20180990 Ver 1_More Info Received_20180912

Summary of Public Water and Sanitary Sewer Length
Water Line
8" DIP = 6430 LF
6" DIP = 436 LF
Sanitary Sewer
8" SDR 35 PVC = 4910 LF
8" 401 Lined DIP = 2512 LF
Total 8" SS.M= 7422 LF
THE TOWN OF CLAYTON TOWN COUNCIL APPROVED THE PRELIMINARY SUBDIVISION PLAN SUBJECT TO
THE FOLLOWING CONDITIONS:
1. FOLLOWING BOARD APPROVALS, THREE COPIES OF THE FINAL PRELIMINARY SUBDIVISION PLAN
MEETING THE REQUIREMENTS OF THE CONDITIONS OF APPROVAL SHALL BE SUBMITTED TO THE
PLANNING DEPARTMENT FOR FINAL APPROVAL. THE CONDITIONS OF APPROVAL SHALL BE RECORDED ON
THE PLANS BEFORE FINAL APPROVAL IS GRANTED.
2. ALL DEVELOPMENT FEES SHALL BE PAID PRIOR TO FINAL PLAT RECORDATION.
3. THE FINAL PLAT AND SUBSEQUENT DEVELOPMENT OF THE SITE SHALL BE CONSISTENT WITH THE
SPECIFICATIONS OF THE APPROVED PRELIMINARY SUBDIVISION PLAN. MODIFICATIONS SHALL REQUIRE
ADDITIONAL APPROVALS PURSUANT TO SECTION 155.706 OF THE UNIFIED DEVELOPMENT CODE.
4. ALL SIGNS SHALL. REQUIRE REVIEW/APPROVAL PURSUANT TO UDC SECTION 155.713.
5. A HOMEOWNERS' ASSOCIATION DOCUMENT (IF APPLICABLE) SHALL BE REVIEWED BY STAFF AND
RECORDED PRIOR TO FINAL PLATS. SUCH DOCUMENT SHALL ASSURE RESPONSIBILITY FOR MAINTENANCE
OF ALL COMMON FACILITIES AND PROVIDE ADEQUATE MEANS FOR FUNDING TO DO SO.
6. RESOURCE CONSERVATION AREAS AS DEFINED IN ARTICLE 5 OF THE UNIFIED DEVELOPMENT CODE
SHALL REMAIN UNDISTURBED PURSUANT TO STANDARDS OF ARTICLE 5, AND SHALL BE SHOWN ON ALL
PLATS AS BEING PERMANENTLY SET ASIDE PURSUANT TO 155.500(C).
7. PRIOR TO GRADING AND CONSTRUCTION ACTIVITIES, TREE PROTECTION FENCING SHALL BE
INSTALLED AROUND ALL RESOURCE CONSERVATION AREAS. ONCE THE TREE PROTECTION FENCE IS
INSTALLED, IT MUST BE INSPECTED BY THE PLANNING DEPARTMENT BEFORE CONSTRUCTION ACTIVITIES
BEGIN.
8. ALL SIDEWALKS AND GREENWAYS SHALL BE BONDED OR CONSTRUCTED PRIOR TO PLAT
RECORDATION, WITH THE EXCEPTION THAT THE SIDEWALK IN FRONT OF RESIDENTIAL UNITS MUST BE
INSTALLED PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY OF THE UNIT.
9. NO MORE THAN 75 CERTIFICATES OF OCCUPANCY MAY BE ISSUED WITHIN THE SUBDIVISION UNTIL
THE REQUIRED SECONDARY ACCESS HAS BEEN CONSTRUCTED OR BONDED FOR CONSTRUCTION.
10. A ROAD NAME APPROVAL APPLICATION SHALL BE SUBMITTED TO THE PLANNING DEPARTMENT
PRIOR TO FINAL PLAT APPROVAL.
11. STREET TREES FOR RESIDENTIAL LOTS SHALL BE INSTALLED PRIOR TO THE ISSUANCE OF A
CERTIFICATE OF OCCUPANCY FOR THE UNIT
12. ALL OFF-SITE ROADWAY IMPROVEMENTS RECOMMENDED BY THE TRAFFIC STUDY, NCDOT
CONGESTION MANAGEMENT, NCDOT DIVISION 4, AND THE TOWN SHALL BE INSTALLED PRIOR TO THE
ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY FOR THE DEVELOPMENT.
13. CROSSWALKS SHALL BE PROVIDED AT ALL SIDEWALK CROSSINGS THROUGHOUT THE
DEVELOPMENT. CROSSWALKS TO BE STRIPED.
14. CONTINUOUS SIDEWALKS SHALL BE PROVIDED ALONG THE ENTIRE LENGTH OF ALL CUL-DE-SACS
WITHIN THE DEVELOPMENT.
15. THE RIGHT-OF-WAY (ROW) DEDICATION FOR THE SOUTHERN CONNECTOR SHALL OCCUR AT FINAL
PLAT APPROVAL.
16. AN ANNEXATION APPLICATION SHALL BE SUBMITTED TO THE TOWN FOR THE SOUTHERN PARCEL OF
THE DEVELOPMENT PRIOR TO THE COMMENCEMENT OF CONSTRUCTION ACTIVITY.
17. ALL CLASS °CH LANDSCAPE BUFFERS SHALL INCLUDE A WALL, OPAQUE FENCE, EVERGREEN HEDGE,
BERM, OR COMBINATION THEREOF WITH A MINIMUM HEIGHT OF SIX FEET AT INSTALLATION, AS REQUIRED
BY THE UNIFIED DEVELOPMENT CODE.
18. PRIVATE FENCES TALLER THAN V SHALL BE PROHIBITED ON LOT LINES ADJACENT TO THE TRAILS
(EXCEPTING THE GREENWAY ALONG THE SOUTHERN CONNECTOR BLVD), BUT ONLY WHEN THE TRAIL IS
WITHIN 20' OF THE LOT LINE.
19. MASS GRADING OF LOTS (TO SUPPORT SLAB -ON -GRADE FOUNDATIONS) SHALL BE PROHIBITED FOR
ALL LOTS ADJACENT TO THE NORTH AND EAST PROPERTY LINES. SPECIFIC CONSIDERATION AND
ACCOMMODATION MAY BE GRANTED BY THE PLANNING DEPARTMENT ON A LOT -BY -LOT BASIS, TO
ACCOMMODATE THE PARTICULAR TOPOGRAPHY OF AN INDIVIDUAL LOT.
Construction Plans
V illage
at Little Creek
Subdivision
Dairy Road
Clayton, North Carolina
Triangle Real Estate Co.
113 Duncansby Court
Cary, NC 27511
[phone]
Phase 1 Erosion Control
'14sturbed Area = 1161$720 SF (37 Ac)
,c
PROFESSIONAL *ENGINEERS
caaENGINEERS, Inc.
Professional Engineers
1233 Heritage Links Drive
Wake Forest, North Carolina 27587
919-625-6755
C caaENGINEERS, Inc. All Rights Reserved
C-2151
SHEET DESCRIPTION
Co
Cover Sheet
Cl
Existing Conditions - North
C2
Exisitng COnditions - South
C3
Design Notes
C4
Overall Master Plan
C5
Northern Area Site Plan
C6
Southern Area Site Plan
C7
Utility Plan
C8
Overall Grading Plan
C9
Phase 1 Erosion Control Plan - North
C10
Phase 1 Erosion Control Plan - South
C11
landscape Plan
C12
Open Space Plan
C13
SCM Details
C14
SCM Details
C15
Road 1 Plan & Profile Sta. 0+00 - 9+50
C16
Road 1 Plan & Profile Sta. 9+50 -19+50
C17
Road 1A Plan & Profile
C18
Road 2 Plan & Profile
C19
Road 3 Plan & Profile
C20
Marrian Drive Plan & Profile
C21
Roads 4 & 5 Plan & Profile
C22
Road 6 Plan & Profile
C23
Sanitary Sewer Outfall Aerial Crossing
C24
Sanitary Sewer Outfall Pian & Profile
C25
Sanitary Sewer Outfall Plan & Profile
D1
Sanitary Sewer Aerial Crossing Details
D2
Town of Clayton Standard Details
D3
Town of Clayton Utility ( Water) Details
D4
Town of Clayton Utility Details
D5
Town of Clayton Utility (Storm) Details
EC1
Phase 2 Erosion Control Plan North
EC2
Phase 2 Erosion Control Plan South
EC3
Erosion Control Details
EC4
Erosion Control Details
NOTE:
1. OWNERSHIP AND MAINTENANCE FOR PERMANENT STORM
WATER FACILITIES TO BE IN ACCORDANCE WITH JOHNSTON
COUNTY AND TOWN OF CLAYTON REQUIREMENTS.
2. PAVEMENT AND BASE SECTIONS SHOWN ON PLANS ARE
MINIMUM THICKNESS. PRIOR TO FINAL GRADING OF ROADWAY,
THE OWNER SHALL PROVIDE A DETAIL DESIGN OF THE
PAVEMENT AND BASE SECTIONS IN ACCORDANCE WITH THE
CURRENT TOWN OF CLAYTON'S MANUAL OF SPECIFICATIONS
AND DESIGN FOR REVIEW AND APPROVAL.
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The Village at Little Creek
467 Dat Road� qao�n, NO 275K
Riparian Buffer Areas
812612016
Dairy Road 1, LLC
nity/Municipallty:
Johnston, Town of Clayton
5121 Kngdom Way
9& Skimmer Cove, HarripAW, NC 28443
Dairy Road
Rale , NC 27607
Min Lot Size:
Clayton, NC 27520
SF
el information:
13 Leah Cirtle, Clayton, NC 27620
Deed Book page Municipality Ex. Use Zoning
UnitsfAc.
1658-12-86-9742 22.12 Acres
4421 269 Clayton VacantfAG R8
ROM
2408 Briflany Drive, PligAm, NC 27M
Dct Type:
Residential R8 Open Space Development
trical Provider:
Nandram Jaiprashad
SF
2608 B*U Drive, Glq*r� NC 27520
Town of Clayton
3,000
Br Service:
To of Clayton
Min. Dwelling Unit
,lay District:
28% Britiany Drive, Claybn, NO 27M
kIrshed rcpt ate Overlay: None
35
neer:
Robert Browning
Applicant: Triangle Real Estate Company
66 Glen Road, Sts. 182, Gamer, NC 27M
1233 Heritage Links Drive
Bill Zahn
Wake Forest NG 27597
113 Duncansby Court
25
2812 Brittany Drive, qa)"NC 2TM
Gary, NG 27511
C-2161
[phone]
Car. Side
304 Marrian Drive, Clq�*, NC 27520
I p2m
3K Marrian Driya� Qlaj*, NO 27M
W. MIRROR ffff�
W1 Agwra Rd-, ra Hills, CA 94301
ROM
PG Box 841�63 Charlob, NC 28M
RREF ST NC., LLC
730NW 40M Ave- Sta. 400 Miami, FL 33172
I 13 DarM Ct, aaytan, NC 27520
231 E- Second St, Clayton,
ri My I N
11 ISO RM 11�
231 E. Second St, Clayton, 'NC 27520
231 E- Second 3_ 27620
1668-16-9
_-NC
2863 Horseman& R- NC 276M
166&16-944M
2861 Roge, NG 27M
-Hor-samau
M Horsemms Ridgp� qqy§n, NO 27620
6N *FT�, C*Opn, NO 27520
•
The Village at Little Creek
Property Owner.
Riparian Buffer Areas
812612016
Dairy Road 1, LLC
nity/Municipallty:
Johnston, Town of Clayton
5121 Kngdom Way
Street Address:
Dairy Road
Rale , NC 27607
Min Lot Size:
Clayton, NC 27520
SF
el information:
PIN GIS Area
Deed Book page Municipality Ex. Use Zoning
UnitsfAc.
1658-12-86-9742 22.12 Acres
4421 269 Clayton VacantfAG R8
1658-16-944736 22.44 Acres
4421 263 ETJ VacanfAG RE
Dct Type:
Residential R8 Open Space Development
trical Provider:
Town of Clayton
SF
;r Service:
Town of Clayton
3,000
Br Service:
To of Clayton
Min. Dwelling Unit
,lay District:
None
kIrshed rcpt ate Overlay: None
35
neer:
caeENGlid EERS, Inc.
Applicant: Triangle Real Estate Company
Front
1233 Heritage Links Drive
Bill Zahn
Wake Forest NG 27597
113 Duncansby Court
25
[phone]
Gary, NG 27511
C-2161
[phone]
Surveyed Area:
A-25
Ac.
Riparian Buffer Areas
No. Lots Proposed:
139
Wetlands
1.85
Ave. Lot Size:
6,832
SF
1.18%
Min Lot Size:
6,000
SF
Total RCA
Density:
3.14
UnitsfAc.
Proposed Zoning:
R8
w
Min Lot Vvwffi:
50
FT
MaL Building Coverage
2,000
SF
CIO
MaL W"ri Surface
3,000
SF
4.
Min. Dwelling Unit
1400
SF
Max. Building Height
35
FT
Sdbacks.-
Front
26
Rear
25
Side
16
Car. Side
16
(1,941,034 SF)
11
W.M1111
Area, Ac
21.8
0
7-95
1-1
2.39
11-01
44.25
Area, Ac
Area, Ac.
% of Site
Riparian Buffer Areas
4.98
11.26%
Wetlands
1.85
4.18%
Open Water
0.52
1.18%
Floodplain
6.68
12-84%
Total RCA
7.95
17-97% k9as overlap
W.M1111
Area, Ac
21.8
0
7-95
1-1
2.39
11-01
44.25
Area, Ac
1. Site
44-25
100-0011/0
7.95
17-9714
36-30
82030%
4-64
10-251/16
1.70
3-841%
1-32
2-98%
2.17
4-901/16
0
0.00%
% of Site
Imp. Area, Ac
Imp. % of Site
49.27%
9.67
21.63%
0.0110
0
0-00%
17.97%
0
0-00%
2-49%
0
0.00%
5-40%
0
0.00%
24.88%
8.55
19.32%
Credbid toward open space requirement
Incl. parks (1-11 Aq) and trabin open space areas (0-21 Ac) =26-4%offital
Indudes all open space, = 42% oftotal open spaca
I i 111 11 !!111111tj Pwbi�
I '57m—
Ex M" rd bit
Tbw of Claybn UniW Dev Code.
2. Orange tree protecifim %ncing shall be recluired along the perimeter of ft 6V riparian buffer and all other Resource C Areas
,;during construdion to wwre it is not encroached upon.
