALL APPROX. 142 LF 15 189 LF 24" STATUTE 113A 51-66) THIS PROJECT IS SUBJECT TO AN APPROVED SEDIMENTATION AND EROSION
L 1 HDPE DR 32.5 @ 1.39% HDPE DR 32.5 @ 0.25% z^ CONTROL PLAN. THE CONTRACTOR SHALL ADHERE TO ALL OF THE CONDITIONS SET FORTH IN THE
c.7.9 _ FFE - FFE _ / / I \ l '. �' APPROVED PLAN, AS PRESCRIBED BY NCDENR. A COPY OF THE APPROVED SEDIMENTATION AND
M
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1B BOUNDARY
PROPOSED
RIGHT OF WAY
5' SIDEWALK TYP---,-,
SEE DETAIL 4
C.7.11
CI-3 -
GRT 30.30
INV OUT 27.00
CI-1
GIRT 30.30
INV OUT 27.00
JB-5 -
CENTERED ON EXISTING
DRAINAGE DITCH
INV. IN = 26.64
INV. OUT = 26.64
INSTALL APPROX. 59 LF -
24" HDPE DR 32.5 @ 0.50%
STOCKTON PLACE _WEST
FFE =
32.50
- V�r
PROPOSED F.E.S.
INV. 26.20
INSTALL APPROX. 35 LF 15"
HDPE DR 32.5 @ 0.25% r
CI-2 I I
GRT 30.30
f ;
INV IN (C!-1) 26.91
iI
INV IN (CI-28) 23.32
INV OUT 23.32
R j
INSTALL APPROX. 49 LF 36",
HDPE DR 32.5 @ 0.25% '
a
INSTALL APPROX. 39 LF 15"
HDPE DR 32.5 @ 0.25%
f
�E
26' ASPHALT ROAD (TYP)
LOGGERHEAD BLVD. ONLY
SEE DETAIL 4
C.7.9
lI
FFE _ ` `�--- / 28.OQ � EROSION CONTROL PLAN SHALL BE DISPLAYED AT THE JOB SITE AT ALL TIMES.
27.00 r . r--
10 DRAINAGE EASEMENT (TYP.) J ,� 18 ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESS OTHERWISE NOTED ON PLANS.
32.00 { )
-(CENTERED ON PIPE)
( 19) EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER THAN 2:1. SOD SHALL BE
CI-9 �i USED FOR ALL SLOPES FLATTER THAN 2:1.
GRT 29.80 r '
INSTALL APPROX. 20 LF 24" `'-- t } FFE _( 27.50 'F (20) FINISHED FLOOR ELEVATION (FFE) IDENTIFIED ON THE PLAN IS INDICATIVE OF COMPACTED PAD
INV IN 27.42 HDPE DR 32.5 @ 0.5% ` FFE _
INV OUT 27.42 BFE = 18.50 GRADE TO WHICH 2"-4" OF TOP SOIL WILL BE ADDED. SEE DETAIL 5/C.7.11.
YI-1 '-� 26.50 , (21) CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN ACCORDANCE WITH M.U.T.C.D.
JB-2 GRT.27.50
INV IN 22.56
RIM 29.00 ` INV OUT 22.56
INV IN 22.51
SEE DETAIL 4 FFE = 28.50 F'
FFE _ INV OUT 22.51 ` _
/ 33.50 JB-1 C.7.10 BFE 19.50 / I
RIM 29.00
INV IN 22.35
INV OUT 22.35 I TA APPFOX. 66 LF `
.
:
(TYP.) SEE DETAIL 3 DRAINAGE AREA
HDPE DR 32.a @ 0.25% "~
113 BOUNDARY
,
f
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K
FFE _
GRT 28.29.00
70
f _d } FFE = 29.50 °a }
1 INV 26.50 - t�
INSTALL APPROX. 74 LF 24 BFE = 20.50
M FFE _
FFE = FFE _ 30.00 HDPE DR 32.5 @ 0.25% .,
FFE - 31.00 / s0
32.50 31.50
�� \ - ;
GRT 271.67 CI-8 F t'
INSTALL APPROX. 25 LF 15 t
HDPE DR 32.5 @ 0.25%
INV IN 22.17 GRT 27.67 FFE =30.00 :#
`} v� '�, .. INV IN CI -a 22.1121.00
o INV OUT 22.17 __ -
_ �� ( ) BFE
IN fN (CI--7) 22.11
i OUT FF =
. 1
INV 2E 1 E 30.00 : t
I -BFE =
21.00
r
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1
t
STOCKTON PLACE EAST
INSTALL APPROX.
�,---,: -?-- F.E.
E
PROPOSED S
D :2
117 42 H
--- , I R .5 @ 0.25% INV: 23.00 I
INSTALL
-
- APPROX. 25 -
INSTALL APPROX. 289 LF 36" LF 36" HDPE
FFE
/
F HDPE DR 32.5 @ 0.25% 2 8.0
DR 32.5 @
FFE = FFE _ 0.25% - PROPOSED RIP
1"
j 32.00 FFE - /-%✓ 18.75 RAP W/ _�--
00,
1 k 32.50 /
FFE _ 29.00 - LEVEL SPREADER.
3 o FFE = 30.50 rn '�' I { SEE DETAIL
` -- ' 3 C
_, 31.00
in CI--6 `
10' DRAINAGE EASEMENT ` �' €
Q GRT 28.70 ,� PROPOSED 50' VEGETATED
W INV IN (CI-4) 22.48 (CENTERED ON PIPE) _} �. 'FILTER. SEE DETAIL
cr
{NV IN (CI-5) 26.44 1 `r
W INV OUT 22.48 / / 2� f c.7.1a f,
1 �j�' p (TYP.) SEE DETAIL INSTALL APPROX. 145 LF 36" 2 ,� INSTALL APPROX. 64 LF 42"
- I �j 2 -' HDPE DR 32 5 Cc 0 25%
INSTALL APPROX. ' .�' s.. cis HDPE DR IDZ_ @ 0.25%
3 P HDPE DR 32.5 1
BP-1
RIM:28.QQ CONSTRUCTION SEQUENCE
INV. f N : 21.81 _-
•
�•. / ,,.• , `' �� WEIR EL. 26.50 . PERFORM CONSTRUCTION STAKE OUT.
_ �d..-f ,... / INV OUT (BY-PASS): 2 3.2 2 '
_ CI-4 �- �,,/' CONSTRUCTION ENTRANCE ,.._.'�STRU ' 23 �: ��2 INSTALL TEMPORARY GRAVEL CON
'� -� / INV OUT (BASIN}: 21.81
• j n... - ..._ram-_.. '---`, GRT 30.30 --�. .�. t � �<
. _�._ -- � � 3 AR SITE, BUT DO NOT GRUB
-- --�0-`--.. ; SUMP: 21.00 4. INSTALL ALL EROSION AND SEDIMENT CONTROL MEASURES.
INV 1N (CI-3)
26.90
INV IN CI-2) 23.20
- - .
SEE DETAIL
s �
5 GRUB SITE.
6. CONSTRUCT SEDIMENT BASINS.
INV OUT 23.20 '- PROPOSED F.E.S.
�,� °`+ � a 7. COMMENCE ROUGH GRADING OF THE SITE.
- � w.. ==�_ ..� �....•.-.�--_ - ,` _ INV 21.00
w
PROPOSED RIP RAP W/��
•. - DEVICES.
- G
LEVEL SPREADER / ry
�s
=. \
ON SYSTEM.
-
1 9 CONSTRUCT SEWER COLLECTION
BERM 1
4 10 CONSTRUCT WATER SYSTEM
. SITE
12. SHAPE SHOULDERS AND CUT AND FILL SLOPES,
n ,
APPROX. LOCATION OF ; r INFILTRATION BASIN 1 B SEED FERTILIZE AND MULCH ALL DISTURBED AREAS.
UNNAMED JURISDICTIONAL 'SEE DETAIL - INSTALL 15 SPILLWAY @ 13. SCARIFY, ,
36 EXISTING 24" CULVERT r- STREAM TO BECKY'S CREEK 1 EL. 26.75 14. INSTALL DRY UTILITIES (ELECTRICAL, FIBER --OPTIC, CABLE, PHONE, ETC).
15. RE -SCARIFY, RE -SEED, RE -FERTILIZE, AND MULCH ALL DISTURBED AREA.
1-Z X
16. CONSTRUCT ROADBED BASE COURSE AND INTERMEDIATE ASPHALT COURSE.
I COTE: INFILTRATION BASIN 113 SIZED TO ACCOMODATE UP TO 17. APPLY FINAL ASPHALT COURSE.
DRAINAGE AREA 1 B 38,126 CU. FT. FLOW FROM FUTURE PHASE 2 AREA. 18. AFTER DISTURBED AREAS ARE STABILIZED WITH VEGETATION, THE CONTRACTOR SHALL
RETURN TO THE SITE AND REMOVE ALL TEMPORARY EROSION CONTROL MEASURES.
9
SHEET NO.
C..5.2
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- r
FFE - N FFE -25.00 `:..
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SEE DETAIL 4
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TRAFFIC CIRCLE
SEE DETAIL CI - 20
�---, R 6 GRT 18.75
-=2' VALLEY CURB TYP. %
( ) CI-25 c79 .
- ..`INV OUT 16 06 ,
�= SEE DETAIL 1 '"`'`--�
j ., INV !N 15.56 FFE
C.7.9 `
FFE - INV OUT 15.56 23.00 '� r
- N C1-17 z
r' if
27.00
FFE - 25 00
GIRT 21.95
INSTALL APPROX. 117 LF 15 BFE = 16.00 • -... FFE _ /
f,.
INV OUT 19.26 23.50 HDPE DR 32.5 0 0.43%
FFE = LANDSCAPED CIRCLE
�. 26.00 „ 5.00
FFE _ .INSTALL APPROX. 191 LF 18
(RADIUS - 6 )
INSTALL APPROX.
24.50 HDPE DR 32.5 @ 0.88%
INSTALL APPROX. 137 LF 15 33 LF 18" HDPE FFE -25.00 1
HDPE DR 32.5 @ 0.91 - - SEE DETAIL 2 / ��./ .
.T c.7.10 DR 32.5 @ 0.24% BFE - 16.00 ,
INSTALL APPROX. 25 LF 15" -4
HDPE DR 3 2. 5 @ 1.12 %
j ',{ } > � :•4 tit
--
: GIRT 19.75CI - 9
a
INV IN (CI 18)F 17 30 .: °� GIRT 18.50
INV IN (CI-25) 15.48 !NV IN (GI-23) 12.50
FFE - ' --`` INV OUT 12.90 INV OUT 12.50
CI-16 r
27.00
GIRT 23.20 INSTALL APPROX. 111 LF 30» f
FFE _ ow- '--- - r
INV 20.51 f: r` 2 HDPE DR 32.5 @ 0.36% f .� _` FFE -25.fl0
26.50 - -
10' DRAINAGE AINAGE EASEMENT BFE = 16.00 `?
22' ASPHALT :r FFE =27.50 r:'\�- CEI�fER ED ON PIPE (TYP) ,
ROAD (TYP.) Y` BFE = 18.50 PROPOSED INFILTRATION BASIN 1 C FFE '�'
FFf, - 25.00
SEE DETAI 5 11 SEE DETAIL =25.00 � ,
c.7.9 FFE = BFE - BFE 16.00
Al �. 22.50 c'7'8 16.40 . �-INSTALL APPROX. 104 LF 30»
J ,
t
-
. � HDPE 8�
DR 325 @ 03
"= .,'PROPOSED RIP RAP W
j" LEVEL SPREADER (TYP.)
�P FFE - 28.50 f J- ;"�-�i ,
BFE -- 19.50 / ` - SEE DETAIL
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6
' GIRT 21.95
P 9
^/ 2
7
r
l \O
INV IN C! 16 19.26
j
i F.E.S.
6
( ) Y i
f
11 �� .., � / - �.- � j: PROPOSED
- rL ` � INV IN (CI-17) 18 98
O
INV OUT 13.12
r FFE - 29.50 INV OUT 18.98
ESFE = 20.50 / SEE DETAIL (TYP.)
1 - --.- -- , INSTALL APPROX. 112 LF 30
HD P E DR 32.5 ©0.2 5
; 1 404 WETLANDS / h
FFE = 30.-
x ,
/ 00 B P 2
_ BFE - 21.00
PUMP STATION DRIVE ` ""`� �\'� PROPOSED RIP RIM: 16.00
GRAVEL ACCESS ROAD A f ^a W� LE - " INV. IN (CI-19): 12.11
RAP LEVEL
SPREADER (TYP) WEIR ELEV: 14.25
I INSTALL APPROX. INV. OUT (BY-PASS): 13.40
,- PROPOSED SANITARY SEWER
INSTALL 15' 24 LF 30" HDPE
w--' PUMP STATION / INV OUT (BASIN): 1211
SPILLWAY AT DR 32.5 00 6 a
FG =16.50 ELEV. 14.75 F SUMP: 11.06
BERM EL. 15.75 / INV OUT 12.00 SEE DETAIL (TYP.) ®g
,F SCALE: 5
50 50
J{yj DRAINAGE AREA 1 C SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
nn n }n} n ter- n roc x
DRAINAGE AREA 1 C DATA
TOTAL AREA 6.5' ACRES
IMPERVIOUS AREA 3.1 F ACRES
PERCENT IMPERVIOUS 49%
VOLUME 1.5" RAINFALL 17,256 CU.FT.
BASIN VOLUME 26,859 CU.FT.
PROPOSED INFILTRATION BASIN 1 C
GENERAL NOTES:
(1) TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. RIGGS AND ASSOCIATES,
P.L.S.# L-2981. INFORMATION PROVIDED FOR ENGINEERING DESIGN PURPOSE ONLY. NOT FOR
RECORDATION.
(2) ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN FIELD APPROVED BY THE
ARMY CORPS OF ENGINEERS ON NOVEMBER 23, 2005 (FINAL APPROVAL PENDING).
(3) CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE COMMENCING CONSTRUCTION.
(4) CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE MATERIALS GENERATED
THROUGH DEMOL11ION AND GRUBBING ACTIVITIES SHOWN.
(5) SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR THIS CONSTRUCTION SITE, AT
LEAST ONE FOOT (1') FROM WETLANDS
(6) CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F. INTERVALS ALONG
SEDIMENT FENCING.
(7) ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED WITHIN 15 CALENDAR
DAYS OF GRADING ACTIVITIES.
(8) WATER, SEWER, AND STORMWATER PIPES TO BE INSTALLED IN TRENCHES ACCORDING TO
STANDARD SPECIFICATIONS AND DETAILS ON SHEET C.7.10.
(9) LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID AT
LEAST TEN (10) FEET LATERALLY FROM EXISTING OR PROPOSED SEWERS, UNLESS LOCAL
CONDITIONS OR BARRIERS PREVENT A TEN (10) FOOT LATERAL SEPARATION -- IN WHICH
CASE:
(A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION ON THE
BOTTOM OF THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF
SEWER; OR
(B) THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE WATER MAIN
LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED EARTH, AND WITH THE
ELEVATION OF THE BOTTOM OF THE WATER MAIN AT LEAST EIGHTEEN(18) INCHES
ABOVE THE TOP OF SEWER.
(10) CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR A WATER MAIN TO
CROSS OVER A SEWER, THE WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION THAT
THE BOTTOM OF THE WATER MAIN IS AT LEAST EIGHTEEN (18) INCHES ABOVE THE TOP OF
THE SEWER, UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT AN EIGHTEEN (18) INCH
SEPARATION -- IN WHICH CASE, BOTH THE WATER MAIN AND SEWER SHALL BE
CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS THAT ARE EQUIVALENT TO WATER
MAIN STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE CROSSING.
(11) CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A WATER
MAIN TO CROSS UNDER A SEWER, BOTH THE WATER MAIN AND THE SEWER SHALL BE
CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO WATER MAIN
STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE POINT(S) OF
CROSSING. A SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF
CROSSING.
(12) SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION FROM BOTTOM
OF STORMWATER PIPE AND TOP OF SEWER PIPE.
(13) ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO BE DIRECTED TO RIGHT-OF-WAY, OR TO
YARD INLET (OR OTHER STORMWATER COLLECTION DEVICES) FOR EVENTUAL DISCHARGE TO
INFILTRATION BASIN.
(14) FOR MAXIMUM ALLOWABLE BUILT --UPON AREA PER LOT SEE TABLE 5.1 ON SHEET 5.1 AND
TABLE 5.5 ON SHEET 5.5.
(15) THE STORMWATER MANAGEMENT P1 NN DEPICTED ON THESE SHEETS DOES NOT INCLUDE ANY
RUNOFF FROM IMPERVIOUS SURFAC - ASSOCIATED WITH THE FUTURE COMMERCIAL AREA. A
PERMIT MODIFICATION WILL BE NEr_ 'S ARY PRIOR TO CONSTRUCTING ANY ADDITIONAL
IMPERVIOUS SURFACE.
(16) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS SHALL BE CONSTRUCTED
IN ACCORDANCE WITH THE SEDIMENT & EROSION CONTROL PLAN APPROVED BY THE NORTH
CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES.
(17) ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973 (NORTH CAROLINA
GENERAL STATUTE 113A 51-66) THIS PROJECT IS SUBJECT TO AN APPROVED
SEDIMENTATION AND EROSION CONTROL PLAN. THE CONTRACTOR SHALL ADHERE TO ALL
OF THE CONDITIONS SET FORTH IN THE APPROVED PLAN, AS PRESCRIBED BY NCDENR. A
COPY OF THE APPROVED SEDIMENTATION AND EROSION CONTROL PLAN SHALL BE
DISPLAYED AT THE JOB SITE AT ALL TIMES.
(18) ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESS OTHERWISE NOTED ON PLANS.
(19) EXCELSIOR MATTING AND SEEDING 00 BE USED ON SLOPES STEEPER THAN 2:1. SOD SHALL
BE USED FOR ALL SLOPES FLATTER THAN 2:1.
(20) FINISHED FLOOR ELEVATION (FFE) IDENTIFIED ON THE PLAN IS INDICATIVE OF
COMPACTED PAD GRADE TO WHICH 2"-4" OF TOP SOIL WILL BE ADDED. SEE DETAIL
5/C.7.11.
(21) CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN ACCORDANCE WITH
M.U.T.C.D.
CONSTRUCTION SEQUENCE
1. PERFORM CONSTRUCTION STAKE OUT.
2. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE,
3. CLEAR SITE, BUT DO NOT GRUB.
4. INSTALL ALL EROSION AND SEDIMENT CONTROL MEASURES.
5. GRUB SITE.
6. CONSTRUCT SEDIMENT BASINS.
7. COMMENCE ROUGH GRADING OF THE SITE.
8. INSTALL STORMWATER MANAGEMENT DEVICES.
9. CONSTRUCT SEWER COLLECTION SYSTEM.
10.CONSTRUCT WATER SYSTEM.
11. ROUGH GRADE THE SITE.
12. SHAPE SHOULDERS AND CUT AND FILL SLOPES.
13. SCARIFY, SEED, FERTILIZE, AND MULCH ALL DISTURBED AREAS.
14.INSTALL DRY UTILITIES (ELECTRICAL, FIBER-OPTIC, CABLE, PHONE, ETC).
15. RE -SCARIFY, RE -SEED, RE -FERTILIZE, AND MULCH ALL DISTURBED AREA.
16. CONSTRUCT ROADBED BASE COURSE AND INTERMEDIATE ASPHALT COURSE.
17. APPLY FINAL ASPHALT COURSE.
18. AFTER DISTURBED AREAS ARE STABILIZED WITH VEGETATION, THE CONTRACTOR SHALL
RETURN TO THE SITE AND REMOVE ALL TEMPORARY EROSION CONTROL MEASURES.