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UTILITY SPECIFICATIONS UTILITY SPECIFICATIONS
SANITARY SEWER EXISTING CONDITIONS
--" * SANITARY SEWER MAIN PIPING SHALL BE DUCTILE IRON PIPE PER ANNA C151, PRESSURE CLASS 350, WITH INFORMATION ABOUT EXISTING UNDERGROUND FACILITIES AND SUBSURFACE CONDITIONS INDICATED ON THESE
,F
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INTERIOR EPDXY LINING AND EXTERIOR BITUMINOUS SEAL. JOINTS SHALL BE PUSH -0N TYPE WITH RUBBER DRAWINGS IS NOT BASED ON AN EXHAUSTIVE INVESTIGATION OF SUCH FACILITIES OR CONDITIONS, AND THE
fn ENGINEER MAKES NO WARRANTY TO ANY PARTY REGARDING THEM. EXISTING UTILITY LINE LOCATIONS SHOWN
,D,, GASKETS PER AWWA C111
"`"" "{' ` ` SHOULD BE CONSIDERED APPROXIMATE AND ACTUAL UTILITIES AND CONDITIONS MAY DIFFER FROM THOSE
t / SANITARY SEWER MAIN PIPING SHALL BE PVC PIPE PER ASTM D3034, SDR 35. JOINTS SHALL BE PUSH -ON
y °N/F " $ ` y °' 'AS # � �``' : TYPE WITH RUBBER GASKETS PER ASTM F477.
,
/ INDICATED. IF DIFFERING OR CONDITIONS EXIST, THEY MAY BE ENCOUNTERED DURING THE COURSE OF THE
-" r , % * SANITARY SEWER MAINS SHALL BE INSTALLED WITH 36 INCHES MINIMUM COVER TO FINISHED
/ GIDE, PROJECT WORK, AND MAY IMPACT THE PROJECT SCOPE AND TIME REQUIREMENTS.
i',.. 4i ` „k �.,._...-,.. # t .»» i£ �,,.'E„ ll le r,',. ,:r ,t4,
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EXCEPT AS OTHERWISE SPECIFIED
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° R _ »•, , y i N,` °,:.i SANITARY SEWER SERVICE LINES AND CLEANOUTS SHALL BE INSTALLED IN ACCORDANCE WITH THE N.C.
N -o Vy-`\1y-",,
�/ PROTECTION AND SAFETY
to_,A x r ,,. -: ,, , t t 1 = , „ r �'C.? .x,""j: "Y ° , e l °} `s .�J .. 4:. b ,�.5. ,-
U ,,. x. _, ? .., , ,4;; w ''''' PLUMBING CODE, AND HAVE 24INCHES MINIMUM COVER TO FINISHED GRADE. SERVICE LINES SHALL =
RE O PRIOR TO BEGINNING WORK, AND AS NEEDED DURING THE COURSE OF PROJECT WORK, CONTRACTOR SHALL NOTIFY
X
„ , . x`
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r..., i 2. " MAINTAIN MAXIMUM SERVICE DEPTH USING A 2.1 k SLOPE UNLESS OTHERWISE SPECIFIED.
4 �--'� „E F ST Ni
ssmi
- w xy" ; ,; ALL APPLICABLE UTILITY LOCATION SERVICES AND UTILITY PROVIDERS TO REASONABLY VERIFY THE LOCATION OF ALL
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Nflc/ ,__ - , .M » ` ;, , *amu+.� SERVICE PIPE AND FITTINGS WITHIN PUBLIC STREET RIGHTS-OF-WAY SHALL BE CAST IRON WITH GASKETED KNOWN OR SUSPECTED UTILITIES IN ACCORDANCE WITH STATE REGULATIONS. CONTRACTOR IS ADVISED THAT SOME
� .:.„„ ,w =, ,-;,;>;;-"'” .,,.,,. S uuvsroar=z�i �-liz, •t i• k
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�, , w,w t JOINTS AND IN OTHER AREAS SHALL BE SCHEDULE 40 PVC WITH SOLVENT WELDED JOINTS EXCEPT ALL
r. "- ::x 5 ;x t UTILITY PROVIDERS DO NOT SUBSCRIBE TO ONE -CALL SERVICES, AND MUST BE CONTACTED SEPARATELY.
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R8 CLEANOUTS SHALL BE FITTED WITH THREADED BRONZE PLUGS.
10 £•-• k 4 = y { F _ - CONTRACTOR SHALL PROVIDE ADEQUATE MEANS AND METHODS FOR PROTECTION OF ALL EXISTING UTILITIES AND
1 2 �p :, , {, �.,r`::' * SERVICE LINE CLEANOUTS IN VEHICULAR AREAS SHALL BE TRAFFIC BEARING CLEANOUTS. SITE FEATURES WHICH ARE INTENDED TO REMAIN IN SERVICE OR IN PLACE.
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• ` ---_--.-- -- -..� ` * CONTRACTOR SHALL PROVIDE ADEQUATE TRAFFIC CONTROL MEASURES DURING THE COURSE OF PROJECT WORK IN
x CONNECTIONS ° `° ' _'17.447.0y « � " �" "�`�e..� . --`"" ` �' `=�`-�= -� � ACCORDANCE WITH THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) FOR STREETS AND HIGHWAYS,
� �f s,�94s4F� s4 I
. x,
�_ FOR CONNECTIONS TO EXISTING UTILITY AND DRAINAGE LINES, CONTRACTOR SHALL VERIFY EXISTING PIPE THE N.C. SUPPLEMENT TO THE MUTCD, ANY REGULATORY AGENCY REQUIREMENTS, AND PROJECT -SPECIFIC SAFETY
EXIST " n casts F� s _ /� SIZE AND MATERIAL, AND PROVIDE APPROPRIATE CONNECTION FTTTlNGS.
., h», s.�6s Feet + 50' NEUSE RBUFFER�— --1
.W. � CONSIDERATIONS.
HYDRANT u`
ANY CONNECTION TO EXISTING UTtLITES, OR ANY UTILITY SERVICE INTERRUPTION, SHALL BE FIRST * CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR SAFETY PROGRAMS AND MEASURES ON THE PROJECT SITE OR
: COORDINATED WITH THE GOVERNING UTILITY AUTHORITY AND PERFORMED IN ACCORDANCE WITH THE
oa y \ OTHERWISE RELATING TO THE PROJECT WORK, AND SHALL COMPLY WITH ALL SAFETY CODES AND REGULATIONS
AL. T"w�"rl1 "'� t s.. „,..., l ,,✓' 1. 79 ;, :643.354 �'",.
,„ „ $•6.eATaS9, Fa k.
e,�a.s� F aoT+,a Sq. r -.°"' / REQUIREMENTS OF THAT AUTHORITY. APPLICABLE THERETO, FOR THE PROTECTION OF WORKERS, VISITORS, AND THE GENERAL PUBLIC.
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» e3 m ! SITE UTILITY CONTRACTOR SHALL EXTEND WATER AND SANITARY SEWER SERVICES TO WITHIN 5 FEET OF
k„
” °'» THE POINT OF BUILDING PENETRATION FOR EACH UTILITY.
6,nUft Fed67766s¢Feet .« O ,,.. m., COMPLIANCE
.6 ft Feet • BUILDING PLUMBER SHALL PROVIDE TRANSITION MATERIALS AND FITTINGS, AND MAKE PROPER ALL WATER SYSTEM AND SANITARY SEWER WORK SHALL BE IN ACCORDANCE WITH THE FOLLOWING,
I
• �
NUItIENT CONNECTIONS TO SITE UTILITY STUB -OUTS FOR ALL WATER AND SANITARY SEWER SERVICES. 9 REQUIREMENTS OF THE TOWN OF CLAYTON, INCLUDING THE LATEST EDITION OF CONSTRUCTION STANDARDS AND
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SITE UTILITY CONTRACTOR SHALL EXTEND ROOF DRAINAGE PIPING TO WITHIN 5 FEET OF ALL DOWNSPOUT SPECIFICATIONS, CONSTRUCTION DETAILS, POLICIES AND PROCEDURES, AND FIELD DIRECTIVES BY THE UTILITY
LOCATIONS, FOR EXTENSION AND CONNECTION TO DOWNSPOUTS BY OTTERS. INSPECTOR.
„,,,„.:,y y • 'x ',, 149 9a77 ' tat x' r 122 Y:., ^w„x. � . �— � , ,
„", ,.„ &b6a `` stalss4F•5+ 2 REGULATIONS OF NCDENR-DIVISION OF WATER QUALITY, INCLUDING NCAC 2T REGULATIONS AND MINIMUM DESIGN
41 -
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TESTING AND ACCEPTANCE CRITERIA FOR THE PERMITTING OF GRAVITY SEWERS.
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•. «"°'" ..r v � s x t "° THE GEOTECHNICAL ENGINEER SHALL PROVIDE MATERIAL AND DENSITY TESTING DURING E
y 42a / G 0 S G G TH COURSE OF 3 REGULATIONS OFNCDENR-PUBLIC WATER SUPPLY, RULES GOVERNING PUBLIC WATER SYSTEMS.
<sw�
„ t,:,`�«t:; „ ,x...�tk „>~,.». r` 6.724.1 Fees • i �
e244A rre� .,t THE WORK. PRIOR TO PLACEMENT OF ANY BASE OR PAVEMENT, CONTRACTOR SHALL PROVIDE
110 54 t 4 STREET RIGHT -0F -WAY ENCROACHMENT PERMIT REQUIREMENTS, AS APPLICABLE.
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�aze.6s� « � }° 67 :_'` r PROOF -ROLLING OF ALL TRENCH AREAS TO THE SATISFACTION OF THE TOWN OF CLAYTON ENGINEERING
NtifUT R�Q�
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`v DEPARTMENT AND THE GEOTECHNICAL ENGINEER.
5 OSHA REQUIREMENTS RELATED TO SAFETY
.»• 6 REQUIREMENTS OF THE N.0 PLUMBING CODE.
. "r4» >° f oo246s4 G . ..,»` PRIOR TO ANY SANITARY SEINER OR WATER SYSTEM IMPROVEMENTS BEING PLACED INTO SERVICE:
” s s.40sQ. Fed 57 y / ”°„x,, 9 CONTRACTOR SHALL SUCCESSFULLY TEST ALL WATER MAINS FOR WATER LEAKAGE AND WATER QUALITY IN NOTIFICATIONS
ACCORDANCE WITH THE TOWN OF CLAYTON AND NCDENR REQUIREMENTS. _
mm
NOTIFY THE TOWN OF CLAYTON AND ENGINEER AT LEAST TWO BUSINESS DAYS PRIOR TO BEGINNING OR RESUMING
•
1,$M? 113 .' _ 6•Tw-asp r 0 s""`" 2 CONTRACTOR SHALL SUCCESSFULLY TEST ALL SANITARY SEWER MAINS FOR DEFLECTION AND LEAKAGE
sc..' rst1A Fed ' )” , » " , -.,, "„ „»..:. WATERLINE OR SANITARY SEWER WORK THE ENGINEER MUST OBSERVE CONNECTIONS, INSTALLATION, BACKFILLING,
s4 ,. �...L/
tip, • ,za
• " AND TEST ALL SANITARY MANHOLES FOR LEAKAGE, IN ACCORDANCE WITH THE TOWN OF CLAYTON AND AND TESTING WORK IN ORDER TO PROVIDE NECESSARY PROJECT CERTIFICATIONS AND CLOSE-OUT DOCUMENTS.
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6.703.954 Feq D �.157A rte, NCDENR REQUIREMENTS.
6.aw.os4re�° i �"", las "°'w” ••,.,, 3 is >� � � C",
,. , , , ,,i NOTIFY THE APPLICABLE UTILITY AND ROADWAY AUTHORITIES IN ACCORDANCE WITH THEIR REQUIREMENTS PRIOR TO
a, �� ^max»„„ » �..»w,» `,,»_., yz Z4
s.4M11 s, F.�
1 -� :> _ .".. 3 CONTRACTOR SHALL PERFORM VIDEO INSPECTION OF INSTALLED SANITARY SEWER MAINS AND PROVIDE
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... „.,, ,� BEGINNING UTILITY WORK
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.•..x,, ,f, 9os xx.za,,,.�,�, � � z Z � , DOCUMENTATION PFJ2 LOCAL REQUIREMENTS. NOTIFY THE GEOTECHNICAL ENGINEER AND TESTING SERVICE AT LEAST TWO BUSINESS DAYS PRIOR TO BEGINNING
� :�' �� ' 6.47&.7 4 :1 < „w w.., M
„6 4 CONTRACTOR SHALL PROVIDE TO ENGINEER A SET OF MARKED UP DRAWINGS SHOWINGUTILITY
6.as4Fe� 11aeeAs4r� s < CHANGES, OR RESUMING TRENCHING OR BACKFILLING WORK
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r F �I r rye„°s DIMENSIONAL ADJUSTMENTS, DISCOVERED SUBSURFACE UTILITIES, AND OTHER AS -BUILT INFORMATION.
103 :.., 6.�.,s� Fed 65 c r 5 CONTRACTOR SHALL PROVIDE DOCUMENTATION OF ALL TESTING RESULTS TO ENGINEER.
” s 118 .„, z ,r7,157AS4 Fit ,�
� TRENCHING AND BACKFILLING
{ t 80 »r 6,67&769- vi 9 1
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7.558.1 Pmt^ $, � .:,....,:. s
r 6 ALL IMPROVEMENTS SHALL PASS FINAL INSPECTION 6Y ENGINEER AND THE TOWN OF CLAYTON.
°» WHERE ROCK OR OTHER HARD MATERIAL OCCURS AT THE DESIGNED TRENCH BOTTOM, OVEREXCAVATE TRENCH
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° se7s77 ENGINEER SHALL SUBMIT ALL CERTIFICATIONS AND OTHER CLOSE-OUT DOCUMENTS TO APPLICABLE LOCAL D
xn„"» q0 E 6 INCHES CHES AND REPLACE OVEREXCAVATlON MATERIAL WITH #67 STONE BEDDING.
6ar6�D141 o r AND STATE AUTHORITIES. WHERE THE DESIGNED TRENCH BOTTOM CONSISTS OF UNSUITABLE BEARING SOIL, UNDERCUT TRENCH BOTTOM AND
.,.
. 400 64 REPLACE UNDERCUT MATERIAL IN ACCORDANCE WITH THE GEOTECHNICAL ENGINEERS RECOMMENDATIONS.
„ce7s.�s4Fe0 7 x°° 7t57A R,'" / I ,, OTHER * BACKFILL SOIL SHALL BE SUITABLE MATERIAL AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER.
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CONTRACTOR SHALL PROVIDE PRIMARY COORDINATION WITH UTILITY SERVICE PROVIDERS FOR BUILDING
93✓ O BU NG BACKFILL SOIL SHALL BE PLACED IN LOOSE LIFTS OF 8 INCH MAXIMUM THICKNESS AND COMPACTED TO 98% OF THE
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h t � t ;` °” •w. UTILITY SERVICES THIS WORK SHALL INCLUDE MAKING APPLICATIONS FOR SERVICE, COORDINATING AN
, SOWS MAXIMUM DRY DENSITY, WITHOUT DAMAGING OR DISPLACING RIPE.
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SCHEDULING WORK BY OTHERS VERIFYING ROUTINGS AND EQUIPMENT LOCATIONS FURNISHING AND =
_4� � � , INSTALL MARKING TAPE OR TRACER WIRE OVER UTILITY LINES AS REQUIRED BY THE LOCAL UTILITY AUTHORITY.
I-
7457A . Pea > - INSTALLING CONDUIT AND PADS, AND RELATED WORK AS NEEDED.
IX ATEICAFITNC - — ft9 sq , STORAGE AND HANDLING
.,
7F Y/ 6az4.s4 F� CONTRACTOR SHALL PROVIDE PROPER RESTORATION AND CLEAN-UP OF ALL AREAS DISTURBED BY UTILITY
1 soaassc , • CONSTRUCTION. ' PIPING, FITTINGS, GASKETS, AND OTHER MATERIALS SHALL BE KEPT CLEAN WHILE BEING STORED AND DURING
oo°, t” CONSTRUCTION ACTIVITIES. PIPE BUNDLES SHALL BE STORED ON FLAT SURFACES WITH UNIFORM SUPPORT, AND
PROTECTED FROM PROLONGED EXPOSURE TO SUNLIGHT WITH A COVERING ALLOWING AIR FLOW UNDERNEATH.
' {95y GASKETS SHALL NOT BE EXPOSED TO OIL, GREASE, OZONE, EXCESSIVE HEAT OR DIRECT SUNLIGHT. FOLLOW
j \ 1 ssUTILiTYEASEMB\if 20' MANUFACTURER'S RECOMMENDATIONS FOR STORAGE AND HANDLING OF ALL MATERIALS.
1
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_ CLEARANCES
s � L ISS ' * SANITARY SEWER MAINS AND POTABLE WATER MAINS SHALL BE INSTALLED WITH A MINIMUM HORIZONTAL CLEARANCE
w "k
_'"" µ ✓ OF 10 FEET BETWEEN THE OUTSIDE EDGES OF EACH PIPE
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M9 WHERE UTILITY AND/OR DRAINAGE LINES CROSS, THE FOLLOWING VERTICAL CLEARANCES SHALL BE PROVIDED FROM
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.E THE OUTSIDE EDGES OF EACH PIPE
EDIT � PUBLIC: I�TIL
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2 8 INCHES, NTH WATER MAIN JOINTS SPACED AT MAXIMUM EQUIDISTANT
M 9 SANITARY SEWER OVER OR UNDER STORM DRAINAGE: 24 INCHES
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o POTABLE WATER OVER SANITARY SEWER 9 S,
t'66812-05-011LOCATIONS FROM THE POINT OF CROSSING.
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t ` POTABLE WATtJi UNDER SANITARY SEWER 18 INCHES, WITH BOTH PIPELINES CONSTRUCTED OF FERROUS MATERIAL
HAVING JOINTS EQUIVALENT TO WATER MAIN STANDARDS FOR 10 FEET EACH WAY OF THE POINT OF CROSSING, AND
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WITH A FULL SECTION OF WATER MAIN PIPE CENTERED AT THE POINT OF CROSSING.
m MumEnr 4 POTABLE WATER OVER OR UNDER STORM DRAINAGE: 98 INCHES.
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Ell E \ FSO,,' \ ✓r {',_ * IF THE SPECIFIED SEPARATIONS CANNOT BE ACHIEVED, CONSULT THE ENGINEER FOR ALTERNATIVES PRIOR TO
MONUMEN �CO \ F, ^ \
PIPELINE INSTALLATION.
bII� WATER SYSTEM
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1A�As4ri, 41` r * WATER MAIN PIPING SHALL BE DUCTILE IRON PIPE PER AWWA C151, PRESSURE CLASS 350, WITH INTERIOR CEMENT
6.M.7 Sq. F ;
° MORTAR LINING AND EXTERIOR BITUMINOUS SEAL. JOINTS SHALL BE PUSH -ON TYPE WITH RUBBER GASKETS PER
1 } „",.,,,•;• #6.�1A Sq ` 4h r ¢ t s ". (- + j, \ f //''�,r^' ` \r' lr `'in
ANNA C111. FITTINGS SHALL BE COMPACT MECHANICAL JOINT DUCTILE IRON PER ANNA C153, PRESSURE CLASS 350.
3 • ` .Wy l \ * PROVIDE ALL WATER SYSTEM MATERIALS IN ACCORDANCE WITH LOCAL WATER AUTHORITY REQUIREMENTS.
s, A�
h,:. -"' A00004 Fed t 4 `6.�A �j' f €��"p F� `^F'm�✓„ ,' �,''�\ \a f : a
m INSTALL WATERLINES TO PROVIDE 36 COVER TO FINISHED GRADE, UNLESS OTHERWISE SHOWN OR APPROVED BY
' F ,. THE ENGINEER AND CONSTRUCTION PROJECT ADMINISTRATOR.
:. . , fit.. .. ® a B,ASq.
, -. _ ..; t � .w. . , • ,{ ��� � ,> ,_ �, ,"„A,„ ,� ALL WATERLINE BENDS, CROSSES, TEES, AND ENDS SHALL BE RESTRAINED USING CONCRETE BLACKING OR A
r
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� MECHANICAL JOINT WEDGE -ACTION RESTRAINT SYSTEM RATED FOR 350 PSI
�
' • Fi664F DO NOT OPERATE WATER SYSTEM VALVES WITHOUT PERMISSION OF THE TOWN OF CLAYTON.
3s »
,: ” 5•tRl0984Faua,, / , _ PUBLIC UTILITY EASEMENTCONTRACTOR SHALL COORDINATE EXACT FIRE HYDRANT, WATER METER, AND BACKFLOW PREVENTER LOCATIONS
•� 63366F� #•"-""` •� 33 ✓ ' r ! WITH THE TOWN OF CLAYTON'S CONSTRUCTION PROJECT ADMINISTRATOR PRIOR TO INSTALLATION.
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�. ,// r`'r`• »'' BACKFLOW PREVENTION
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43 f 31 BACKFLOW PREVENTER ASSEMBLIES AND ENCLOSURES SHALL CONFORM TO THE TOWN OF CLAYTON'S
sytuTs4Fed \
REQUIREMENTS, AND SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S.RECOMMENDATIONS.
a
.•,., r CONTRACTOR SHALL PROVIDE INITIAL TESTING AND CERTIFICATIONS AS REQUIRED FOR ACCEPTANCE.
55
u 79, .2ftFed" \ FIRE PROTECTION
�� 6,2307 S4 Feel 7 y r �x � l
WATER MAINS SHALL BE INSTALLED AND MADE OPERATIONAL AS SOON AS FINAL APPROVAL FROM NCDENR PWS.
k �
rr \ \ * COORDINATE TYPE AND LOCATION OF HYDRANTS, FIRE DEPARTMENT CONNECTIONS, AND OTHER FIRE PROTECTION
,�.aoaos4Fe�R � .-. f SYSTEM COMPONENTS WITH LOCAL FIRE CODE OFFICIAL PRIOR TO INSTALLATION.
45
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Skimmer Basin Info -� -- �- -- - /,7� '/' I
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Skimmer Basin # 1 Skimmer Basin # 2 Skimmer Basin # 3 -� -- 'N "IN, �
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Top of Berm: 257 Top of Berm: 236 Top of Berm: 235.5 Phase 1 Erosion Control -� -- -� -- -� � -11"- ,_­ "'t, I \,-, tk
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Skimmer Outlet 250 Skimmer Outlet: 229.5 Skimmer Outlet: 223 JOEL., EWDRY ir-,� ii "; ,,,,� N,,�, i I� ��,,, ,,,-,-,�,�,,ic;t, """', "":-N .",\
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\ TOP' -254.63 GENERAL EROSION AND SEDIMENT CONTROL NOTES: ,\\\ C, - /
I I I,-,' INV OUT=249.08 \ "
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-4 1-11 JOHNSTON COUNTY STANDARDS AND SPECIFICATIONS. =:: L=U.'2 i 5 fi wo... =
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7�,� \ 1 --*1 2. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE ON FILE AT = .a..F Cn
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. \ I 11-11 " // -0 's ...... ,
- %79 11, COULD SUBJECT THE CONTRACTOR TO FINES AND PENALTIES ISSUED BY " //"I, \\\\�,
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, . 11 4. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND GRADES ON THESE
'111117S, '11 PLANS PRIOR TO CONSTRUCTION. FAILURE TO NOTIFY THE OWNER OF
I, \7 � N/F / ANY DISCREPANCIES PRIOR TO PROCEEDING WITH PLAN OR GRADE
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,,I ... CHANGES, MAY RESULT IN NO EXTRA COMPENSATION PAID TO THE
-\-- , " VV% \ MERICAN 11-110MES 4 RENT / CONTRACTOR FOR ANY WORK DONE DUE TO DIMENSIONS OR GRADES
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ti--'� � � ""' / SHOWN INCORRECTLY. t --
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11 , 'I 1 5. EXCAVATION AND EARTH MOVING OPERATIONS SHALL BE CONDUCTED 4n V
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"IN I � --\ P I N �111 6E,,`�',1-111 ,,',,,',`, ,"34, /I / I ii 6. VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO
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-, /\I "-, [- "I---- - \ DB 4568 ,,---I , ,,� ,,", / / CONSTRUCTION. EXISTING UTILITIES SHOWN ARE FROM THE BEST �, �
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�', \ I w--, � N/F , ZONING, r "'I C-' I / \ I FEATURES. NO WARRANTY IS GIVEN OR IMPLIED AS TO THE ACCURACY 0 U :-�
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1 J F L J S G I L L I A,fV,',,'1 � / 11 � t OF THE INFORMATION. ALL EXISTING UTILITIES SHOULD BE CONSIDERED
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"", 11 11 ,� �, ---WP=231.30 ---.- � 9. INSTALL ANY ADDITIONAL EROSION CONTROL MEASURES AS NECESSAMT 134 V--4 9-
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NPDES GROUND STABILIZATION SCHEDULE 11%
NPDES; GROUND STABILIZATION:
1. SOIL STABILIZATION SHALL BE ACHIEVED ON ANY AREA OF A SITE WHERE LAND -DISTURBING
ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED ACCORDING TO THE FOLLOWING
SCHEDULE:
A. ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES AND ALL SLOPES STEEPER THAN
3 HORIZONTAL TO 1 VERTICAL (3:1) SHALL BE PROVIDED TEMPORARY OR PERMANENT
STABILIZATION NTH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7
CALENDAR DAYS FROM THE LAST LAND -DISTURBING ACTIVITY.
B. ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT
STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14
CALENDAR DAYS FROM THE LAST LAND -DISTURBING ACTIVITY.
NOTE:
TEMPORARY DIVERSION DITCHES TO BE LINED NTH
POLY / STRAW LINER (SC250) BY NORTH
AMERICAN GREEN OR APPROVED EQUAL.
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THIS SITE
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7 DAYS
Min. volume = 3,600 cf per acre dftkffbad
Wn. am = 435 sf per 010 ds
Weir Equation: L=QICHA3i2
UW* 2:1
NONE
AND SLOPES
-
SKMER:
Foudritihage areas < 10 acres
Min. volume = 1,800 cf per acre disturbed
Min. area -- 325 at per 010 cls;
Weir Equation: L=QICHA3]2
LW. 2:1 - 6-1
HIGH QUALITY
RISER:
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For drainage areas z, 10 acres
Ift. volume -- 1,800 cf per acre disturbed
Min. area -- 435 sf per 010 cfs
Weir Equation: L=OJCHA312
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NPDES; GROUND STABILIZATION:
1. SOIL STABILIZATION SHALL BE ACHIEVED ON ANY AREA OF A SITE WHERE LAND -DISTURBING
ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED ACCORDING TO THE FOLLOWING
SCHEDULE:
A. ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES AND ALL SLOPES STEEPER THAN
3 HORIZONTAL TO 1 VERTICAL (3:1) SHALL BE PROVIDED TEMPORARY OR PERMANENT
STABILIZATION NTH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7
CALENDAR DAYS FROM THE LAST LAND -DISTURBING ACTIVITY.
B. ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT
STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14
CALENDAR DAYS FROM THE LAST LAND -DISTURBING ACTIVITY.
NOTE:
TEMPORARY DIVERSION DITCHES TO BE LINED NTH
POLY / STRAW LINER (SC250) BY NORTH
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SWALES, DITCHES
7 DAYS
NONE
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HIGH QUALITY
WATER (HOW)
7 DAYS
NONE
NONE
ZONES
SLOPES STEEPER
IF SLOPES ARE 1W OR LESS
THAN 3:1
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7 DAYS
STEEPER THAN 2.1,14 DAYS
NONE
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7 -DAYS FOR SLOPES
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LENGTH
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STOCKPILE DESIGN CRITERIA ,,­ "", ", I I I, 11" ,� i e � ..... " � " I INI � N' I " """", ,I," " ] .. . .. , , -1 ­­­­ "IN ,,� 0 N, 1 1 , "*N
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I - STOCKPILING MATERIALS ADJACENT TO A DITCH, DRA TE , , , ,,,,, , I ", ,` "."',�", , ", -, " <"-,, / , , I ,-I / , 446*\ .