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C. 5.3

w , JCC VG I NIL ,
PROPOSED INFILTRATION
BASIN 1D-1
C.7.9
FFE - SEE DETAIL
•
32.50
C 7 7 ---
v-
01
f
5 CURB CUT @ 30.BERM EL. 30 0
SEE DETAIL
2 CONCRETE Q'
CURB AND GUTTER
(TYP) s
SEE DETAIL C.7.10
/ FFE _
32.50
5' SIDEWALK {TYP.)
027.25
SEE DETAIL
.00
+ PROPOSED F.E.S.
_ INV OUT: 25.70
AMENITY
AREA + a;
PROPOSED RIP RAP W/ '
LEVEL SPREADER (TYP.)
i 7
SEE DETAIL r
DRAINAGE AREA
}
FFE = _.... �_ .... ..
1 D-2 BOUNDARY
32.50 � FFE - LANDSCAPED �.� ..� c.7.10 ,...
- 31.75 {
ISLAND TOP OF BERM
EL @ 28.75'
CI-21 'S 5 CURB CUT @ 28.00
GRT 30.75 3 _ ., SEE DETAIL 7
INV OUT 27.00 31.25' s ( c.7.1a
�i S t.
INSTALL 15'
FFE =
� Y,, � .• � �l �A .y . . :SPILLWAY @ 27.75'
31.50
5 CURB CUT @ 30.50
INSTALL APPROX. 29 LF
15 SEE DETAIL
HDPE DR 32.5 @ 0.88%
INSTALL APPROX. 200
0 LF 15 HDPE DR N
..� GIRT 30.75 p /
32.5 0%
�a
INV OUT 27.00 JB-45
FFE GRT 30.75 3
i
INV
31.50 LANDSCAPED CIRCLE I„ IN 26.00
(RADIUS = 65.00') INV OUT 26.00 / / ''�p� 28.5U,
t N - ��-
PROPOSED INFILTRATIONS INSTALL APPROX. 61 LF 15 28
66S 1 _2 HDPE DR 32.5 @ 0.44�
- BASIN D "',_---�, 1
SEE DE-T:AIL _~` -' �....
9
AND
,t
FFE
50
I� 22 ASF- :ALT__ _2' VALLEY CURB TYP.
SCALE: 1" = 50' _' ROAD , T (1 ) SEE DETAIL 1 ,
' SEE DETA; `
50 0 50 C.7.9
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION. DRAIN I AGE A R, A,, ID
77 77_77__3�1:5;
2�
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404 WETLANDS
_
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CO :.
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PROPOSED 49.5 LF --30--
ALUMINUM BOTTOMLESS
CULVERT TO MATCH
PROPOSED INFILTRATION z` \ g �
EXISTING BOTTOM BASIN 1 A-2 I--,'�, :�
;
I1 SEE DETAILr2"��'� \ `°
ELEVATIONS. 35 -' FUTURE COMMERCIAL AREA �
SEE DETAIL Z fi CO-3 c.7.7 INV 31.50 SEE GENERAL NOTE 13
C.7.9 INSTALL 15 t
3 3 3 \ SPILLWAY @ 31.25' D`
LANDSCAPE AREA 1 \
f
(10' TYP.)
TOP OF BERM
PROPOSED ELEVATED W \
CONCRETE SIDEWALK v'
C \ \ S Y O
j
BRIDGE (5 LF) (TYP) ' J ,� � � LP: 3�1:90
I
SEE DETA L � � co-1:
c.7.11 INV 31.00 -
� S�
1 r PROPOSED INFILTRATION
PROPOSED INFILTRATION \X, BASIN 1 A-3
BASIN 1A-1 '�.,; ``�� IHP:32.50' SEE DETAIL
SEE DETAIL
rT,�
EXISTING 24" RCP 1 �' C•7.7
CULVERT / C•7.7 \ \
�CO-4
- _ TOP OF BERM -�
EL. @ 32.75' INV 30.00
fry f �... � 32 32 \ �
INSTALL 15' ' TOP OF BERM
.�� 31.75
_ EL @ 32 25'
--- SPILLWAY @31.75 ,3�"� 9 31.4.. -
=-, ~S
----- --- -- CO-2 \
31.00 INV\
PROPOSED RIP RAP W/ \
32 `3r ,� LEVEL SPREADER (TYP.)
SEE DETAIL
\�
PROPOSED ELEVATED
INSTALL 15'
CONCRETE SIDEWALK -
BRIDGE (5 LF) (TYP) _ SPILLWAY @ 31.25'
SEE DETAIL 1 •� �\ ` 1
SCALE: 1» = 50a
.
_ i
50 0 50
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION. n R A I NI A r F- A R E A 1 A
GENERAL NOTES:
(1) TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. RIGGS AND
ASSOCIATES, P.L.S.# L--2981. INFORMATION PROVIDED FOR ENGINEERING DESIGN
PURPOSE ONLY. NOT FOR RECORDATION.
(2) ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN FIELD APPROVED BY
THE ARMY CORPS OF ENGINEERS ON NOVEMBER 23, 2005 (FINAL APPROVAL
PENDING).
(3) CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE COMMENCING
CONSTRUCTION.
(4) CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE MATERIALS GENERATED
THROUGH DEMOLITION AND GRUBBING ACTIVITIES SHOWN.
(5) SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR THIS CONSTRUCTION
SITE, AT LEAST ONE FOOT (1') FROM WETLANDS
(6) CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F. INTERVALS ALONG
SEDIMENT FENCING.
(7) ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED WITHIN 15
CALENDAR DAYS OF GRADING ACTIVITIES.
(8) WATER, SEWER, AND STORMWATER PIPES TO BE INSTALLED IN TRENCHES ACCORDING
TO STANDARD SPECIFICATIONS AND DETAILS ON SHEET C.7.10.
(9) LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS SHALL BE LAID
AT LEAST TEN (10) FEET LATERALLY FROM EXISTING OR PROPOSED SEWERS, UNLESS
LOCAL CONDITIONS OR BARRIERS PREVENT A TEN (10) FOOT LATERAL SEPARATION
--- IN WHICH CASE:
(A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE ELEVATION ON
THE BOTTOM OF THE WATER MAIN AT LEAST EIGHTEEN (18) INCHES ABOVE THE
TOP OF SEWER; OR
(B) THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE
WATER MAIN LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED EARTH,
AND WITH THE ELEVATION OF THE BOTTOM OF THE WATER MAIN AT LEAST
EIGHTEEN(18) INCHES ABOVE THE TOP OF SEWER.
(10) CROSSING A WATER MAIN OVER A SEWER. WHENEVER NECESSARY FOR A WATER
MAIN TO CROSS OVER A SEWER, THE WATER MAIN SHALL BE LAID AT SUCH AN
ELEVATION THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST EIGHTEEN (18)
INCHES ABOVE THE TOP OF THE SEWER, UNLESS LOCAL CONDITIONS OR BARRIERS
PREVENT AN EIGHTEEN (18) INCH SEPARATION --- IN WHICH CASE, BOTH THE
WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND
WITH JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE
OF TEN (10) FEET ON EACH SIDE OF THE CROSSING.
(11) CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FORA
WATER MAIN TO CROSS UNDER A SEWER, BOTH THE WATER MAIN AND THE SEWER
SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO
WATER MAIN STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE
POINT(S) OF CROSSING. A SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT
THE POINT OF CROSSING.
(12) SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24" SEPARATION FROM
BOTTOM OF STORMWATER PIPE AND TOP OF SEWER PIPE.
(13) ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO BE DIRECTED TO RIGHT-OF-WAY,
OR TO YARD INLET (OR OTHER STORMWATER COLLECTION DEVICES) FOR EVENTUAL
DISCHARGE TO INFILTRATION BASIN.
(14) FOR MAXIMUM ALLOWABLE BUILT --UPON AREA PER LOT SEE TABLE 5.1 ON SHEET 5.1
AND TABLE 5.5 ON SHEET 5.5.
(15) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS DOES NOT
INCLUDE ANY RUNOFF FROM IMPERVIOUS SURFACE ASSOCIATED WITH THE FUTURE
COMMERCIAL AREA. A PERMIT MODIFICATION WILL BE NECESSARY PRIOR TO
CONSTRUCTING ANY ADDITIONAL IMPERVIOUS SURFACE.
(16) THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS
SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SEDIMENT &
EROSION CONTROL PLAN APPROVED BY THE NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES.
(17) ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF 1973
(NORTH CAROLINA GENERAL STATUTE 113A 51-66) THIS PROJECT IS
SUBJECT TO AN APPROVED SEDIMENTATION AND EROSION CONTROL
PLAN. THE CONTRACTOR SHALL ADHERE TO ALL OF THE CONDITIONS
SET FORTH IN THE APPROVED PLAN, AS PRESCRIBED BY NCDENR. A
COPY OF THE APPROVED SEDIMENTATION AND EROSION CONTROL PLAN
SHALL BE DISPLAYED AT THE JOB SITE AT ALL TIMES.
(18) ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESSOTHERWISE
NOTED ON PLANS.
(19) EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER
THAN 2:1. SOD SHALL BE USED FOR ALL SLOPES FLATTER THAN 2:1.
(20) FINISHED FLOOR ELEVATION (FFE) IDENTIFIED ON THE PLAN IS
INDICATIVE OF COMPACTED PAD GRADE TO WHICH 2"--4" OF TOP
SOIL WILL BE ADDED. SEE DETAIL 5/C.7.11.
(21) CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN
ACCORDANCE WITH M.U.T.C.D.
CONSTRUCTION SEQUENCE
1. PERFORM CONSTRUCTION STAKE OUT.
2. INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE.
3. CLEAR SITE, BUT DO NOT GRUB.
4. INSTALL ALL EROSION AND SEDIMENT CONTROL
MEASURES.