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VOIDED UNLESS - ,, i" I t ,,, I ( � , , � "" "I, .,�� WITH IVY ly I , " " - �
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WETLAND, STREAM BUFFER, OR OTHER BODY OF WATER SHALL BEA t,,-� `Ix, ,� "",", "I", 11 i � ", ,,, / , I "I \ f ," ,,,,, ", M \ If , ,,, 0r, , " / �,,
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AN ALTERNATIVE LOCATION IS DEMONSTRATED TO BE UNAVAILABLE. , " "N' ','j I'll, I I � � ,� , I � I iI 1, / , / , 1, '11-1-11, � �, ,
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2. ANY CONCENTRATED FLOW LIKELY TO AFFECT THE STOCKPILE SHALL BE , I " \
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DIVERTED TO AN APPROVED BMP. "\N, "Ill' /` .. . ..... , " "', � I "', " \ I , " �, I "\`f\"I' \�\\",� �','� "I I � , i \ I /
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& OFF-SITE SPOIL OR BORROWARRAS MUST BE IN COMPLIANCE WITH JOHNSTON `,� ,,,,,,, � .. . .. . � I NN'p,'� 1 � , , \, \ "''\ 1" � N ST, , )ROTEC I" I-'--- ... . ... , ,,, 1, , �Itll ,
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COUNTY AND STATE REGULATIONS. ALL SPOIL AREAS OVER AN ACRE ARE REQUIRED , I ff, j � I', I CTU` f ZESI'( 1, <,", , " I 11 ...... I I � � "W", I -, , 1i I
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TO HAVE AN APPROVED SEDIMENT CONTROL PLAN. DEVELOPERICONTRACTOR ,,��,,,,,,�,"""-,�",',,��""","",,�', ,, 1, f 1 \,, \ �, \ A � _ � T, y'- ,/- , , I I � \ -I \ \ ,,� f,'� %, I
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SHALL NOTIFY JOHNSTON COUNTY OF ANY OFFSITE DISPOSAL OF SOIL, PRIOR TO ,, 'I I, " "I, "', ,��,, ,"N ,,,, , � I
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DISPOSAL. FILL OF FEMA FLOODWAYS AND OWENCROACHMENTAREAS ,,?,",,,,,,,"I',', , ,," " , I ,"": - ,� `,,
PROHIBITED EXCEPTAS OTHERWISE PROVIDED BY SUBSECT11ON 14-19-2 OF THE , \ \"111" ,I�`�,, 11" ", 11 " "I't I'll", '111� I I � I ,�,
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WAKE COUNTY UNIFIED DEVELOPMENT ORDINANCE (CERTIFICATIONS AND PERMITS 1, �1_11 " I", I 'N"', I I I I It 111'� t, " I I _�I`I \'4 ' "r, `\\, "I", I `,� \ I\ \ � A
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4. SEEDING OR COVERING STOCKPILES VffH TARPS OR MULCH IS REQUIRED AND 11 ... 11"", ,,,,,,,, "" \1 � 1� I \ % 11 , "I","", I I, \,, "N \ ) � I �, I, ��, � � I /
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WILL REDUCE EROSION PROBLEMS. TARPS SHOULD BE KEYED " I ti � ti \ , I I, I 1, ", " I " , 1, /'� U I f " I
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IN AT THE TOP OF THE \ , i/ I, ,,, � \ , t, , �f, ­', \, If il," " 11 'k , i I I i �t I /
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SLOPE TO KEEP WATER FROM RUNNING UNDERNEATH THE PLASTIC. IV\ II ", f, I �, \ "', 't � 11, I, "I \ 1"111."� , ", III\ 1, \ \ � I 11 I I , , ,,,, /I , Ai
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MAIN FOR FUTURE USE AFTER THE PROJECT IS I \ \ f � "Ill , ", , I N N,, \ "I" I I " , \ � � � I I I',,
5. IF A STOCKPILE IS TO RE \ I 1\ t f, ', �, if, ', Vi, "It � I ,,,,� 't \, ........ I � INI i \ "I'\1 11 I 11 11, f ,,, J , / � "I'll I/ / ,,, 7
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JOHNSTON COUNTY OF A NEIN RESPONSIBLE PARTY FOR THAT STOCKPILE. � I 'I \ If, I,,�, I ", � I )i, \', � ,�, ', ""TtMP STOCkOILE� "I"I"I'll'' I I I I I ,'I t i I 1// I I / / I I j 'I I,/ I, j I 1, I, , " , , ",11 ,11 ,�, I
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COMPLETE (BUILDERS, ETC.). THE FINANCIAL RESPONSIBLE PARTY MUST NOTIFY ) I ,I , �i I R001 0 0 1 " I I'/' I " ", / ? 'I, i*�' , ,
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6. THE APPROVED PLAN SHALL PROVIDE FOR THE USE OF ST \ 11 I � 11 -I, 11, I, \ 11 , 4HE ' I � f, Tt'
MULCHING ON A CONTINUAL BASIS WHILE THE STOCKPILE IS IN USE. I ... "N" lt,,� CKD M 1-1%.� I
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7. ESTABLISH AND MAINTAIN A VEGETATIVE BUFFER AT THE TOE OF THE SLOPE " I '\ �'111�1', �,,,,,, I \1 \ \ I \ '� k I ,� I ", , I I 1,0r� � � 1,)r `
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BASIN REMOVAL SEQUENCE III, , , � I I � �� I, ', f I , �,, "
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1. SCHEDULE A SITE MEETING WITH JONSTON GO. ENVIRONMENTAL ENGINEER , 1� N I " I ' 't '\ " "t *� I , , , , LA \ I, It " �,,, It, I,, I JI'' t " I /
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DEE I ERMINE IF A BASIN CAN BE REMOVED. INSTALL SILT FENCING OR OTHER I I \ 11 ,,,,, `\ \ \ , \ f"', ,,,, "', , , 11 11 PW,,WT,'1'1- - I I 'j � f �, �, \ � -IN", ,, \ , , I M \ , t � �`t,,�,,t 0
TEMPORARY EROSION CONTROL MEASURES AS NEEDED PRIOR TO REMOV \ k0 Ill I I 11, ,41,,\��, � " " , vf i,i ,, ,
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2. DIEWATER THE SEDIMENT BASIN FROM THE SURFACE UTILIZING A SILT BAG. OBTAIN 1k '�, -6�4,,� ,I "Ill t, ,,.jj--',,'7 "al", r", I ,I 3 � ", \ ,,, , N \ \\""\ , ,,, t�,,
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APPROVAL FROM JOHNSTON COUNTY PRIOR TO INSTALLING THE BMP, \ ) �r '111*i;� � � 1, I I I f �� I I I � I I i, \ t I, ", "I , " " '\ � \ " I,
\a "00"Od, i I !,? I , 1, , " , I \' , I I
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3. REMOVE BASIN(S) AND ASSOCIATED TEMPORARY DIVERSION DITCHES. IF ", '1� I "I t I I� I � 1, 11 I, t N I , \ , , I ) ,\\ , , "" \
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DISCHARGE PIPES NEED TO BE EXTENDED, PERFORM THIS OPERA 1k I 1, t, , � � I I " I! "'! ,,, " I / �) I I !, - � k I,f k ,,, 1�1,"� , I
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4. PERFORM SEEDBED PREPARATION, SEED, MULCH AND ASPHALT TACK ANY I'll, / 11 i"', / �, / "" I ", N, ,,,,, 1�/ 1, / " , , I f, 'i, �� 1� �, I `f , , � I I 'I \ \ �, f\,� , If , I , ,
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RESULTING BARE AREAS IMMEDIATELY. 111. , . . . ...... I/ � ; I /" j I" � � / / / / ",,�11 I I ,� I � �i f� " ,I ", ,,I \ 1, � \ I
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6. WHEN SITE IS FULLY STABILIZED, CALL JOHNSTON COUNTY ENVIRONMENTAL ""I, / le !'/ , / / � ", // , "I" /1,11 / ,,, "', // /,- N I I)e ��N` , Id, 4 , � I 't p, \ , �1� - I � I%, �
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AL OF REMOVING REMAINING TEMPORARY EROSION CONTROL ", / , � ,,, ,,, ' A
ENGINEER FOR APPROM 11�,_ / / / / I
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MEASURES AND ADVICE ON WHEN SITE CAN BE ISSUED A CERTIFICATE OF 1, 1-1-11 "", / "" 4 � �
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, ILLIAM
/ SWALE
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Notes:
4- Trees shall be of quality
prescribed in crown
observations and root
obsmations, details and
specifications
2- See specifications for
further requirements related to
this detail.
Root bili modified as
required.
Round -topped
sod bean A" high x'8" wide
above root ball surface shall
be constructed around the
root ball_ Bean shall begin
at root ball periphery_
4' layer of mulch.
No more than I' of �
mulch on top of
mot ball. (See . r
specifications for
mulch).
Finished grade.
Slope sides of
loosened seral.
Loosened sc . .
Dig and turn the Solt
to reduce the
campaction to the
area and depot
shoves.
Root !tall rests an —
eidsfing or
recompacted soil.
s
Central leader. (See crown
observations detall).
Root ball surface shall be
Positioned to be
¢arse - quarter alcove f€nished
grade.
Prior to mulching, lightly tamp
soil around the roct ball in 6'
lifts to brace tree.ties not over
compact When the planting
hole has been backfilled r
water arsund the roct ball to
settle the soil_
Existing site sod added to
create a smooth transition
ftm the trap of the raised r t
ball to the finished grade at a
l S% max. slope.
4" layer ref mulch.
No more than t• of mulch on
top of rota ball. (See
spec fications for mulch).
Original grade.
Finished grads.
Loosened soil. Dig and turn the
soil to reduce compaction to the
area and depth shown.
E)dsfing soil:
4' high x 8vvide round -topped soff
berm above root ball surface shall be
mistructed
around the root ball.
Berm shall begin at mot ball periphery.Prior to mulrhing, lightly tamp soilaround the mot hall in S' lifts to braceoIanting hole has 6"n backfilled. pourwater around the root hall to setfie the
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BUFFER LANDSCAPING CALCULATIONS
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BufferArea Buffer Buffer CanapyTress
Understory Trees Shrubs
Buffer Area
Canopy Trees
Understory Tram
Shrubs
Canopy Trees
Understory Trees
Shrubs
Classification Wdft LF Req`d 1100 LF
Req'd 1100 LF Req\d ! i00 LF
Langth, LF
Required
Required
Required
Provided
Provided
Provided
Northam Property Line, W C 10 2
3 12
252
5
8
31
19
28
114
Northern Properly Line, E C 10 2
3 12
9
0
9
3
13
19
76
Western Property Line C 10 2
3 12
731
15
22
56
15
22
66
Riddle Property Line C Ili 2
3 12
355
7
11
43
15
22
00
Southern Property Lisle C 10 2
3 12
525
19
23
15
22
39
Southern Connector, NW C 25 2
1 12
94
2
1
11
2
1
11
Southern Conendor, 11V C 25 2
1 12
552
11
5
66
11
6
66
Southern Conenctor, S C 25 2
1 12
194
4
2
23
4
2
23
Southern Conentdor, S C 25 2
1 12
197
2
1
13
2
1
13
Southern Conenctor, S C 20 2
1 12
116
2
1
14
2
1
14
Southern Conenclor, S C 20 2
1 12
559
11
5
53
11
a
66
Totals
78
66
468
109
130
650
Landscape Notes
1. Steel tress are required atthe rate of one per 40 LF of lot or one per lot, vrhic aver is greater, with a maximum spacing of of 5t1' batveen tress.
2. AD Glass C butlers shall include a ball, opaque fence, evergrren hedge, berm, or combination thereof with
a minumum height of T at oar ;Mord_
3. Plant list AD species to be dreught tolerant
Items Species Botanical Name
Quantity planting Height
Caliper
Container
Canopy Trees Red Oak Quercus rubra
109 3`
2F
B&B
nderstary Trees Crepe MyrUe Lagerstroarnia indica
130 6'
2"
B&B
Shrubs Dwarf Burbrd Holly Ilea comuta, 'Burfordir
559 IT
1 Gallon
4. Ali landscaped areas shall be provided with an automaticallyoperated Mgafion system that vall adequately
ver all i gl t material. Such system shag include a rain sensor, or rfno irrigation systam is provided droughttolerant
landscaping must be utilized.
5. All landscaped areas shall be maintained in a healthy Dead or diseased plantirls.9hall be removed and replaced in a timely fashion.
6_ Required planting areas shall incorporate existing natural vegetation to the _um extentfeasible.
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ASPHALT -SURFACED
GREENWAY TRAIL
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" - x xx x x xxx xxx , 3
TYPICAL PICNIC CUM L'° °' S °' 100.9
C SCALE
a°
TYPICAL PARK GRILL
PROPOSED NATURE TRAIL
V MULCH SURFACE
RESOURCE CONSERVATION AREA
WOODEN FISHING DOCK
OPEN SPACE
RESOURCE CONSERVATION
AREA
7.95 ACRES
WOODEN FISHING DOCK
+ PROPOSED NATURE TRAIL
_ V MULCH SURFACE
SiTE DATA AND IMPERVIOUS AREA CU TI
ICU
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Area, AS
%of Side
Imp. Area, Ac Imp. wof Site
Residential l
21.3
49.27%
9.57 21.63%
Commercial
9
0-00%
9 0.00%
Resource Conservation Areas
7.95
17-97%
Q 9.00
Open Space Perp Areas
1.1
2.49%
€l 0.00%
Open Spate
2-39
6-49%
£1 0.00%
Right of Way
11.01
24.88%
9.55 19.32% App x-
Total
44.25
100.00910
18.12 40.96%
OPEN SPACE CALCULATIONS
TIONS'
Area, Ac
% of Site
% NSA
Nates
Site Area 44.26
10.I1011
ROA 7.95
17.97/6
Net Site Area 33.30
92-03II
Open Spate Requ ired 4.54
10.25
12.50
Half Southern Connector RNV 1.70
3-94
Credited toward open space requirement
Active Open Space 1.32
2.93%
Intl. parrs (1.11 At) and trails in open space areas (0.21 At) 25.4°. of total
en space 2.17
4.90
Includes all otter'passivre' open space, = 42% of total open space
Total Open Spate 5.19
11.73%
14.30
OpenNotes
1. Piparian Buffer areas shown on this planand all Resource Conservation Areas shall remain undisturbed in accardancs wilh Article 5 of the
Town of Ofaybn Unified Development Code -
e.2.Oran
2. Orane tree protection fencing shall be required along the pan -motor of the 60' riparian buffier and all other Resource Canswvafion Areas
during tons son to ensure it is not encroached upon -
TYPICAL GAZEBO PICNIC SHELTER
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STABILIZE POND EMBANKMENT
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MEDIA SPECS) 12° INTERNAL WATER
STORAGE WITH
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#57 STONE I i 24• RCP SLOPE
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24° THICK CONCRETE BASE
68 DIA. PERFORATED ADS N-9 _ , -:: •`•::: •.� :y , ' = r•- EXTEND 12g BEYOND RISER (TYP) J
DOUBLE -WALL UNDERDRAIN FILTER FABRIC OR CHOKING
PIPE WITH 5 CLEANOUTSsr,,
2' MIN. STONE ,
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CAST -IN-PLACE CONCRETE
ANTI -SEEP COLLAR, LOCATED AT a
SEASONAL HIGH WATER TABLE THE MID -POINT OF THE PIPE
BIO 1= APPROX EL 225 LENGTH.
BIO 2 = APPROX EL 228
BIORETENTION FACILITY - CROSS-SECTION
NO SCALE
Underdrain Notes:
Place class "C" geotextile fabric and a 2" layer of #57 washed stone beneath underdrains. Underdrains should be F
I 758, TYPE PS 28 or AASHTO M-278 with 3/8perforations at 6" on center, 4 holes per row, and a minimum of 3" of
ravel over underdrain pipes. Cleanouts to be provided at changes in i direction, at 50' intervals or as shown on
9 PP P 9 pipe
--�' plan.