5. GRUB SITE,
6. CONSTRUCT SEDIMENT BASINS.
7. COMMENCE ROUGH GRADING OF THE SITE.
8. IN.STALL STORMWATER MANAGEMENT DEVICES.
9. CONSTRUCT SEWER COLLECTION SYSTEM.
1 U. CONSTRUCT WATER SYSTEM.
11. ROUGH GRADE THE SITE.
12. SHAPE SHOULDERS AND CUT AND FILL SLOPES.
13. SCARIFY, SEED, FERTILIZE AND MULCH ALL DISTURBED
AREAS.
14.INSTALL DRY UTILITIES (ELECTRICAL, FIBER-OPTIC, CABLE,
PHONE, ETC).
'5. RE -SCARIFY, RE -SEED, RE --FERTILIZE AND MULCH ALL
DISTURBED AREA.
I6. CONSTRUCT ROADBED BASE COURSE AND INTERMEDIATE
ASPHALT COURSE.
17. APPLY FINAL ASPHALT COURSE.
18. AFTER DISTURBED AREAS ARE STABILIZED WITH
VEGETATION, THE CONTRACTOR SHALL RETURN TO THE
SITE AND REMOVE ALL TEMPORARY EROSION CONTROL
MEASURES.
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PHASE
2 SPECIFICATIONS
YARD
INLETS
(YI)
2
JUNCTION
BOXES (JB)
3
CURB
INLETS
(CI)
15
12"
HDPE
DR
32.5
50
L.F.
15
HDPE
DR
32.5
113
L.F.
18
HDPE
DR
32.5
981
L.F.
24"
HDPE
DR
32.5
59
L.F.
30"
HDPE
DR
32.5
297
L.F.
36
HDPE
DR
32.5
919
L.F.
404 WETLANDS
404 WETLANDS
FFE
32.50
32.50
\
46
JOHN MARK BALDRIDGE
DB 2368, Pg. 145
PIN: 4225-79-6001-0000
OFF N/S 210 PL 4/55 J3
10' DRAINAGE EASEMENT (TYP.)
(CENTERED ON PIPE)
c--LP:30.21 CI-39
BEFORE YOU DIG !
CALL 1-800--632--4949
N.C. ONE -CALL CENTER
IT'S THE LAW !
HP: 31.36
STEPHEN ROSS JUSTICE, Jr.
DB 2347, Pg. 072
PIN: 4225-78-6767-0000
LOT A - PB 32, Pg. 132
' INSTALL CURB INLET
(TYP.) SEE DETAIL
I c.zii
INSTALL APPROX. 25 LF 12"
CI-35 HDPE DR 32.5 @ 1.0%
// ALP: 30.21 /
CI '5 ALL APPROX. 136 LF 18"
?PROX. 25 LF 12" -a HDPE DR 32.5 @ 0.25% \
,3,..,. CI - 38
_�2.5 @ 0.25% 64 62
FFE � 60
68 66 FFE ` ` -, 59
31.50 32.00 FFE \ I
70 FFE FFE 32.00
FFE
' 32.00 31.50 .50
73 FFE
32
FFE 32.00 _
I1 - f
INSTALL APPROX. 127 LF 18
32.50 jj `----- INSTALL APPROX. 208 LF 36"
INSTALL YARD INLET ,1 HDPE DR 32.5 @ 0.25%- --- --_ HDPE DR 32.5 @ 0.25%
3 YI-3 I
CI-40 (TYP.) SEE DETAIL 4 YI-2 I \ CI-31
I r-
C•7.10 HP: 32.25
F: - L
Ce 4051 INSTALL APPROX. 297 LF 30
X. F 18" R 3 .5 @ 0.25%
11 INSTALL APPROX. 209 L \ HDPE D 2 �
1. HDPE DR 32.5 @ 0.25% 67 " 69 a 63 FFE
Q
I FF FFE 65 FFE 32.50
E 0 32.00
72 FFE 32.00 32.50 � e ,
HDPE DR 32.5 @ 0.24% FFE 32.50 {} "ALL APPROX. 114 LF 128"
`1
\ 32.50 �I INSTALL APPROX. 115 LF 18 J E DR 32.5 @ 0.25%
---�_ EH ALL READ
j INSTALL 18" PRE -CAST F.E.S. (TYP)
JB-6 INV = 26.64
CENTERED ON EXISTING JB--5
DRAINAGE DITCH CENTERED ON EXISTING DRAINAGE DITCH
INV. IN = 27.34 CONNECT TO CULVERT AS SHOWN
INV. OUT = 27.34 INV. IN = 26.64
INV. OUT = 26.64
INSTALL APPROX. 140 _
INSTALL 18" PRE --CAST FES LF 18" HDPE DR 32.5
INV. IN = 27.34 @ 0.50%
APPROX. LOCATION
EXISTING DRAINAGE DITCH
DAVID WILSON JUSTICE, Sr. -
DB 1522, Pg. 118 INSTALL APPROX. 140 LF
PIN: 4225-78-7489-0000 18" HDPE DR 32.5 @ 0.50% \
LOT B - PB 32, Pg. 132
JB-7
EXISTING DRAINAGE CENTERED ON EXISTING
DITCH (TO REMAIN IN PLACE) DRAINAGE DITCH
INV. IN = 28.04
INV. OUT = 28.04
i--HP:31.42 18" PRE -CAST F.E.S. (TYP)
HP: 31.37
...............
47
/ FFE
32.00
LP:30.20
CI-41
FFE
32.00
i
INSTALL APPROX. 25 LF 15"
SCALE: 1" = 50'
\ 50' 0 50'
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
PHASE 2 DRAINAGE AREA DATA
HP: 31.38
Ji"
HP: 31.
LP: 30.19 -� ,INSTALL
� HDPE DR
APPROX. 25 LF
32.5 @ 0.88%
CI-36
-INSTALL APPROX. 25 LF 15"
CI-32
"�
t
31
HDPE DR 325 @ 0.24%
}
50
54
55
FFE
` Q
51
E Q
5 C3
3)
FFE
\
`
FFE
32.00
32.50
FFE
32.00
FFE FFE
32.00 32.00
32.00
-
\
32.50FFE
c0 0-----
_..�_ rf7
_
Yl\
TOTAL DRAINAGE AREA 8.90 ACRES
IMPERVIOUS AREA 4.53 ACRES
PERCENT IMPERVIOUS 51.0%
VOLUME 1.5" RAINFALL 24,615 CU. FT.
INFILTRATION BASIN 18 DATA
VOLUME PHASE 1 1.5" RAINFALL 18,323 CU. FT.
VOLUME PHASE 2 1.5" RAINFALL 24,623 CU. FT.
TOTAL VOLUME 1.5" RAINFALL 42,946 CU. FT.
(PHASE 1 AND 2)
VOLUME INFILTRATION BASIN 1 B 56,449 CU. FT.
*NOTE: ALL STORMWATER RUNOFF GENERATED FROM PHASE 2
WILL BE COLLECTED IN THE ABOVE SHOWN STORMWATER
COLLECTION SYSTEM AND DIRECTED TO INFILTRATION BASIN 1 B.
SEE SHEETS C.5.2 AND C.7.8.
INLET DATA (IN FEES
INLET
RIM
INV IN
INV OUT
CI-27
30.50
24.62
24.62
CI-28
30.50
24.36
24.36
CI-29
30.00
-
26.89
CI-30
30.00
25.29
25.29
CI-31
30.00
25.39 (YI-3)
26.51 (CI-29)
25.39
CI-32
30.00
-
27.31
CI-33
30.00
27.09
27.09
CI-34
30.00
27.08
27.08
CI-35
30.00
-
27.33
CI-36
30.00
-
27.75
CI-37
30.00
27.69
27.69
CI-38
30.00
27.64
27.64
CI-39
30.00
-
27.70
CI-40
30.00
27.17
27.17
CI-41
30.00
-
27.23
YI-3
29.90
26.81 (CI-33)
26.74 (CI-34)
25.91 (YI-2)
25.91
YI-2
29.90
27.40 (CI-37)
27.32 (CI-38)
26.65 (CI-40)
26.65
CI-2
30.30
26.91 (CI-1)
23.32 (CI-28)
23.32
WIN
INV = 28.04 1
INSTALL APPROX. 41 LF 36"
HDPE DR 32.5 @ 0.24% ---------___ --- -___
CI-30 CI-27 -
INSTALL APPROX. 280 LF 36"
HDPE DR 32.5 @ 0.24% ---
/ C I - 2
SEE `SHEET C.5.2 ® N
INSTALL APPROX. 59 LF
as
24" HDPE DR 32.5 @ 0.50%_
f INSTALL CONCRETE r
DRIVEWAY APRON FOR
ACCESS TO a
I i LODGEHALL RD. _
�? 0)
22' ASPHALT 5:2., w
ROAD (TYP.) Jc N
SEE DETAIL s co cb
c)
J.10
� o
Q_ cz N
HP: 32.28 z
c
5' SIDEWALK (TYP.) cm
SEE DETAIL >6
J11
CD o
CU cm
2' VALLEY CURB (TYP.)
SEE DETAIL
c.7.9 0
0 o
EXISTING DRAINAGE
DITCH (TO BE ABANDONED z
AND FILLED) co
T-
NSTALL APPROX. 364
LF 36" HDPE @ 0.29% 0
a
32 06
CI - 28 CD
�
L U
C I - 2 9 / -
{
LP: 30.30
57
FFE /�\ 32.00
INSTALL APPROX. 38 LF 15"
HnPF nR 32.5 a 1.0%
/ 404
WETLANDS
wmm
VIA
Table 5.5 MAXIMUM IMPERVIOUS SURFACE AREAS
FOR PHASE 2 RESIDENTIAL LOTS
MAXIMUM
MAXIMUM
IMPERVIOUS
IMPERVIOUS
LOT
SURFACE
LOT
SURFACE AREA
NUMBER
AREA SO. FT.
NUMBER
SQ. FT.
46
4,176
60
4,189
47
4,165
614,187
48
4,149
62
41189
^49
4,226
63
4,187
50
4,145
64
4,195
51
4,152
65
4,187
5c _
4.151
66
4,187
53
4; # 51 >...