,
Bioretention Facility Operation and Maintenance:
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BIORETENTI - PLAN VIEW,
1'=20'
1. Watering: Watering should not be required after grass is established. However, watering may be required during
ASRAP-APRON prolonged dry periods.
2. Erosion Control: Inspect flow entrances, ponding area, and surface overflow areas periodically. Replace material
o where erosion has occurred. If sediment is deposited, determine the source, remove excess deposits, and correct
_ ( /o) RCP DISCHARGE PIPE the problem.
INV T L 229 ® 0 3. Vegetation: Routine maintenance will be necessary to ensure that the grass is healthy and to remove any weeds.
®000 4. Nutrients and pesticides: Nutrients and pesticides should not be required. If necessary, use sparingly.
r ...�i ' ' 5. Soil Media: The soil media should not need replacing. If problems occur in the soil media, consult a soil
specialist.
'X , RISER/
- Bioretention Facility Notes:
1. A 2.5 -foot deep, homogenous
s soit mixture of 85 t0 88 percent construction sand 8 to
percent fines (sit a
nd
, clay), and 3to 5 percent organic matter shall be used. Soil media should be sent to the NCDA labs to be analyzed. d.
P Ind x forsoil media should range between 10 and 30. The infiltration rate of the soil shall
be between 3.85
and 6 in/hr. Soil characteristics shall be verified by a geotechnical engineer.
' 2. The Bioretention facility shall be planted with grass. Grass shall be sodded and shall not be grown in an
hr P 9
A
t y \
� } impermeable la r h
e such as clay. Hybrid Bermuda centipede, or fescue/bluegrass are recommended.
r * EIAERGEN Y SPILLWAY
1 3. All construction monitoring, and maintenance guidelines in the NCDWQ storm water bm manual shall be
fr , � 9� 9 P
. % followed.
/ ® ' 24•
W !
MASS 1 RIPRAP �o
All /
7k;.
® ® o
GRAPHIC SCALE
20' 0' 90' 20' 40' 80'
RIPRAP FOREBAY BAFFLE SECTION
(NOT TO SCALE)
APPROVED
PER SPECS.
FINISHED GRADE OVER
OUTLET PIPE
TOE OF
2'
RCP OUTLET PIPE
PIPE INV. SEE PLANS
EXTEND RIP RIP
UNDER PIPE
OUTLET PIPE DETAIL
(NOT TO SCALE]
NOTE:
1. OWNERSHIP AND MAINTENANCE FOR
PERMANENT STORM WATER FACILITIES TO BE IN
ACCORDANCE WITH JOHNSTON COUNTY AND
TOWN OF CLAYTON REQUIREMENTS.
VARIES (SEE POND DETAIL)
STABILIZE WITH
VEGETATION LANDLOK TRM450 COMPOSITE
REINFORCEMENT MAT OR
3 EQUAL
�Z� 1 1411
�- COMPACTED EARTH
(95% DENSITY -MODIFIED PROCTOR)
EMERGENCY SPILLWAY
CROSS SECTION
(NOT TO SCALE)
```IIIIIIIII////
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BOTTOM OF FOREBAY -BIO 2 - EL 233.0
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BIO 1- 3° ORIFICE
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BIO 2-1.ORIFICE
TOP OF RISER - 6101- EL 234
BIO #2
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N
a7
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STEPS
COMPACTED BACKFILL OVER TOP F PIPE.
0 0 0
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,,*` ,r= r ,r" f ,r' ''r r'` f ✓' !'i. ✓'",r''''> r'' A ,� # ,wr r ,'' ,,+r"„wd /`.
r r•'*' .'r % .* •' ,.. ✓f,, /,wr '' ,- r / '"',�" '` f',, r* f '* - r''' r'' :• OD
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STORAGE WITH
'r
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TURN -UP PIPE
-t
- - BOTTOM OF RISER - BIO 1- EL 229
4° WASHED SAND - BOTTOM OF RISER - BIO 2 - EL 230.5
1 _
µ.. w
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Il
#57 STONE I i 24• RCP SLOPE
:r
7777 777 7-7, 777 7,77 777 77 77Z
24° THICK CONCRETE BASE
68 DIA. PERFORATED ADS N-9 _ , -:: •`•::: •.� :y , ' = r•- EXTEND 12g BEYOND RISER (TYP) J
DOUBLE -WALL UNDERDRAIN FILTER FABRIC OR CHOKING
PIPE WITH 5 CLEANOUTSsr,,
2' MIN. STONE ,
M0
CAST -IN-PLACE CONCRETE
ANTI -SEEP COLLAR, LOCATED AT a
SEASONAL HIGH WATER TABLE THE MID -POINT OF THE PIPE
BIO 1= APPROX EL 225 LENGTH.
BIO 2 = APPROX EL 228
BIORETENTION FACILITY - CROSS-SECTION
NO SCALE
Underdrain Notes:
Place class "C" geotextile fabric and a 2" layer of #57 washed stone beneath underdrains. Underdrains should be F
I 758, TYPE PS 28 or AASHTO M-278 with 3/8perforations at 6" on center, 4 holes per row, and a minimum of 3" of
ravel over underdrain pipes. Cleanouts to be provided at changes in i direction, at 50' intervals or as shown on
9 PP P 9 pipe
--�' plan.
,
Bioretention Facility Operation and Maintenance:
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1' r \
BIORETENTI - PLAN VIEW,
1'=20'
1. Watering: Watering should not be required after grass is established. However, watering may be required during
ASRAP-APRON prolonged dry periods.
2. Erosion Control: Inspect flow entrances, ponding area, and surface overflow areas periodically. Replace material
o where erosion has occurred. If sediment is deposited, determine the source, remove excess deposits, and correct
_ ( /o) RCP DISCHARGE PIPE the problem.
INV T L 229 ® 0 3. Vegetation: Routine maintenance will be necessary to ensure that the grass is healthy and to remove any weeds.
®000 4. Nutrients and pesticides: Nutrients and pesticides should not be required. If necessary, use sparingly.
r ...�i ' ' 5. Soil Media: The soil media should not need replacing. If problems occur in the soil media, consult a soil
specialist.
'X , RISER/
- Bioretention Facility Notes:
1. A 2.5 -foot deep, homogenous
s soit mixture of 85 t0 88 percent construction sand 8 to
percent fines (sit a
nd
, clay), and 3to 5 percent organic matter shall be used. Soil media should be sent to the NCDA labs to be analyzed. d.
P Ind x forsoil media should range between 10 and 30. The infiltration rate of the soil shall
be between 3.85
and 6 in/hr. Soil characteristics shall be verified by a geotechnical engineer.
' 2. The Bioretention facility shall be planted with grass. Grass shall be sodded and shall not be grown in an
hr P 9
A
t y \
� } impermeable la r h
e such as clay. Hybrid Bermuda centipede, or fescue/bluegrass are recommended.
r * EIAERGEN Y SPILLWAY
1 3. All construction monitoring, and maintenance guidelines in the NCDWQ storm water bm manual shall be
fr , � 9� 9 P
. % followed.
/ ® ' 24•
W !
MASS 1 RIPRAP �o
All /
7k;.
® ® o
GRAPHIC SCALE
20' 0' 90' 20' 40' 80'
RIPRAP FOREBAY BAFFLE SECTION
(NOT TO SCALE)
APPROVED
PER SPECS.
FINISHED GRADE OVER
OUTLET PIPE
TOE OF
2'
RCP OUTLET PIPE
PIPE INV. SEE PLANS
EXTEND RIP RIP
UNDER PIPE
OUTLET PIPE DETAIL
(NOT TO SCALE]
NOTE:
1. OWNERSHIP AND MAINTENANCE FOR
PERMANENT STORM WATER FACILITIES TO BE IN
ACCORDANCE WITH JOHNSTON COUNTY AND
TOWN OF CLAYTON REQUIREMENTS.
VARIES (SEE POND DETAIL)
STABILIZE WITH
VEGETATION LANDLOK TRM450 COMPOSITE
REINFORCEMENT MAT OR
3 EQUAL
�Z� 1 1411
�- COMPACTED EARTH
(95% DENSITY -MODIFIED PROCTOR)
EMERGENCY SPILLWAY
CROSS SECTION
(NOT TO SCALE)
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L6 C6 LOW PT. STA. 16+2'
0.58 FIF E HYDRANT AOSEM13LY
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NOTES
1. ALL SANITARY SEWER MANHOLES TO BE
4'DIAMETER UNLESS OTHERWISE SPECIFIED.
2. SEE SHEET C22 FOR THE STORM DRAIN
SCHEDULE.
Road 1 Profile
VERTICAL SCALE
is 01 33 5' 10, 20'
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ti
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32+00
32+50
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34+50
35+00
35+50
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38+50
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50off 25' 50' 100, 2001
oo
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NOR
295
NOTES
1. ALL SANITARY SEWER MANHOLES TO BE
4'DIAMETER UNLESS OTHERWISE SPECIFIED.
290 2. SEE SHEET C22 FOR STORM DRAIN SCHEDULE.
3. SANITARY SEWER MANHOLES GREATER THAN 12'
IN DEPTH TO HAVE A 5'DIAMETER BASE WITH
ADEQUATE REINFORCEMENT.
285TOWN OF CLAYTON DETAIL FOR INDIVIDUAL
LOT CONNECTIONS FOR WATER AND SEWER
SERVICES.
ng
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m
149
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wf
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0'
NOTES
1. ALL SANITARY SEWER MANHOLES TO BE
4'DIAMETER UNLESS OTHERWISE SPECIFIED.
2. SANITARY MANHOLES R x x,
IN DEPTH TO HAVE A 5"DIAMETER BASE WITH
ADEQUATE REINFORCEMENT.
3. SEE TOWN OF x • OR INDIVIDUAL
LOT CONNECTIONS !! ' WATER AND R
2. SEE SHEET C22 FOR THE STORM DRAIN
SCHEDULE.
6+00 Road 2 Plrv^file
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FES 201 -- INVERT'\EL 243
APRON — CLASS 3 Ilf RAP
—
L= 12, W=9'9 T 24
FES 202 INVERT EL 2A
APRON — CLASS 3 RIP RAF&\ FES 102 APRON
L=24'9 W=27', T=24"CLASS A RIP RAP
cc
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................
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INV 246.5
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3. SANITARY SEWER MANHOLES GREATER THAN 12'
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IN DEPTH TO HAVE A 5'DIAMETER BASE WITH
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■
4. SEE TOWN OF CLAYTON DETAIL FOR INDIVIDUAL
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LOT CONNECTIONS FOR WATER AND SEWER
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= r- GO
laq cel rz?
2. SEE SHEET C22 FOR STORM DRAIN SCHEDULE.
cc C> W7�
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3. SANITARY SEWER MANHOLES GREATER THAN 12'
c:o A co
IN DEPTH TO HAVE A 5'DIAMETER BASE WITH
m -14, to
CPN
ADEQUATE REINFORCEMENT.
co V-- =
W
4. SEE TOWN OF CLAYTON DETAIL FOR INDIVIDUAL
V- cv V--
M
LOT CONNECTIONS FOR WATER AND SEWER
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co M
SERVICES.
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9+50
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Marrian PrIoNfile
240 VERTICAL SCALE
51 ol 31 51 10, 20'
235
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265r,r cu
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275 '_J 27
..... ..... . . ..... av
. ... . ..... ........ ...... ...... .... .tii 06
0
CU
cn
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w
c�
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C"7
co -cm cm
270 wa
2 270
. .. . . . ..
ry
cq cp C6 cm
120 LF C13 cw', c"Z
all
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265r,r cu
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co
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c%d cm
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1z'
0
cm C-)
cm cm
INS
10+50 11+00 11+50
12+00
ONO Z
Z1
13+00
13+50
14+00
14+50
15+00
15+50
16+00
16+50
17+00
17+50
18+00
18+50
19+00
IWO
NOTESNc
�
A
A
i�
c'0
1. ALL SANITARY SEWER MANHOLES TO BE
2
4'DIAMETER UNLESS OTHERWISE SPECIFIED.
E
S
2. SANITARY SEWER MANHOLES GREATER THAN 12
IN DEPTH TO HAVE A 5'DIAMETER BASE WITH
cl-
ADEQUATE REINFORCEMENT.
2
oLL
.
_2
.. . . .
3. SEE TOWN OFC DETAIL FOR INDIVIDUAL
*r5'
LOT CONNECTIONS FOR WATER AND SEWER
93
E
E
ECD
kf�m
Agog
A
SERVICES.
.0
09
091
4. SEE SHEET C22 FOR THE STORM DRAIN
r -_co
cc
SCHEDULE.
G
C,
c>
C51
C50
10�
ME
KR
Lu uj
150 Rcp r DIP LINE (D
cc
280 Lu WATER 280
A . . . ... .. . .....
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0 cu
cm
18" Rcp,�L
1,_
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275 '_J 27
..... ..... . . ..... av
. ... . ..... ........ ...... ...... .... .tii 06
0
CU
cn
15B RCP
w
c�
c1ld . m"r ca cu
cu cu 0
cr-;
C"7
co -cm cm
270 wa
2 270
. .. . . . ..
ry
cq cp C6 cm
120 LF C13 cw', c"Z
all
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cu (D co
cq C4 cm
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265r,r cu
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...... .. . .. ........
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cm
cm C-)
cm cm
INS
10+50 11+00 11+50
12+00
12+50
13+00
13+50
14+00
14+50
15+00
15+50
16+00
16+50
17+00
17+50
18+00
18+50
19+00
RIE11
Road 3 Piruofile
VERTICAL SCALE
v 3' 51 10, 20'

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PVI ELEV. 284.00
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HIGH PT_ FI FV 9R3 99 HnRlMNTAI SCAT F
NOTES
1. ALL SANITARY SEWER MANHOLES TO BE
4'DIAMETER UNLESS OTHERWISE SPECIFIED.
2. SANITARY
} R SEWERMANHOLES
1` GREATER
iR
!-- - w .•
�6UATE R I E ; INFORCEMENT.
�EE TOWN OF • DETAIL •R INDIVIDUAL
r CONNECTIONS FOR WATER AND SEWER
Fx
• 0
�,° ® %-
06 vi C6 C6 06 C6 cy;
to Co Lo Lo qcr Cn Cm
cm cm Cm Cm Cm Cm Cm Cm CN Cm Cm Cm
+50 '+ + + + + + +
1t
m
PEI
M
K.