7
4, 187
54
4,151
4, f 87
55
4,147
69
4,183
56
4,166
70
4,186
57
4,165
71
4,186
58
4,213
72
4,232
59
4.253
73
4,289
NOTE 1. AVG SQ. FT. PER LOT IS 4,185 SQ. FT.
(117,181 SQ. FT. / 28 LOTS = 4,185 SQ. FT
NOTE 2: TOTAL BUA FOR EACH LOT INCLUDES 55' X
55BUILDING ENVELOPE, PLUS 18' WIDE DRIVEWAY
(VARYING LENGTHS), PLUS SECTION OF DRIVEWAY
WITHIN ROW (126 to 164 SF, DEPENDING ON
LOCATION IN PHASE 2), UNLESS OTHERWISE
NOTED. SIDEWALKS AND CURB ARE NOT
INCLUDED IN BUA
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GENERAL NOTES:
4
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4
(1)
TOPOGRAPHICAL SURVEY INFORMATION PROVIDED BY CHARLES F. RIGGS
(11)
CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS
to
�
AND ASSOCIATES, P.L.S.# L-2981. INFORMATION PROVIDED FOR
NECESSARY FOR A WATER MAIN TO CROSS UNDER A SEWER, BOTH
g
ENGINEERING DESIGN PURPOSE ONLY. NOT FOR RECORDATION.
THE WATER MAIN AND THE SEWER SHALL BE CONSTRUCTED OF
(2)
ALL WETLAND BUFFER INFORMATION AND SETBACKS HAVE BEEN FIELD
FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO WATER MAIN
cc
APPROVED BY THE ARMY CORPS OF ENGINEERS ON NOVEMBER 23,
STANDARDS FOR A DISTANCE OF TEN (10) FEET ON EACH SIDE OF
2005 (FINAL APPROVAL PENDING).
THE POINT(S) OF CROSSING. A SECTION OF WATER MAIN PIPE SHALL
(3)
CONTRACTOR TO FIELD VERIFY ALL EXISTING UTILITIES BEFORE
BE CENTERED AT THE POINT OF CROSSING.
t-
COMMENCING CONSTRUCTION.
(12)
SEWER AND STORMWATER PIPES TO HAVE A MINIMUM OF 24"
(4)
CONTRACTOR IS RESPONSIBLE FOR DISPOSAL OF ALL WASTE
SEPARATION FROM BOTTOM OF STORMWATER PIPE AND TOP OF
MATERIALS GENERATED THROUGH DEMOLITION AND GRUBBING
SEWER PIPE.
SHEET
NO.
ACTIVITIES SHOWN.
(13)
ROOFTOP RUNOFF FOR ALL RESIDENTIAL LOTS TO BE DIRECTED TO
(5)
SEDIMENT FENCING TO BE AT THE LIMIT OF DISTURBANCE FOR THIS
RIGHT-OF-WAY, OR TO YARD INLET (OR OTHER STORMWATER
CONSTRUCTION SITE, AT LEAST ONE FOOT (1') FROM WETLANDS
COLLECTION DEVICES) FOR EVENTUAL DISCHARGE TO INFILTRATION
C. Jam. 5
(6)
CONTROLLED SEDIMENTATION OUTLETS TO BE PLACED AT 200 L.F.
BASIN,
INTERVALS ALONG SEDIMENT FENCING.
(14)
FOR MAXIMUM ALLOWABLE BUILT -UPON AREA PER LOT SEE TABLE
(7)
ALL DISTURBED AREAS TO BE SEEDED, FERTILIZED, AND MULCHED
5.5 ON SHEET 5.5.
N
WITHIN 15 CALENDAR DAYS OF GRADING ACTIVITIES.
(15)
THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS
p
(8)
WATER, SEWER, AND STORMWATER PIPES TO BE INSTALLED IN
DOES NOT INCLUDE ANY RUNOFF FROM IMPERVIOUS SURFACE
NU
TRENCHES ACCORDING TO STANDARD SPECIFICATIONS AND DETAILS
ASSOCIATED WITH THE FUTURE COMMERCIAL AREA. A PERMICONSTRUCTION
SEQUENCE
ON SHEETS C.7.1 AND C.7.6.
MODIFICATION WILL BE NECESSARY PRIOR TO CONSTRUCTING ANY
V_
Q
(9)
LATERAL SEPARATION OF SEWERS OR WATER MAINS. WATER MAINS
ADDITIONAL IMPERVIOUS SURFACE.
SHALL BE LAID AT LEAST TEN (10) FEET LATERALLY FROM EXISTING
(16)
THE STORMWATER MANAGEMENT PLAN DEPICTED ON THESE SHEETS
1. PERFORM CONSTRUCTION STAKE OUT.
INSTALL
Q
�
OR PROPOSE D SEWERS UNLESS LOCAL CONDITIONS OR BARRIERS
SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SEDIMENT &
2. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE.
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PREVENT A TEN (10) FOOT LATERAL SEPARATION -- IN WHICH CASE:
EROSION CONTROL PLAN APPROVED BY THE NORTH CAROLINA
3. CLEAR SITE, BUT DO NOT GRUB.
(A) THE WATER MAIN IS LAID IN A SEPARATE TRENCH, WITH THE
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES.
4. INSTALL ALL EROSION AND SEDIMENT CONTROL MEASURES.
cn
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ELEVATION ON THE BOTTOM OF THE WATER MAIN AT LEAST
17
( )
ACCORDING TO THE SEDIMENTATION POLLUTION CONTROL ACT OF
5. GRUB SITE.
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EIGHTEEN (18) INCHES ABOVE THE TOP OF SEWER; OR
1973 (NORTH CAROLINA GENERAL STATUTE 113A 51-66) THIS
6. CONSTRUCT SEDIMENT BASINS.
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(B) THE WATER MAIN f5 LAID IN THE SAME TRENCH AS THE SEWER
PROJECT I SUBJECT TO AN APPROVED SEDIMENTATION AND EROSION
PLAN. THE CONTRACTOR SHALL ADHERE TO ALL OF THE
7. COMMENCE ROUGH GRADING OF THE SITE.
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WITH THE WATER MAIN LOCATED AT ONE SIDE ON A BENCH OF
CONTROL
8. INSTALL STORMWATER MANAGEMENT DEVICES.
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UNDISTURBED EARTH, AND WITH THE ELEVATION OF THE BOTTOM
CONDITIONS SET FORTH IN THE APPROVED PLAN, AS PRESCRIBED BY
9. CONSTRUCT SEWER COLLECTION SYSTEM.
OF THE WATER MAIN AT LEAST EIGHTEEN(18) INCHES ABOVE THE
NCDENR. A COPY OF THE APPROVED SEDIMENTATION AND EROSION
CONTROL PLAN SHALL BE DISPLAYED AT THE JOB SITE AT ALL TIMES.
10.CONSTRUCT WATER SYSTEM.
TOP OF SEWER,
A WHENEVER NECESSARY FOR
(18)
ALL FITTINGS TO BE MJ DIP WITH THRUST BLOCKING UNLESS
11. ROUGH GRADE THE SITE.
12. SHAPE SHOULDERS AND CUT AND
,,,iilliltttt11/1°j/j1t
o
(10)
CROSSING A WATER MAIN OVER SEWER.
OTHERWISE NOTED ON PLANS.
FILL SLOPES.
600
,.-,�P ee e
°
A WATER MAIN TO CROSS OVER A SEWER, THE WATER MAIN SHALL BE
(19)
EXCELSIOR MATTING AND SEEDING TO BE USED ON SLOPES STEEPER
13. SCARIFY, SEED, FERTILIZE AND MULCH ALL DISTURBED AREAS.
I1- 1= =� o
r�
LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER MAIN
THAN 2: 1. SOD SHALL BE USED FOR ALL SLOPES FLATTER THAN 2: 1.
14. INSTALL DRY UTILITIES (ELECTRICAL, FIBER-OPTIC, CABLE, PHONE,
ETC.).
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IS AT LEAST EIGHTEEN 18 INCHES ABOVE THE TOP OF THE SEWER,
(20)
FINISHED FLOOR ELEVATION (FFE) IDENTIFIED ON THE PLAN IS
15. RE SCARIFY, RE -SEED, RE -FERTILIZE AND MULCH ALL DISTURBED
AREA.
(7 �r =
e
w N e
UNLESS LOCAL CONDITIONS) OR BARRIERS PREVENT AN EIGHTEEN (18)
INDICATIVE OF COMPACTED PAD GRADE TO WHICH 2"-4" OF
16. CONSTRUCT ROADBED BASE COURSE AND INTERMEDIATE ASPHALT
COURSE.
¢ W V)
a
INCH SEPARATION --- IN WHICH CASE, BOTH THE WATER MAIN AND
SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH
TOP SOIL WILL BE ADDED. SEE DETAIL 5/C.7.11.
17. APPLY FINAL ASPHALT COURSE.
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JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A
(21)
CONTRACTOR SHALL IMPLEMENT TRAFFIC CONTROL MEASURES IN
18. AFTER DISTURBED AREAS ARE STABILIZED WITH VEGETATION, THE
CONTRACTOR SHALL
LL_
p00
V
DISTANCE OF TEN (10) FEET ON EACH SIDE OF THE CROSSING.
ACCORDANCE WITH M.U.T.C.D.
RETURN TO THE SITE AND REMOVE ALL TEMPORARY EROSION CONTROL
MEASURES.
'°°°•,,,,11„tt„ti

2
RIP RAP W/
LEVEL SPREADER
SEE DETAIL 5/C.7.10
SPILLWAY EL. 31.75
3:1 SLOPE MAX.
10,0,,YR STORM EL. = 31.27 7 �) � (`I
i i--I { I —I I I —I I I—f I I k I( I —
APPROXIMATE SEASONAL HIGH WATER TABLE ELEVATION = 29-00
INFIL. BASIN IA-1
BOTTOM: 31.00
SECTION Al -Al
INFILTRATION BASIN 1A-1 DETAIL
DETAIL
SCALE: NOT TO SCALE eC.7. 7
BOTTOM EL. 30.00
100 YR. STORM EL. 30-17
-------32�
,P
RAP
CURB CUT
III
APPROX. 83
A3
15' SPILLWAY
EL. 31.25
BERM EL. 32-25
SF
10 WA
111111111"t
PLAN SPILLWAY EL. 31.25
Im,
co
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P4
-5
SCALE.- 1" =30'
30' 0 30'
"m _9
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
REVISION---
3A - REVISED 15' SPILLWAY ELEVATION
SCALE: 1 30'
30 0 30'
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
3:1 SLOPE MAX.
100 YR STORM EL. = 30.17
. .... ... ..
—�� I i f�.-1-7 ............
APPROXIMATE XIMATE SEASONAL HIGH WATER TABLE ELEVATION = 28.00
INFIL. BASIN 1 A-3
BOTTOM: 30-00
SECTION A3-A3
INFILTRATION BASIN 1 A-3 DETAIL
DETAIL 3
SCALE: NOT TOSCALE
BOTTOM I
100 YR. STORM
CURB CUT
cl
co
r
SCALE:* 1 30'
30' 0 30'
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
PLAN
SPILLWAY EL. 31-25
3:1 SLOPE MAX.
100 YR STORM EL. 30.41
--T-n
2- APPROXIMATE SEASONAL HIGH WATER TABLE ELEVATION = 28.00
INFIL. BASIN 1A-2
BOTTOM: 30.00
SECTION A2-A2
INFILTRATION BASIN 1A-2 DETAIL
DETAIL
SCALE: NOT TO SCALE C. J7.7
rn f-% rr r-% L I f-1 On-7 n e-,
FLAN
3:1 SLOPE MAX.
15' SPILLWAY @ EL. 30.25
100 YR STORM EL. = 27.82
FG: 27.25
APPROXIMATE SEASONAL HIGH WATER TABLE ELEVATION = 24.00
INFIL. BASIN 1D-1
RIP RAP BOTTOM: 27.00
SEE DETAIL 5/C.7.10 SECTION Dl-Dl
INFILTRATION BASIN 1D-1 DETAIL
DETAIL r4 N*N\
SCALE: NOT TO SCALE C.7.7J
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BOTTOM
EL. 21 .00
100 YR. STORM
EL. 26.05
1100-
000
SCALE 1 20'
20' 0$ 20$
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
FROM COLLECTION
SYSTEM
BERM EL. 27.50
PLAN VIEW
15' SPILLWAY @ EL. 26.50
APPROX. 220'
APPROX. 115'
BERM EL. 27-50
BP_l
3:1 SLOPE MAX.
100 YR STORM EL. = 26.05 (--
.... .... ... ..
--------- - f __ 1ill�w - - . 1 1-1 1 1-1 1 1i -1 1 1l 1 1-1 1 1
2
APPROXIMATE SEASONAL HIGH WATER TABLE ELEVATION 19.0
RIP RAP W/ iNFIL. BASIN 16
LEVEL SPREADER BOTTOM: 21.00
INV OUT 42" FLARED SEE DETAIL 5/C.7.10
(BYPASS) END SECTION
INV OUT 21.00
SECTION 8-8
INLFILTRATION BASIN 1B DETAIL
DETAIL K7�
SCALE: NOT TO SCALE
15' SPILLWAY @ EL. 14.75
SCALE OF MAP MAY VARY
DUE TO METHODS OF REPRODUCTION.
BP-22
3:1 SLOPE MAX. BERM EL. 15-25
100
YR STORM
EL. = 13.65
FROM COLLECTION
......
SYSTEM __
2'1
I I I _�_ i7l-8\—
APPROXIMATE SEASONAL HIGH WATER TABLE ELEVATION 10.0
RIP RAP
INFIL. BASIN 1C
INV OUT 30" FLARED
SEE DETAIL
5/C.7.10
BOTTOM: 12-00
(BYPASS) END SECTION
SECTION C-C
INV OUT 12.00
INFILTRATION
BASIN
1C DETAIL
ABOVE GROUND INFILTRATION BASIN MAINTENANCE AGREEMENT
1. STORMWATER MANAGEMENT FACILITIES SHALL BE REGULARLY MAINTAINED TO ENSURE THEY FUNCTION AT DESIGN CAPACITY AND TO PREVENT
HEALTH HAZARDS ASSOCIATED WITH DEBRIS BUILDUP AND STAGNANT WATER. THE PRIVATELY OWNED PORTION OF THE SYSTEM MUST BE
PRIVATELY MAINTAINED.
2. RESPONSIBILITY FOR OPERATION AND MAINTENANCE OF STORMWATER FACILITIES, INCLUDING PERIODIC REMOVAL AND DISPOSAL OF
ACCUMULATED PARTICULATE MATERIAL AND DEBRIS, BUT NOT LIMITED TO THE FOLLOWING: VISUAL INSPECTION OF ALL SYSTEM COMPONENTS
AT LEAST TWICE EACH YEAR; VACUUMING OF ALL STORM SEWER INLETS ONCE EVERY SIX MONTHS (FREQUENCY OF VACUUMING MAY BE
ADJUSTED TO ONCE A YEAR IF FIRST YEAR MAINTENANCE RECORDS INDICATE THAT SEDIMENT AND DEBRIS ACCUMULATION IS INSIGNIFICANT);
REVERSE FLUSHING AND VACUUMING IF SYSTEM INSPECTIONS INDICATE SIGNIFICANT ACCUMULATION OF SEDIMENT IN THE PIPES; AND PERIODIC
REMOVAL AND DISPOSAL OF OTHER MATERIAL AND DEBRIS, SHALL REMAIN WITH THE OWNER OR OWNERS OF THE PROPERTY, WITH PERMANENT
ARRANGEMENTS THAT SHALL PASS TO ANY SUCCESSIVE OWNER, UNLESS ASSUMED BY A GOVERNMENTAL AGENCY.
3. IN THE EVENT THAT THE FACILITY BECOMES A DANGER TO PUBLIC SAFETY OR PUBLIC HEALTH, OR IF IT IS IN NEED OF MAINTENANCE, THE
OWNER SHALL EFFECT SUCH MAINTENANCE AND REPAIR OF THE FACILITY IN A MANNER THAT IS APPROVED BY THE TOWNSHIP ENGINEER OR
HIS DESIGNEE. IF THE OWNER FAILS OR REFUSES TO PERFORM SUCH MAINTENANCE AND REPAIR, THE MUNICIPALITY MAY IMMEDIATELY
PROCEED TO DO SO IN ACCORDANCE WITH THE MAINTENANCE BOND.
SCALE: 1" = 20'
20 0' 20
ABOVE GROUND INFILTRATION BASIN, MAINTENANCE AGREEMENT
SCALE OF MAP MAY VARY
DETAIL r4
DUE TO METHODS OF REPRODUC110N.
SCALE.- NOT TO SCALE C.7.8j
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I
DETAIL 2
SCALE: NOT TO SCALE k (- 7,R I
t5V I I VM LL. Z0. /U
100 YR. STORM EL. 26.47
AppRny 949
PLAN VIEW
W
REVISION 3
3A =INDICATED 15' SPILLWAY ELEVATION
15' SPILLWAY @ EL. 27.75
2t APPROXIMATE SEASONAL HIGH WATER TABLE ELEVATION = 23.70
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BOTTOM: 25.70
SECTION D2—D2 0 %%% t%%j%fl
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INFILTRATION BASIN 1D-2 DETAIL s Q
APR 2 3 2007
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24,E
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PARKING STRIP
(FINISH GRADE)
1" DROP
PROPOSED ROAD SURFACE
0
0
7" a �
4" ABC
/EXISTING SUBGRADE
GENERAL NOTES:
1.) CONTROL JOINTS SHALL BE PLACED @ 10' INTERVALS UNLESS OTHERWISE
SPECIFIED BY ENGINEER, PLANS, OR SPECIFICATIONS.
2.) ALL CONTROL JOINTS SHALL BE FILLED WITH JOINT SEALER.
3.) EXPANSION/CONTRACTION JOINTS SHALL BE AT 90 FOOT INTERVALS, AND
ADJACENT TO ALL RIGID OBJECTS.
4.) ALL JOINTS SHALL MATCH LOCATIONS WITH JOINT IN ABUTTING SIDEWALK.
5.} CONCRETE SHALL ACHIEVE A MINIMUM 28 DAY YIELD STRENGTH AT 3,500
PSI.
VALLEY CURB DETAIL
DETAIL
SCALE: NOT TO SCALE ��-9
SLOPE VARIES
3:1 MAX
EXISTING
SUBGRADE
ROW VARIES �_ ROW VARIES
24.00
FT
- BOS
19.00 FT - EOS
19.00
FT -
EOS
15.00 FT - BOC
15.00
FT -
BOC
1 -� nn FT - FnP
1:� nn
FT -
FnR
i i'. SLOPE 2.00% SLOPE
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SLOPE VARIES
3:1 MAX _
`- 5-0" CONCRETE SIDEWALK
5-0" CONCRETE SIDEWALK AT 2%, SEE DETAIL 4/C.7.11
AT 2%, SEE DETAIL 4/C.7.11 TYPICAL ROAD SECTION
TYPICAL VALLEY CURB SEE DETAIL 3/C.7.9SEE DETAIL 1 /CJ.9
NOTES:
(t) EOP =EDGE OF PAVEMENT
NOTE: TYPICAL ROADWAY SECTION VARIES WITH CENTER LANDSCAPE ISLAND. (2) BOC =BACK OF CURB
SEE PLAN VIEW FOR DIMENSIONS. (3) EOS =EDGE OF SIDEWALK
(4) BOS =BACK OF SIDEWALK
TYPICAL ROADWAY SECTION — t5> ROW = RIGHT OF WAY
PRIMARY SUBDIVISION ROADS/BOULEVARDS
DETAIL n
SCALE: NOT TO SCALE V.
APPROXIMATE PVC WATERLINE AND
FORCEMAIN ELEVATION ELEV. 38.00
�-
_I
3' MIN. r-- 12" MIN.