MR
ME
REM
WE
UPSTREAMUPSTREAM#
CB *'1
DOWNSTREAM #
CB #2
Storiml D'
fill Schedule
UP RIM E ( UP INVERT (FT) ®OLIN RIM E (FT) DOWN INVERT (FT) LENGTH (FT)
283.411 278.91 283.41 278.78 27.21
SLOPE ('Yo)
0.50
®IA (IN) MAT
15.00 RCP
CB #2
I CB #4
283.411
278.58
280.93
276.54
109.04
1.87
15.00 RCP
CB#4
ICB#6
280.93
276.341
C.C)•
274.08
100,07
2,26
15.00 RCP
CB#6 6
CB #7
278.721
273.881
278.18
273.34
40.89
1.32
18.00 RCP
CB #7
CB 99
278.18
273.14
275.65
271.05
44.19
4.731
18.00 RCP
CB #9
C3#11
275.65
270.85
264.76
260.13
110.17
9.73
18.00 RCP
CB #11
CB #13
264.76
259.93
254.82
249.69
104.17
9.831
18.00 RCP
CB #13
I CB #21
254.82
249,49
249.43
244.29
84.35
6.16
24.00 RCP
CB #21
CB #23
249.43
244.09
244.79
239.93
73.111
5.691
24.00 RCP
GB #23
CB #25
244.79
239.73
234.32
227.861
104.50
11.36
30.00 RGP
CB #25
CS #26
234.32
227.66
224.29
221.971
56.85
10,00
30,00 RCP
CB #1;3
CB #4
280.93
276.68
280.93
276.541
27.32
0.51
15.00 RCP
CB #5
CB ##6
278.71
274.46
278.72
274.081
27.42
1.401
15.00 RGP
CB #8
CB #9
275.68
271.43
275.65
271.051
27.01
1.42
15.00 RCP
CB #10
CB #11
264.761
260.51
264.76
260.13
27.00
1.411
15.001 RCP
C8#12
CB #13
254.82
250.57
254.82
249.69
27.00
3.27
15,00 RGP
CS #14
CB #15
262411
258.16
26241
258.02
27.00
0.501
15.00 RGP
CB #15
CB #17
262-411
257.821
258.911
254,34
93.49
3.721
15.00 1 RCP
GB #17
CB #19
258.91
254.14
254.22
249.08
58.37
8.67
18.00 RCP
CB #19
CB #21
254.22
248.881
249.43
244.29
37.55
12.221
24.001 RCP
CB #16
CB #17
258.97
254.721
258.91
254.34
27.02
1.42
15.00 RCP
CB 918
CB 919
254.22
249.971
254.22
249.08
27.00
3.29
15.001 RCP
CB #2D
CB #21
249.43
245.181
249.43
244.29
27.00
3.29
15.00 1 RCP
CB #22
CB #23
244.81
240.D71
244.79
239.93
27.001
0.52
24.001 RCP
CB #24
CB #13
256.000
251.701
254.82.
249.69
21.38
9.40
15.00 RCP
CB #27
CB #28
283.44
279.191
283.44
278.81
27.GDI
1.43
15.00 RCP
CB 928
CB #32
283.441
278.61
280.17
275.13
78.00
4.46
18.00 RCP
CB #32
CB #34
280.17
274.93
272.751
268.12
95.60
7.12
18.00 RCP
CB #34
I -CS #36
272.75
267.92
263.98
258.85
85.62
10.59
18.00 RCP
CS #36
CS #42
263.98
258.65
256.04
251.04
77.23
9.85
24.00 RCP
CB #42
CB #44
256.04
250.84 1
249.43
244.79
69.33
8.73
24.00 RCP
CB #44
CB #46
249.43
244.59
243.48
238.48
89.45
6.83
24.010 RCP
CS #46
CB#48
243.48
238.28
238.39
229.90
69.95
11.98
30.00 RCP
CS #48
CB #50
238.39
229.70
225.00
225.00
101.58
4.63
36.00 RCP
GB #29
CB #30
28244
278.19
282.32
278.05
27.64
0.50
15.00 RGP
CB #30
CB #31
282.32
277.85
280.17
275.71
33.97
6.30
15.00 RCP
CB #31
CS #32
280.17
275.51
280.171
275.13
27.00
1.42
15.00 RCP
CB #33
CB #34
272.75
268.50
272.751268.121
27.00
1.41
15.00 RCP
CB #35
CB #36
263.981
259.73
263.98
258.851
27.00
3.27
15.00 RCP
CB #37
I CB #38
263.131
258.88
263.13
258.74
27.00
0.50
15.00 RCP
CS #38
JGB
263.13
258.541
260.64
256.14
74.86
3.21
15.00 RCP
CB #40
CB #41
260.64
255.941
256.04
252.54
33.97
10.00
18.00 RCP
CB 941
CB 942
256.04
252.341
256.041
251.04
27.001
4.83
18.00 RCP ji
CB #43
CB #44
249.43
245.18
249.43
244.791
27.00
1.43
15.00 RCP
CS #45
CB #46 1
244.16
239.16
243.481
238.48
34.10
2.00124.00
RCP
CB #47
CB #48 1
237.01
232.76
238.39
229.90
23.37
12.261
24.00 RCP
CB #49
CB #39 1
264.00
259.00
260.901
256.85
24.33
8.841
15.00 RCP
CB #39
CB #40 1
260.90
256.651
260.64
256.14
27.64
1.85
15.00 RCP
GB #51
GB #52
277.38
273.131
277.38
272
38.00
0.50
15.00 RGP
CB #52
GB
277.38
27Z74
274.26
269.00
84.43
4.43
15.00 RGP
CB #54
CS #55
274.26
268.80
274.00
268.541
36.55
0.71
18.00 1 RCP
CB #55
CB #56
274.00
268.34
CB #53
CB #54
274.19
269.19
274.261
269.00
38.02
0.51
18.00 RCP
CB #57
CB #58
295.89
291.64
296.11
289.74
38.12
4.97
15.00 RCP
CB#58
CB #60
296.11
289.541
288.521
283.01
115.98
5.64
24.00 RGP
CB #60
CB #66
288.52
28281
285.88
279.72
75.59
4.08
24.00 RCP
CB #66
CB #68
285.88
279.52
28237
276.531
106.65
2.811
24.00 RCP
CB #68
CS #70
28237
276.031
279.38
273.81
140.00
1.58
24.00 RCP
CS #70
CS #74
279.381
273.611
277.66
271.72
59.20
3.20
24.00 RCP
CB #74
CB #76
277.66
271.52
274.76
269.62
63.87
2.97
24.00 RCP
CS #76
CS #78
274.76
269.42
270.90
265.76
80.38
4.55
24.00 RCP
CB #78
CB #80
270.90
265,56
267.63
262.49
84.521
3.631
24.00 RCP
CB #80
CS #82
267,63
26229
265.44
259.30
84.341
3.54
36.00 RCP
CS #82
CB #84
265.44
259.10
263.03
256.80
90.981
2.53136.001
RCP
CB #84
CS #90
263.03
256.60
26207
254.71
67.40
2.80
36.00 RCP
CB#9D
CB #92
26207
254.51
259.81
251.831
90.57
2.96
42.00 RCP
CB #92
CB #94
259.81
251.63
255.58
247.95
86.221
4.26
48,00 RCP
CB #94
CB #96
255.58
247.75
251.31
244.04
70.6DI
5.26
48.00 RCP
CB #96
CB #97
251.31
243.84
240.001
233.87
61.66
16.17
48.00 RGP
CB #59
CB #60
288.45
284.20
288.52
283.01
38.001
3.15
15.00 RCP
CB #61
CB #62
291.26
286.76
291.271
286.63
27.00
0.50
18.0-0 RGP
CB #62
GB #64
291.27
286.43
287.88
283.431
83.30
3.60
18.00 RCP
CS #64
CB #65
287.88
283.23
285.901
281.20
29.281
6.93
18.00 RCP
CS #65
CB #66
285.90
281.00
285.881
279.72
27.061
4.74
18.00 RCP
CB#M
CB #64
288.11
283.86
297.881
283.43
27.56
1.57
15.00 RGP
CB #67
CB #68
28237
278.12
2BZ371
276.23
27.00
7.00
15.00 RCP
CB #71
CB #72
278.94
274.69
279.22 1
274.55
28.65
0.50
15.00 RCP
CB #72
CB #73
279.22
274.35
277.681
272.80
29.71
5.20
15.00 RCP
CB #73
CB #74
277.681
27260
277.66
271.72
27.00
3.25
15.00 RCP
CB #75
CB #76
274.761
270.51
274.76
269.62
27.00
3.28
15,400 RGP
GB#77
CB #78
270.90
266.40
270.90
265.76
27.00
2.37
18.00 RCP
CB #79
CB #80
267.63
262.631
267.63
26Z491
27.00
0.52
18.00 RCP
CB #81
CB #82
265.44
261.191
265.44
259.301
27.00
6.99
15.00 RCP
CB #83
CB #84
262.93
258.431
263.03
256.80
27.52
5.94
18.00 RCP
CB #85
1 CB #86
267.86
263.611
267,86
263.47
27MI
0.50
15.00 RCP
CB #86
CB #88
267.86
263.271
265.00
259.95
59.401
5.59
15.00 RCP
CB#88
CB #89
265.00
259.751
261,96
256.55
29.511
10.85
15.00 RCP
CB#89
CS #90
261.96
256.35
262.07
254.711
27.47
5.971
24.00 RCP
CB #87
CB #38
264.32
260.07
265.00
259.951
24.75
0.491
15.00 RCP
CB #91
GB #92
259.81
255.56
259.81
251.831
27.00
13.821
18.00 RGP
CS #93
CB #94
255.58
251.33
255,58
247.95
27.00
12.521
18.00 RCP
CB #95
ICBM251.31
246.81
251.31
244.041
27MI
10.28
24.00 RCP
CBM
I CB #99
256.76
252.51
256.76
25Z371
27.001
0.50
15.001 RGP
CB #99
jewol
256.76
25217
25271
248.33
70.15
5.48
15.00 RCP
CB #101
jC3#102
25271
248.13
244.62
245.13
29.99
10.00
15.00 RCP
CB #100
CB #101
252.71
248.46
25Z711
248.33
27.00
0.49
15.00 RCP
CB #103
C3#104
280.76
276.51
280.76
276.38
27.00
0.50
15.00 RCP
C8#104
GB #106
280.76
276.18
277.941
273.30
97.33
2.961
15.00 RCP
CB #106
CB #108
277.94
273.10
272.55
267.91
88.58
5.86 j
18.00 RCP
CB #108
CB #110
27255
267.71
268.85
264.21
82.76
4.23
18.480 RGP
GB #110
CB #111
268.85
264.01
267.45
26211
28.28
6.72
18.00 RGP
GB #111
CB #112
267.45
261.91
267.441
261.78
27.00
0.501
24.00 RCP
CB #112
CB #114
267.441
261.58
262.80
257.67
90.71
4.31
24.00 RCP
CB #114
CB #116
262.80
257.47
259.14
254,03
130.58
2.63
24.00 'RGP
CB #116
CB #117
259.14
253.83
257.75
252.45
32.15
4.30
24.00 RGP
CB #117
CB #132
2-57.751
25225
256.98
250.47
29.74
5.98
24.00 RCP
CB #132
GB 9134
256.98
250.27
251.61
245.03
89.86
5.83
36.00 RCP
CB #134
CB #137
251.61
244.83
240.00
24200
116.35
243
36.00 RCP
CB #137
CB #153
240,00
241.80
253.551
233.00
181.74
4.84
36.00 RCP
CB #105
CB #106
277.94
273.69
277.94
273.30
27.00
1.43
15.00 RCP
CB #107
CB #108
272.55
268.30
272.551
267.91
27.00
1.43
15.00 RGP
CB #109
GB #110
268.851
264.60
268.85
264.21
27.00
1.44
15.00 RCP
CB #113
CB #114
262.80
258.55
26280
257.67
27.00
3.27
15.00 RCP
CB #115
CB #116
259.181
254.93
259.14
254.03
30.74
2.93
15.00 RCP
GB #118
CB #119
291.32
287.07
291.32
286.69
27.00
1.43
15.00 RCP
CB #119
CB #121
291.32
286.49
289.981
285.34
92.76
124
18.00 RCP
CB #121
CB 9123
289.98
285.141
288.26
283.631
94.16
1.60
18.00 RCP
CS #123
CB #125
288.26
283.431
283.26
278.631
98.83
4.86
18.00 RCP
CB 9125
CS #127
283.26
278.431
275.89
270.75
84.24
9.12
18.00 RGP
CB #127
CB #129
275.89
270.55
263.70
258.57
113.35
10.57
24.00 RCP
CS #129
CB #131
263.70
258.37
258.91
253.75
129.68
3.56
24.00 RCP
GB #131
CB #132
ICB
258.91
253.55
256.98
260.471
87.321
3.531
24.00 RGP
CB #120
CB 9121
289.98
285.73
289.98
285.341
27.001
1.441
15.00 RCP
CS #122
#123
288.26
284.01
288.26
283.631
27.001
1.411
15.00 RCP
CB #124
I CS #125
283.26
279.011
283.26
278.631
27,00
1.42
15.00 RCP
CB #126
CB #127
275.89
271.64
275.89
270.751
27.001
3.29
15.00 RCP
C8#128
CB #129
263.70
259.45
263.70
258.571
27.001
3.26
18.00 RCP
C8#130
CB #131
258.89
254.39
258.91
253,751
27.261
2.34
18.00 RCP
C8#133
CB #134
251.61
246.66
251.611
245.03
27.00
6.05
18.00 RCP
CB 9135
CB #69
281.00
277.00
279.371
275.071
26.831
7.19
18,00 RCP
C8#69
CB #70
279.37
274.87
279.38
273.81
27.00
3.92
18.00 RCP
CB #142
CB #143
243.20
238.70
243.20
238.06
27.00
2-361
18.00 RCP
CB #143
ICB#145
243.20
237.86
24Z721
237.591
44.18
0.61
24.00 RCP
CB #145
CB 9147
24272
237.39
243.301
236.81
63.331
0.92
24.00 RCP
CB 9147
CB #148
243.30
236.61
238.12
235.76
24.10
3.53
24.00 RCP
CB #146
CB #147
243.30
238.80
243,30
236.81
27.00
7.39
18.00 RGP
CB ##149
CB #150
265.45
261.20
265.451
261.01
38.00
0.50
15.00 RCP
CB #150
CB #151
265.45
264.81
265.00
260.36
35.36
1.28
15.00 RCP
CB #151
GB #152
265.00
260.16
CB #156
CB #154
298.59
293.81
298.84
294.89
13.92
-7.72
24.00 RCP
CB #154
CB #155
298.84
294.69
298.63
294.38
28.791
1.08
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C8#155
CB #58
298.63
294.18
296.11
289.74
34.751
12.77
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CB #157
CB #138
25200
246.00
246.80
242.50
15.851
22.08
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CS #138
#139
246.80
24230
246.801
24Z171
27.001
0.501
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CB #139
CB #141
246.80
241.97
245.081
240.451
94.161
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CB #141
CB #143
245.08
240.25
243.201
238.06
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CB #158
CS #140
250.00
246.00
245.08
240.78
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CB #141
245.08
240.58
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240.45
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CS #144
24200
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CB #145
242-72l
238.47
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237.59
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255.00
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Sanitary Sewer Outfall - Profile
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VERTICAL SCALE
NOTES
1. ALL SANITARY SEWER MANHOLES TO BE
4' DIAMETER UNLESS OTHERWISE SPECIFIED.
2. SANITARY SEWER MANHOLES GREATER THAN 12'
IN DEPTH TO HAVE A 5' DIAMETER BASE WITH
ADEQUATE REINFORCEMENT.
3. SEE TOWN OF CLAYTON DETAIL FOR INDIVIDUAL
LOT CONNECTIONS FOR WATER AND SEWER
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4. ALL ACCESS TO PUBLIC UTILITY EASEMENTS
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\ 11 11_1� ,-.*, GENERAL EROSION AND SEDIMENT CONTROL NOTES:
\ 1. ALL CONSTRUCTION SHALL COMPLY WITH TOWN OF CLAYTON AND
I 1\ 11" JOHNSTON COUNTY STANDARDS AND SPECIFICATIONS.
) ,--*,' 2. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE ON FILE AT
00 \ ,-.*' THE JOB SITE AT ALL TIMES.
V_ 3. FAILURE TO FOLLOW THE APPROVED PLAN SEQUENCE AND DETAILS
Z_ __�_____.,�', I __W
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I _...,ft ­� I COULD SUBJECT THE CONTRACTOR TO FINES AND PENALTIES ISSUED BY
_­­ 1�;�
1� TOWN OF CLAYTON AND / OR JOHNSTON COUNTY.
1 4. CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS AND GRADES ON THESE
0 "If, N / iF" / PLANS PRIOR TO CONSTRUCTION. FAILURE TO NOTIFY THE OWNER OF
?� III, \N',% EI'R�IICAN H�,(,-.)MES 4 . RENT / ANY DISCREPANCIES PRIOR TO PROCEEDING WITH PLAN OR GRADE
I / CHANGES, MAY RESULT IN NO EXTRA COMPENSATION PAID TO THE
\ CONTRACTOR FOR ANY WORK DONE DUE TO DIMENSIONS OR GRADES t -
I I '� PROPERTIES N1NEj.1.0 / o 00
SHOWN INCORRECTLY. %n 10
' I )-E! � ,� / 5. EXCAVATION AND EARTH MOVING OPERATIONS SHALL BE CONDUCTED 1�1 It- 9
, -1 "' P 111i"Ill 11,111161 E58`, " 2- 9,,,',,, - 2 0 3 4 99 "
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�111 I � _ __ 1__11" ,� \ I/ / N/F UNDER THE SUPERVISION OF THE GEOTECHNICAL ENGINEER. 0-4 Cd
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/ 6. VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO V) 0-4
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I / \/ K E V I N 1""f Hll� S E K CONSTRUCTION. EXISTING UTILITIES SHOWN ARE FROM THE BEST P4 * r. tw
�, N,/F �,, ZONIN& R8/ "" I /'\, !a a
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-11 1-11 I � < III'/ DS 4628 IP 672 OF THE INFORMATION. ALL EXISTING UTILITIES SHOULD BE CONSIDERED 0 0 .
`11 I 6 5 81 2 - 9 5 -1 !_9'51� 15" z N " Z W
� sm ('fl,11CS PROPERTIIES, LUD"it :, ��� � ez �� I APPROXIMATE IN LOCATION AND VERIFIED PRIOR TO COMMENCING 0* .- P4
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" , " 1 1­^�,11,
" U, , ", 7-' t"M L-�-_7­1- ---�_ __� p THE END OF EACH WORK DAY TO ENSURE NO SEDIMENT COLLECTS ON r. 5 - tn I ,
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7�� I //`-` --­ " ".�,' 4 BASIN 2' . 9. INSTALL ANY ADDITIONAL EROSION CONTROL MEASURES AS NECESSARY
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Atit"THIS SkI,L_ I "', - " 11 " , �,I, -:::*-'%* ` `_ -111, - DEVICES AND STORM WATER OUTFALLS BE INSPECTED WEEKLY (EVERY 7
­_ . "'N"N", , �'\, "I", 1W %,, 1JUMN 1 CALENDAR DAYS) AND WITHIN 24 HRS OF A.5 INCH RAIN EVENT. IT WILL BE V 11 I
11 ,
, ",-7- �� ---, L� "-,-- ­­,", , ­,,,--­,, ,�', " �_� f 777�7­ "I'll 11111',� ", 0 0 T r THE RESPONSIBILITY OF THE CONTRACTOR TO CONDUCT THESE I 2
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: RtVE'kB FA99,, "" 7_`��"' " I INSPECTIONS AND MAINTAIN RECORDS UNTIL THE AREA HAS STABILIZED, I
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� �11 " I I 1\ ��11­1� �", I \ , " � � TO FACILITATE RAINFALL MONITORING A RAIN GAUGE IS REQUIRED TO BE 0 rs 21
't, %IjL )PE" M,h"P SILT FE E BAFF ON SITE. ADDITIONALLY THE CONTRACTOR IS RESPONSIBLE FOR �
" ,," �
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, ,� " _'I P) -`� _:""',,�,, I f CONDUCTING "SELF INSPECTIONS" INDICATING THE DATE THE BASINS &I",
I , _-1 ,,,, ,�, ", , ­­� 1MIF I SEE DE L ARE INSTALLED AND STABILIZATION MEASURES (SEEDINGIMULCHING OR 2 Ell,- N 11",
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"__.� , � , ;- :::�\ \ I "INNI, I It \,,, & SEE CK RT THISIC MAINTAINED ALONG WITH THE "NPDES' INSPECTION REPORTS. ONCE % i
ak"I'a I Nas­ �,�, ,,
'L�* .;-�ITIN� , , I � I
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""A % jui I BE FO WARDED TO STORMWATER INSPECTOR AND ALL TEMPORARY
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� "", " , j ,, SEE, PERMITS AND PLANS, ANY CHANGES WILL BE APPROVED BY THE STATE
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1, PRIOR TO EXECUTION. A COPY OF THE EROSION AND SEDIMENTATION
" . . �� % 11, " 't, %, I "," ­ -1 , , &A.M
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,
� - "I I ,/I I 11 t! I j 11-11 � , " " � "I'% 1_11-k-11114 k � � i ;,";; I ", \1,cz_,,,;�, 'i,-) ,,,,Q,J�, f,`,1,7,^,- TEMPORARY DIVERSION DITCHES TO BELINED WITH
?I I" � ,� I �, � , - _
I I I : Y ,f / I � , I I I � f , ,� 'i
! f , �, " I ,,,, I ,f \ POLY I STRAW LINER (SC250) BY NORTH
;F �_ z__ ,/�,' ,&W' ,�_ I 11 � , " I " M11i I , ,,, A, #,% �,% ""
� 101�,v ... ., 1 _61, / ,,, 1 ,� "', �,�, , I � � \
- 7 "ar". , I, ,� j y I �
11 /11 " I , E-) 275 AMERICAN GREEN OR APPROVED EQUAL.
I .. . I I I I / / X � ', '14., �­--`­­'r '1-1 ...... If t � 1 111,1_'4 �111�'.7�J U
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, I If I / � " / I i I I I � �, I STOCKPILE DESIGN CRITERIA . I _VjWK-_ =�
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T, - 11 J/ "I, / // / "/ I I/ " ", ,, ,�_� / L� - J to
..... .... 4", 77f'� , , I/ / 2- 7f- 1. STOCKPILING MATERIALS ADJACENT TO A DITCH, DRAINAGEWAY, WATERCOURSE, , =
I -, " I /I'.-- __ ­ -I/ , 701"t? I'll / " "', ", 41 i � WETLAND, STREAM BUFFER, OR OTHER BODY OF WATER SHALL BE AVOIDED UNLESS < 0
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I � ,� "/ , , ,, I X � , // ", ,,, 11 "I'll' ,,, I & OFF-SITE SPOIL OR BORROWAREAS MUST BE IN COMPLIANCE WITH JOHNSTON vo P.
�,,,, 7,11 , ""fl- ..... _-, .-, I I "'t " ",�' ,,, / ", "'I', "I 'I'll ,/,0 "', " . ..... ,, ) SEE D ­0toom.0- I .
"I'll- ","",11"', ,� "' I', z "" / ", , "", /""/, ", I �, ,,, � COUNTYAND STATE REGULATIONS.ALL SPOILAREAS OVERANACREARE REQUIRED d7 I
"I, ,""", ,,,,, ,,� , , , , �, ,,r " ,
­­ � . ... ... 1 . . ...... -­ /I , �, ""� " / " " /', ,,,, I I � TO HAVE AN APPROVED SEDIMENT CONTROL PLAN. DEVELOPERICONTRACTOR �
/ - A�" 11 /' I /
1�1111` It!_- --,---: . .. . ...... � I � � I ""I" I BASI SHALL NOTIFY JOHNSTON COUNTY OF ANY OFFSITE DISPOSAL OF SOIL, PRIOR TO
, �
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It-, . . ... .. ,", / ,�, K"r��_'-f--`_,"', "e'll, ", / , � XA, "') EE J /THIS SHEET DISPOSAL. FILL OF FEMA FLOODWAYS AND ON-ENCROACHMENTAREAS ARE
"I" , ," , /'x� � 11�,<','�, SEE,
" "
91,11", , I ,_ "1111-1- "'­ "", , , I,' , , , >", "I "e, ,,, I ; , / / I/ PROHIBITED EXCEPTAS OTHERWISE PROVIDED BY SUBSECTION 14-19-2 OF THE
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For drainage areas < 5 acres
Min. volume = 3,600 cf per acre disturbed
Min. am = 435 ef per Q1G cis
Weir Equation: L=QICHA312
LNV-. 2:1
NONE
(BUILDERS,
SKIMMER:
For drainage areas < 10 acres
Min. volume = 1,SM cf per acre disturbed
Min. area = 325 ef per Q10 cls
Weir Equation: L=OJCHA312
UW: 2:1 - 6:1
8
j1
RISER:
-
For drainage areas > 10 acres
Min- volume = 1,8G0 cf per acre disturbed
Mm_ area = 435 sf per 010 cis
Weir Equation: L--WCHA3J2
LIWV. 2:1
- ---
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;F �_ z__ ,/�,' ,&W' ,�_ I 11 � , " I " M11i I , ,,, A, #,% �,% ""
� 101�,v ... ., 1 _61, / ,,, 1 ,� "', �,�, , I � � \
- 7 "ar". , I, ,� j y I �
11 /11 " I , E-) 275 AMERICAN GREEN OR APPROVED EQUAL.
I .. . I I I I / / X � ', '14., �­--`­­'r '1-1 ...... If t � 1 111,1_'4 �111�'.7�J U
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I/; / - '0 ", I " 11 11 P / / ,­-,� 1_;111111'1'V I � ,, � � 1 ,� / i I %fo #00
/ // ,,/', 11 , "" "" / "', / ,­/' , 1. 'i P 0 .wg
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, / / I � 11 / ,,,, , / , � � � I ii � %- -k% C-3
, I If I / � " / I i I I I � �, I STOCKPILE DESIGN CRITERIA . I _VjWK-_ =�
, 1, i / i I I/ / /' _11141 1�1_v / "I �/' "I J11 I -', -Z I �� f 5,�!,, �., W
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T, - 11 J/ "I, / // / "/ I I/ " ", ,, ,�_� / L� - J to
..... .... 4", 77f'� , , I/ / 2- 7f- 1. STOCKPILING MATERIALS ADJACENT TO A DITCH, DRAINAGEWAY, WATERCOURSE, , =
I -, " I /I'.-- __ ­ -I/ , 701"t? I'll / " "', ", 41 i � WETLAND, STREAM BUFFER, OR OTHER BODY OF WATER SHALL BE AVOIDED UNLESS < 0
,,,,, ,,,,-,-,," /,��!,_,,'/_, "_ ...... . ,11/_ e / "If"i"1111 /I V " '17 . ... 9 U
-
/, ___ "',", " /' // I If/ 7,1, 1 / , / , /' I", "I f, 11 / AN ALTERNATIVE LOCATION IS DEMONSTRATED TO BE UNAVAILABLE. . � I=
,,� "I / * el /` / / / ", / / ,� ?,­� __,� "I �, '. _j 2
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" I / ,, "I If I-, 2. ANY CONCENTRATED FLOW LIKELY TO AFFECT THE STOCKPILE SHALL BE I- I _� I--
`1, i i \ F. .11.1
I / / " / / "I 1�1 �
,11111 " ", I If 1 "I" � / / ,,, � � " I 1, 4 \
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, � �, / �' , ,,,,, ,,/ ,,, � " / �
I � ,� "/ , , ,, I X � , // ", ,,, 11 "I'll' ,,, I & OFF-SITE SPOIL OR BORROWAREAS MUST BE IN COMPLIANCE WITH JOHNSTON vo P.
�,,,, 7,11 , ""fl- ..... _-, .-, I I "'t " ",�' ,,, / ", "'I', "I 'I'll ,/,0 "', " . ..... ,, ) SEE D ­0toom.0- I .