ALUMINUM BOTTOMLESS CULVERT
W/ WING WALL (WING WALL
SHALL BE DESIGNED BY AND
BARE THE SEAL OF P.E. LICENSED
IN NORTH CAROLINA)
SLOPE VARIES
3:1 MAX
EXISTING
SUBGRADE
5-0" CONCRETE SIDEWALK
AT 2%, SEE DETAIL 4/C.7.11
PER MANUFACTURER
INNER RADIUS PER
MANUFACTURER
APPROX. 24'
INV 27.00
BOTTOM OF EXIST.
STREAM (UNDISTURBED)
APPROXIMATE DIP WATERLINE AND
FORCEMAIN ELEVATION
FINISHED GRADE
17 m tIF—IFi'--1i� I1III��IIIIIIII(I----)II—^—
PER
MANUFACTURER
ALUMINUM BOTTOMLESS CULVERT
DETAIL �
SCALE: NOT TO SCALE C•7.9
ROW VARIES
17.00 FT — EOS
13.00 FT - BOC
11.00 FT - EOP
2.00% SLOPE
ROW VARIES
22.00
FT - BOS
17.00
FT - EOS
13.00
FT - BOC
11.00
FT — EOP
2.00%
SLOPE
CONCRETE FOOTING
PER MANUFACTURER'S
SPECIFICATIONS
(MIN. 4,000 PSI CONCRETE)
w
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cl�v
W U
w�
SLOPE VARIES SLOPE VARIES
3:1 MAX J3:1 MAX
5-0" CONCRETE SIDEWALK
AT 2%, SEE DETAIL 4/C.7.11
TYPICAL VALLEY CURB TYPICAL ROAD SECTION
SEE DETAIL 1 f C.7.9 SEE DETAIL 3/C.7.9
NOTES:
(1) EOP = EDGE OF PAVEMENT
(2) BOC = BACK OF CURB
(3) EOS = EDGE OF SIDEWALK
(4) BOS = BACK OF SIDEWALK
5 ROW - RIGHT OF WAY
1" cP a r, A ca I FACE COURSE
B
BASE COURSE (ABC)
COMPACTED SUBGRADE UPPER 8" MINIMUM
OLL95 M8" %MAXIMDRPLIOTS AS REQUIRED
� \ \ X
\ \ \MAXIMUM DRY DENSITY
THIS SECTION REPRESENTS THE MOST
RESTRICTIVE PAVEMENT DESIGN SYSTEM.
FINAL PAVEMENT DESIGN SYSTEM TO BE
DETERMINED IN THE FIELD BASED ON
FIELD CONDITIONS.
MATERIALS SHALL MEET THE REQUIRED SECTIONS OF THE
NCDOT STANDARD SPECIFICATION FOR ROADS AND STRUCTURES.
LIGHT —DUTY ASPHALT PAVEMENT
DETAIL 3
SCALE: NOT TO SCALE C.
W VARI
19 nn FT - Rnr,
ROW VARIES
22.00 FT - BOS
17.00 FT - EOS
1,) nn FT — Rnr
10.00 FT — EOP
10.00 FT — EOP
2.00% SLOPE
2.00% SLOPE
REVERSE PAN
VALLEY CURB TYPICAL ROAD SECTION
SEE DETAIL 3/C.7.9
TYPICAL ROADWAY SECTION — kJ, "v'� - "�V��� yr ���� TYPICAL ROADWAY SECTION —
SECONDARY SUBDIVISION ROADS ONE—WAY TRAFFIC CIRCLES
DETAIL 5 DETAIL r6
SCALE: NOT TO SCALE CJ.9 SCALE: NOT TO SCALE CJ.9
I
t.-
oLli
I
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W U
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SLOPE VARIES W d
3:1 MAX <
. ,� ,.\ 1—
c� 5-0" CONCRETE SIDEWALK
AT 2%, SEE DETAIL 4/C.7.11
-TYPICAL VALLEY CURB
SEE DETAIL 1 /C.7.9
NOTES:
(1) EOP = EDGE OF PAVEMENT
(2) BOC = BACK OF CURB
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SLOPe
VARIES TO TIE TO
4.
LK-P.SLOPE_ 40
VARIES TO TIE TO
FINISH GRADE
NOTE:
(1) USE PENSACOIA BERMUDAGRASS
AS VEGETATED COVER
(2) USE WOVEN PAPER NET AS
CHANNEL LINER
VEGETATIVE FILTER
DETAIL 0
SCALE: NOT TO SCALE C.7.10
5,-0„
INVERT
OUT
LIGHT DUTY INLET GRATE
NOTES:
(1) ALL CONCRETE TO BE 3,600 P.S.I.
(2) ALL CATCH BASINS MORE THAN S-6" IN DEPTH SHALL HAVE
STEPS 12" ON CENTERS.
(3) ALL PIPE IN STORM DRAIN STRUCTURE SHALL BE STRUCK EVEN
WITH THE INSIDE WALL, GROUTED, AND BRUSHED SMOOTH.
(4) 4'-0" BOX TO USED FOR STORMWATER PIPES 12"-24" AND 5'-0"
BOX TO BE USED FOR STORMWATER PIPES GREATER 24" IN
DIAMETER.
STANDARD STORMWATER YARD INLET (YO
DETAIL
SCALE: NOT TO SCALE
FINISH GRADE
21
3'-0"
EXIST. GRADE MIN.
6" LAYERS OF
HAND PLACED
COMPACTED BACKFILL
SEE SPECIFICATIONS
PROVIDE UNIFORM
AND CONTINUOUS
SUPPORT OF PIPE
BARREL BETWEEN
BELL HOLES
2'-0" MIN.
FINISHED GRADE
X \
/- E
0 VARIES
KIIIA � __ H D P E
3,- O„
NO -
MIN. EXIST. GRADE
A\ TRENCH WALLS
MAY BE SLOPED
\�- CONDUCTIVE TRACER TAPE
/<
#57 WASHED STONE TO 1 /6TH
A DIAMETER OF PIPE O.D.
_-------MINIMUM OF 4" OF NO.
57 WASHED STONE TO
BRING TO GRADE
NOTES:
1. SOIL FROM TRENCH SHALL BE PLACED TO ENSURE RUNOFF WILL RETURN TO THE TRENCH.
2. GROUND COVER ABOVE TOP OF PROPOSED WATERLINE SHALL BE A MINIMUM OF 3'.
BEDDING FOR CLASS "C" HDPE PIPE
DETAIL �
SCALE: NOT TO SCALE &7•7 f
HUB END ON C
END SEC
SPIGOT E
INLET END SE(
=Tjr , `!11
X
L_
STEEL BA
PLAN
VARIES NATURAL GRADE
=-
RIP RAP
=z
2 2 '--
�II-
ca o .-
.
..................... ........
I i 1 i
LAYER OF FILTER FABRIC
NOTE: MINIMUM H = 2/3 PIPE
SECTION B-B
GENERAL NOTES:
1. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95% OR
GREATER.
2. SIDEWALLS SHALL EXTEND UP AS SHOWN ON THE PLANS BUT NOT
LESS THAN TWO THIRDS THE PIPE DIAMETER.
3. THERE SHALL BE NO OVERFALL FROM THE END OF THE APRON
TO THE SURFACE OF THE RECEIVING CHANNEL. THE AREA TO
BE PAVED OR RIP RAPPED SHALL BE UNDERCUT SO THAT THE
INVERT OF THE APRON SHALL BE AT THE SAME GRADE (FLUSH)
WITH THE SURFACE OF THE RECEIVING CHANNEL. THE APRON
SHALL HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END.
4. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE
BOTTOM WIDTH OF THE RECEIVING CHANNEL.
5. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE
RECEIVING CHANNEL SHALL NOT BE ALLOWED.
6. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE
APRON WILL BE PERMITTED.
LEVEL SPREADER
RIP RAP APRON REQUIREMENTS
OUTLET #
CLASS
L
w
THICKNESS
D50/WEIGHT
CO-1
1
8'
6'
24"
5-200 LB.
CO-2
A
4'
6
12"
2"-6"
CO-3
B
6'
6,
18"
5"-15„
CO-4
A
4'
6'
12"
2"-6"
1B BASIN
2
10'
10.5'
36"
25-250 LB.
1 B
BYPASS
1
8'
10.5'
24"
5-200 LB.
1 C (BASIN
&
BYPASS)
B
6'
7. 5'
18"
5" -15"
1 C SWALE
A
8'
16
12
2"-6"
1 D-CC
SEE DETAIL 7/C.7.10 FOR PIP RAP SPECIFICATIONS
1 D-2
A
4'
4'
12„
2"-6„
RIP RAP APRON FOR FLARED END SECTION
DETAIL �
SCALE: NOT TO SCALE C7.10)
INFILTRATION
Cl A C' 1 A 1
BY-PASS
LINE
FROM DRAINAGE
AREA
BY-PASS
LINE
" "' ISOLID
_E COVER MARKED
SEWER'
NOTES:
(1) THICKNESS OF CONCRETE TO BE 6" UNLESS
OTHERWISE STATED
INSTALL SOLID MANHOLE COVER
MARKED 'STORM SEWER'
BYPASS WEIR: B
INV. IN: C
INV. OUT: D
BYPASS LINE
INV. OUT: E
SUMP: F
BOTTOM: G
BASIN
INVERT ELEVATIONS
A
B
C
D
E
F
G
1 B
28.00
26.50
21.81
23.22
21.81
21.00
19.50
1C
16.00
14.25
12.11
13.40
12.11
11.11
9.61
STORMWATER BY-PASS BOX
DETAIL I f/
SCALE: NOT TO SCALE
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JOINT SEALER NOTE: CONCRETE SPILLWAYS 'SHALL
1 /8"R. SURFACE OF BE CONSTRUCTED WITH A 4-INCH
GUTTER DROP OR AT THE SLOPE OF
ADJACENT GROUND, WHICHEVER IS
aGREATER.
CONCRETE SPILLWAY
(
1 /2„ JOINT FILLER APPROX. 60" X 24")
a. a
TRANSVERSE EXPANSION JOINT eGUTTEX
°
A O
a 4IN CURB AND GUTTERC4 CC
CURB: n CURB
4a ° ao
4
o ..
12" #4 REBAR a d a< o
1 -6"* 6 (EMBEDED 6") 4 N
1 " 12"
1 /4"
1 "R CURB CUT
Q RIP RAP .APRON
SUFACE oa e a Q 4 12„ L10' ,
BASE
TREATMENTAND 7„ a n1 �4„ a a W = 6.5
4 D50 = 2-6' $
° ° a -
COURSE � ° o °a THICKNESS '- 12"
ROLLED CURB OR STANDARD PLAN VIEW
2'-p"* CURB AND GUTTER 12" 12" _=--
60" -..�--
GENERAL NOTES:
1. CONTRACTION JOINTS SHALL BE SPACED AT 10 FOOT INTERVALS, NO LIP
EXCEPT THAT A 15 FOOT SPACING MAY BE USED WHEN A MACHINE GUTTER
14�
IS USED OR WHEN SATISFACTORY SUPPORT FOR THE FACE FORMCAN BE OBTAINED WITHOUT THE USE OF TEMPLATES AT 10 FOOT °>
INTERVALS. JOINT SPACING MAY BE ALTERED BY THE ENGINEER TO
PREVENT UNCONTROLLED CRACKING.
2. CONTRACTION JOINTS MAY BE INSTALLED BY THE USE OF
TEMPLATES OR FOR BY OTHER APPROVED METHODS. WHERE SUCH
JOINTS ARE NOT FORMED BY TEMPLATES, A MINIMUM DEPTH OF ;
1 1 /2" SHALL BE OBTAINED.
3. ALL CONTRACTION JOINTS SHALL BE FILLED WITH JOINT SEALER. 3" R. (TYP)
4. EXPANSION JOINTS SHALL BE AT 90 FOOT INTERVALS, AND SECTION CC -CC
ADJACENT TO ALL RIGID OBJECTS.
5. JOINTS SHALL MATCH LOCATIONS WITH JOINT IN ABUTTING SIDEWALK.
6. CONCRETE SHALL BE 4,000 PSI.
CONCRETE CURB &GUTTER
DETAIL
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DETAIL r7
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#4 REBAR @
3, 500 PSI CON C. "
4" CONCRETE SIDEWALK 12" O.C. 6 EXPANSION/CONTRACTION
HORIZ. A JOINT
:d v d..° �• d v a d..°• .4,' ° 4 A va. d °.a
a : 2 MIN. CLEARANCE a
f CONCRETE SUPPORT
BLOCK AFFIXED TO CONC, a �� . CONCRETE CHANNEL °d
CHANNEL WITH TYPE S
MORTAR
(3 Yz„ X 611
X 51
)
4" GRAVEL
5'
12" (TYP.)
NOTE: ALL CONCRETE SHALL 2„ Q• a xi o
ACHIEVE MINIMUM 28-DAY,
YIELD STRENGTH OF 3,500 PSI
T
2" MIN. (TYP.) #4 REBAR @ 12" O.C. HORIZ
SECTION A -A
y CONCRETE SIDEWALK BRIDGE
DETAIL 1
SCALE: NOT TO SCALE Kz".11/
PRECAST LID MARKED "STORM SEWER"
FINAL GRADE
..�.—
12 (TYP.)
a�a
,
48" MIN.
.4 .
VARIES
A
• a a'
D
FLOW CHANNEL
6" MIN.
a `s
PRE -CAST GRADE RINGS (3 MAX.)
E.P.D.M. SLEEVE CAST IN CONCRETE
- PRE -CAST ECCENTRIC CONE SECTION
(FOR MANHOLES OVER 6' DEEP)
ELASTOMERIC RUBBER BOOT
WITH STAINLESS STEEL CLAMP
INTEGRALLY CAST INTO
MANHOLE FOR 8" 0 THRU
24110 PIPES (TYP.)
6"
„A"
- PRE -CAST RISER SECTIONS
(AS REQUIRED)
RUBBER GASKET AND CEMENT GROUT AT EACH
JOINT IN CONFORMANCE WITH ASTM C-443
2" MIN.
2" MIN.
----- 4" MIN.
`— UNDISTURBED SOIL
JUNCTION BOX (JB)
DETAIL 3
SCALE: NOT TO SCALE �_7.1
THE STRUCTURE SHALL BE PLACED ON A
MINIMUM OF 6" OF 3/4" WASHED
STONE, SUBJECT TO REVIEW! OF SOIL
CONDITIONS BY A GEOTECHNICAL ENGINEER.
INSTALL SOLID
MANHOLE COVER MARKED
'STORM SEWER'
m
R = 24" MIN.
PIPE IN AND OUT OF MANHOLE TO
BE CRADLED IN 3,500 LB. CONC.
OR BEDDED IN STONE AS ORDERED
SECTIONAL PLAN BY ENGINEER
NOTES:
1. THE STORM MANHOLE CONCRETE STRUCTURE SHALL BE
PRECAST CONCRETE TO MEET A MINIMUM OF H-20
LOADING. ALL UNITS SHALL BE CONSTRUCTED AND
REINFORCEDIN ACCORDANCE WITH THE APPROPRIATE
ASTM, ACI, AND AASATO STANDARDS. ALL PRECAST
SECTIONS SHALL BE JOINED USING A GASKET AND
CEMENT GROUT TO PRODUCE A LEAK -PROOF JOINT.
2. ALL PIPES ENTERING OR LEAVING THE STRUCTURE
SHALL BE INSTALLED WITH AN ELASTOMERIC RUBBER
BOOT AND S.S. CLAMP.
8" FOR BRICK,
6" FOR CLASS
"B" CONCRETE
OR CONC. BLOCK
A
L
No 5-0"
FINISHED GRADE TO BE
FLUSH *".�'? u WALKWAY
VARIES
SLOPE 1 /4" PER
FT. FROM R.O.W.
APPROVED COMPACTED
SUBGRADE
SECTION
3'-6"
A
114L1- I 1 \JVIIut'1 IIVIV
TO BE EXTENDED 6"
WHERE DEPTH EXCEEDS 8'
NOTE:
1. ALL INLETS SHALL BE PRECAST, REINFORCED
CONCRETE WITH A MINIMUM 28-DAY YIELD
STRENGTH OF 3,500 PSI. ALL INLETS SHALL MEET
A MINIMUM OF H-20 LOADING.
2. CONTRACTOR SHALL BE REQUIRED TO INSTALL 20
LINEAR FEET OF LONGITUDINAL UNDERDRAIN ON
EACH SIDE OF ALL CATCH BASINS LOCATED IN
ROADWAY UNDER VERTICAL CURVES OR ROADWAY
SUMP AREAS. THE UNDER DRAINS SHALL BE
INSTALLED IN ACCORDANCE W/ NCDOT STANDARDS
AND PLACED ON BOTH SIDES OF THE ROAD IN LOW
AREAS.
CURB INLET (Cl)
DETAIL r7
SCALE: NOT TO SCALE �.7.11
NV_
iy co"
1
3 MIN.
4" SELECT FILL COMPACTED TO
95% OF STANDARD PROCTOR
4" AIR ENTRAINED CONC.
4,000 P.S.I. @ 28 DAYS
NOTE A:
TRANSVERSE EXPANSION JOINTS 1 /2" WIDE SHALL BE PROVIDED AT INTERVALS OF
NOT MORE THAN 20 FEET AND FILLED WITH PREFORMED BITUMINOUS CELLULAR
TYPE JOINT FILLER. CONTRACTION JOINTS SHALL BE PLACED ON 5 FEET
INTERVALS. LONGITUDINAL JOINTS 1 /4" WIDE SHALL BE PROVIDED BETWEEN
CURBS ABUTTING SIDEWALKS, AND SHALL BE FILLED WITH PREFORMED BITUMINOUS
TYPE JOINT FILLER. THE TOP OF ALL JOINT FILLER SHALL BE 1 /4" BELOW THE
TOP OF THE SIDEWALK.
SIDEWALK DETAIL
DETAIL KO'4
SOLE: NOT TO SCALE C.7.11
3. THE INLET FRAME AND GRATE/COVER SHALL BE
FABRICATED TO MEET A MINIMUM OF H-20 LOADING,
UNLESS PRE -APPROVED IN WRITING BY THE ENGINEER, OR
UNLESS NOTED ON THE INDIVIDUAL STRUCTURE NOTES.
4. ALL PIPES SHALL EXTEND NO MORE THAN 1 INCH INTO
THE STRUCTURE.
5. A 3,500 PSI MIN. CONCRETE PIPE FLOW CHANNEL
SHALL BE INSTALLED IN THE STRUCTURE BOTTOM, AFTER
ALL THE PIPES ARE INSTALLED, OR THE FLOW CHANNELS
CAN BE PRECAST WITH THE BASE.
RE`.PREAD 4" TOPSOIL AND STABILIZE
(TYPICAL ALL DISTURBED AREAS)
FINISHED FLOOR ELEVATION
DR BRICK,
DR CLASS "B"
',RETE
;ONC. BLOCK,
'RECAST
„D„
TE
CONCRETE DRIVEWAY
v J -0
17' MIN.
zzQ
6" THICK CONCRETE �
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APRON WITH FIBER +
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MESH ON 6" ABC
Ln Co-
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=--
-i 20' MIN.
24" CONCRETE VALLEY CURB
FINISHED FLOOR ELEVATION
COMPACTED PAD GRADE
PAD GRADING DETAIL
DETAIL
SCALE: NOT TO SCALE
HOT MIX PAVEMENT
TYPICAL CONCRETE APRON DETAIL
DETAIL 6
SCALE: NOT TO SCALE C.7.11
6" (+/- 1 /2")
COMPACTED PAD GRADE
SWALE NOTE: CONTRACTOR TO MAINTAIN
POSITIVE DRAINAGE IN HOUSE PAD AREAS
AND THROUGHOUT PROJECT AT ALL TIMES.
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