"I'll- ","",11"', ,� "' I', z "" / ", , "", /""/, ", I �, ,,, � COUNTYAND STATE REGULATIONS.ALL SPOILAREAS OVERANACREARE REQUIRED d7 I
"I, ,""", ,,,,, ,,� , , , , �, ,,r " ,
­­ � . ... ... 1 . . ...... -­ /I , �, ""� " / " " /', ,,,, I I � TO HAVE AN APPROVED SEDIMENT CONTROL PLAN. DEVELOPERICONTRACTOR �
/ - A�" 11 /' I /
1�1111` It!_- --,---: . .. . ...... � I � � I ""I" I BASI SHALL NOTIFY JOHNSTON COUNTY OF ANY OFFSITE DISPOSAL OF SOIL, PRIOR TO
, �
-111" 1111," I - � -in / � ,,, I �," ,zl "" "' , / 11 ,,, I
`­ ___ 1, , I" I '/ 11 I'll I'll (S
,
4, -" ,/ " "", ,", "'I"�,",
It-, . . ... .. ,", / ,�, K"r��_'-f--`_,"', "e'll, ", / , � XA, "') EE J /THIS SHEET DISPOSAL. FILL OF FEMA FLOODWAYS AND ON-ENCROACHMENTAREAS ARE
"I" , ," , /'x� � 11�,<','�, SEE,
" "
91,11", , I ,_ "1111-1- "'­ "", , , I,' , , , >", "I "e, ,,, I ; , / / I/ PROHIBITED EXCEPTAS OTHERWISE PROVIDED BY SUBSECTION 14-19-2 OF THE
:::__�:, __ "I,, " ,
"I",
"', ", ,,,�,
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," ,,�, ,, -1
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I ���, � , I , , I , " ,,, ,7
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� � I , "
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� V, 11 -1 �_ 1y; , " I I 1�1 / " ,,, V"I""', "
/ I'll 1�1 ­ I ? 11 "111 ,,, "" ,�, I ", ,,,, " " / , ", ", I", 1/ "I 11 I i " ""I, ,11 11' ..... . I 11 ,,, � ,,, f, / / � ,/
"" ", , / I
""
, ,
-1 "I"" "I'll"', 1�1� 11 �, - 1, 1`1`111'�"111111 ,1`11, I , "I , / I / " ,,, ,� / '114-
11""", -,-.4y 1 11 ,,, I ,/ / ,'�" f", ", ,,, , �`11 / /
"'� / I ­,_ 1-1f I-.- Z.�� , , I , "I'll' 11 " I / / " , / , I ,P ,,,,, I / , "I, /
, I :::��� � : ,""I "", '11` '// .1 �, " ,I I /, �
11", ftlftl P� 11 11 , , � III/ "1;1111.1, , f, ,"", // ",
I -A F , "" ", /I / , / "" , " 1"�' ", 11 /
f "" " / "" / I '/ I I _,4 I "I" """ / 1, ,
/ `­,"', 1111411e, �, , I / , " ,1 � I 1-1 "I "I
""4, 11 "I " " , / , , ,
/ I � f -_ � 11�11�, 1, I I I I,-,, I I "" 1� ( ,,1/11/ � ,/ " I I
It "I'll", � f , " , , / 1,
-,"", ­11.,;,_;:::�, 11 ,�` I ,/ 11 , " / ,t,_,� 111
, GRAPHIC SCALE 11, 'k", /I I " /1,1111
i [ "', I 1144 /1 I/ " " I I /' "-, "I il
11 F I- � ,�17' / I I I
I ""', 1114111 I T 1� / 11 i ... .... . ­ " 1
, ,11
Ur _-, ,_`,11 lkt � ," I / , I 1 / " "' �
�, 6W 01 3W 6W 12W j � "'� � I ... / 1� " , / i, I "" f
k '_ I ��'� f , :, 11-1,1,11411115 1 - ,
1­,� " � I , , 11
�kk.11 � I I , I , W �� "I
��
4 / , I I � "', �j , -i - , ,fj .1
;
/ ,,,t� / / /
-
-
mo "=
e
DESCRIPTION
I I I _­ I
- I =
I I
11
PERIMETER DIKES.
I I I
I I I
I I I
- I
i
TRAP:
;
: I
For drainage areas < 5 acres
Min. volume = 3,600 cf per acre disturbed
Min. am = 435 ef per Q1G cis
Weir Equation: L=QICHA312
LNV-. 2:1
NONE
(BUILDERS,
SKIMMER:
For drainage areas < 10 acres
Min. volume = 1,SM cf per acre disturbed
Min. area = 325 ef per Q10 cls
Weir Equation: L=OJCHA312
UW: 2:1 - 6:1
-_ ---
j1
RISER:
-
For drainage areas > 10 acres
Min- volume = 1,8G0 cf per acre disturbed
Mm_ area = 435 sf per 010 cis
Weir Equation: L--WCHA3J2
LIWV. 2:1
- ---
I
i I
I
L
": �
6. THE APPROVED PLAN SHALL PROVIDE FOR THE USE OF STAGED SEEDING AND
NONE
LW
0
=
=
m5=omiialalmiffl
__
SLOPES STEEPER
(D
0
cc
No
7. ESTABLISH AND MAINTAIN A VEGETATIVE BUFFER AT THE TOE OF THE SLOPE
PRACTICAL).
lifflem
_6-0 M
cl) I
TO PERMANENj3 I
(WHERE
STEEPER THAN 2:1,14 DAYS
. -
���11������
UPON APP ' / . I
AREALLOWED
�
.j
E�Uffm=���01
7 -DAYS FOR SLOPES
FLATTER
����
��
���������������������--"--��������
LENGTH
ALL OTHER AREAS
NONE (EXCEPT FOR
WITH SLOPES
14 DAYS
PERIMETERS AND HOW
������
FLATTER THAN 4:1
.
.
������������0���������������
��
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������E[T_77!1111111
- ��������NEM=��10��������
��
�!=�El Effrir-7,7,111111111����
����������_,
���M!����
�1111
�� 111111IMMI!
�311111�1=�=!
���111111111=�
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��
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- I-,--- _4`__T____,t,____SL( I
- , I - - 11 ­­-, W-114 _R'"', , "A -4
, __ -
IIII/117--_
""�;_���,�,.",�-17.!�-,-i.-,�--', a ," - M�
NPDES; GROUND STABILIZATION:
1. SOIL STABILIZATION SHALL BE ACHIEVED ON ANY AREA OF A SITE WHERE LAND -DISTURBING
SCHEDULE:
A. ALL PERIMETER DIKES, SWALES, DITCHES, PERIMETER SLOPES AND ALL SLOPES STEEPER THAN
3 HORIZONTAL TO I VERTICAL (3:1) SHALL BE PROVIDED TEMPORARY OR PERMANENT
STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7
CALENDAR DAYS FROM THE LAST LAND -DISTURBING ACTIVITY.
B. ALL OTHER DISTURBED AREAS SHALL BE PROVIDED TEMPORARY OR PERMANENT
STABILIZATION WITH GROUND COVER AS SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 14
CALENDAR DAYS FROM THE LAST LAND -DISTURBING ACTIVITY.
Phase 1 Erosion Control
Disturbed Area � 772,890 SF (1 7.7 Ac)
11VIlvir-M - ru off -r-
. 7- SEE CHART THIS SH
.
mo "=
e
DESCRIPTION
I I
SLOPE TO KEEP WATER FROM RUNNING UNDERNEATH THE PLASTIC.
THIS SITE
PERIMETER DIKES.
=
I I /
( (
5. IF A STOCKPILE IS TO REMAIN FOR FUTURE USE AFTER THE PROJECT IS
COMPLETE ETC.), THE FINANCIAL RESPONSIBLE PARTY MUST N07IFY
z
_�d
(D
0
- 11-
NONE
(BUILDERS,
I
0 cc
j1
JOHNSTON COUNTY OF A NEW RESPONSIBLE PARTY FOR THAT STOCKPILE.
0 0
L
": �
6. THE APPROVED PLAN SHALL PROVIDE FOR THE USE OF STAGED SEEDING AND
NONE
LW
0
=
=
1 CONVERT TEMP Z I
MULCHING ON A CONTINUAL BASIS WHILE THE STOCKPILE IS IN USE.
SLOPES STEEPER
(D
0
cc
1 BASIN 4 . .
.
7. ESTABLISH AND MAINTAIN A VEGETATIVE BUFFER AT THE TOE OF THE SLOPE
PRACTICAL).
�
M
�
_6-0 M
cl) I
TO PERMANENj3 I
(WHERE
STEEPER THAN 2:1,14 DAYS
. -
UPON APP ' / . I
AREALLOWED
�
.j
Z�
W =
=
11 1, "", ","" ', I 11 I C
\ "" : �", " " `�, """"', I 1, " r, ' I *j _4__&
" ", � , ", , ,- Cc CU 0
1 ,
, , , , ,, ,",
,
\ I "'A �, - I - I _ I BASIN REMOVAL SEQUENCE
"k,", "� " 11� " ,,,, `-, 1� 6,S JO 00
"': ,
,%,�,z ,,,,,,,,, ,,,,, - ,,,� #"(E�,',` L.
,, "", :­ " ,,,,,,,,��,
" � , I'll, I 11 E I 1. SCHEDULE A SITE MEETING WITH JONSTON CO. ENVIRONMENTAL ENGINEER
, , ,,,,, I ... .... ,,, ,,,,,,,,,,, 11 " � I JI, A , ", �, 0) W a
"'7 ,�­,, - '-,,\,�,,,,`,\ \ ", \) � �111,� If/, � I , �� EC' , / I DETERMINE IF A BASIN CAN BE REMOVED. INSTALL SILT FENCING OR OTHER 0) 0
1-11-11111 "IN ,,� ", I "e � I , '11, \ � �_� TOR / / / � TEMPORARY EROSION CONTROL MEASURES AS NEEDED PRIOR TO REMOVAL OF THE a
", I'll, . I "I I " I I i I , -0
"I 11 I � " I 0 CU (1) 'au)
1, \ 11 it... = -&=
1�' , Ili 'f. ,,, �, , " \1 1_/ . � BASIN.
\ q& "I
..=
NPDES GROUND STABILIZATION SCHEDULE 2. DEWATER THE SEDIMENT BASIN FROM THE SURFACE UTILIZING A SILT BAG. OBTAIN 0 ">- a 0
APPROVAL FROM JOHNSTON COUNTY PRIOR TO INSTALLING THE BMP. � cc -31
DISCHARGE PIPES NEED TO BE EXTENDED, PERFORM THIS OPERATION AT THIS TIME.
"
mo "=
e
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
THIS SITE
PERIMETER DIKES.
M �
CU
SWALES, DITCHES
7 DAYS
NONE
NONE
ANDSLOPES
E5
HIGH QUALITY
0
WATER (HOW)
7 DAYS
NONE
NONE
ZONES
Uj
SLOPES STEEPER
IF SLOPES ARE I (Y OR LESS
I
THAN 3:1
IN LENGTH AND ARE NOT
COMPLETION.
7 DAYS
STEEPER THAN 2:1,14 DAYS
NONE
AREALLOWED
I I
SLOPES 3:1 OR
7 -DAYS FOR SLOPES
FLATTER
14 DAYS
GREATER THAN 50 FEET I
LENGTH
ALL OTHER AREAS
NONE (EXCEPT FOR
WITH SLOPES
14 DAYS
PERIMETERS AND HOW
REMAINDER OF SITE
FLATTER THAN 4:1
.
.
ZONES)
.
DISCHARGE PIPES NEED TO BE EXTENDED, PERFORM THIS OPERATION AT THIS TIME.
"
mo "=
e
�-
::1.,
FINE GRADE AREA IN PREPARATION FOR SEEDING.
M �
CU
V)
4. PERFORM SEEDBED PREPARATION, SEED, MULCH AND ASPHALT TACKANY
E5
RESULTING BARE AREAS IMMEDIATELY.
0
&.
5. WHEN SITE IS FULLY STABILIZED, CALL JOHNSTON COUNTY ENVIRONMENTAL
Uj
ENGINEER FOR APPROVAL OF REMOVING REMAINING TEMPORARY EROSION CONTROL
MEASURES AND ADVICE ON WHEN SITE CAN BE ISSUED A CERTIFICATE OF
COMPLETION.
V_
C�o qr�
04
04 . 0
6 0
z 2E
M
0) F
I . 0 1

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r,
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I
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C)

Cross -Section
View
�I e�
1. PUT SILT FENCE OR TREE PROTECTION FENCE UP
steel fabric Rac f11 trench
Plast �' wd comped
hlattsr
uturo
--"'" thcrOar4hly
nd
-c
THE MUD 15 NOT REMOVED BY THEVEMCLE TRAVEL-
• f
m�ammmm
ING OVER THE STONE, THEN THE TIRES OF THE
�
5pe:
ROADWAY II�AC�ASS
PROPOSEDSTREET. PUBLIC ROAD.
WHICHEVER IS
w tx
G
24" eaRTl
a as mm m a�an'
3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS
p�.D� O
CU N
ON TO THE PUBLIC ROAD, THE GOVERNING AUTHORITY
r m m m
ur a
a mem m ,mmm
WILL CLEAN THE AREA AND INVOICE THE RNANCUUIY
SILT FENCE
NO SCALE
SKIMMER BASIN
NO SCALE
TYPE A
PPE OUTLET TO FLAT AREA WITH NO DERNED CHANNEL
W
FILTER OF 1 INCH DIAMETER F
5t fIPSHEID STTXNIE
p Q as O o
SIL
T FENCE FABRIC- TO " 3
'a
HRRt11�A - CATH STEEL FENCE POST
SB.T FENCE FABRIC CORE
MICE
ON WIRE FE(
PLAN VIEW
SIM FMIDE POST
WIRE FENCE
HARDIIIIIARE CATH
MTM OF T RCH Oi w
1 +4riR. �iU1E- t [ :1Li F ay eP? f Q OHLY ,Nb£P1
TWA
t ry
TYPE B
PIPE OUTLET TO WELL- DEFINED CHANNEL
d
"°gat Tea
--nmm
NOTES
(1) d =1.5 TIMES THE UMMUM STONE
--� La DIAMETER S
INCHES,
3 i# (2) d = V ABOVE MAXIMUM TNLWATER
OR TOP OF CHANNEL BASIC MHICH-
EVERTS LESSIFORUM 7
FOOTING-SEENOTE
(3)La--LENGTH OF RIPRAP APRON.OF
tt (
GSRIXEiD1A>S'.FRDVMESEOTBMM OR S2a=3a_. t
4' @01.) NST WASHED STONE SEDOMO UATBEAL
.. IF STONE Mk- B', PROVOEGEOTWIE WME11MOR
� .�. P PEN .)ISTWAMRED STONE SEDDINSMATS &
STANDARD DISSIPATOR DAD
NO SCALE
IQUELSOTM
L.
am rl
BURY WE FEN HARSirP
_t
ARE CLOTH.
ie'L- :x
SILT FENCE OUTLET
NO SCALE
Arm AsserribIq
P VC F1 barb
a
a�C`TEsLr
.fs �4PPi�War&Y;°ii 6HW,`S�'"ef654ii.@div'�t�,�cmdcn`/5���'3rk tan3v,^u'.nsx..
»..Pvc Fn
aL
SCt"Iedu?',, 4Q
i- cii a Pvc Ne
a.' �­*olei in,
4 trarN;arsid
r Los
3 f
szss S 2
� O e -m t �r Ptps att;C1't.
{'
k"
Flow Flo Eltev
Y
� � y
yam.;.,. "�'�'-� r Ss ,r. Y' m � ➢ 'rix" 'u
a P{I {
I*S i �ev7:alllr
RiPWR Reack'alf, I Mir,
a -i heti ftt fmm rand Shoulder yI ,
S
t
r z "
r
r
r
m
j
r �
S
tsr t f.t,
Iter 5n try
Unit
PVC Vent
IPE
ROCK INLET PROTECTION
e T
ch dot
I vcISipe.
PT 7%, \
tt
SURFACE DISCHARGE (SKIMR 'IER) DETAIL
rem
1WMIN.
NOTES,
BUT SUFFICIENT TO KEEP
1. PUT SILT FENCE OR TREE PROTECTION FENCE UP
SEDIMENT ON SITE
TO ENSURE CONSTRUCTION ENTRANCE IS USED.
N
2. IF CONSTRUCTION ON THE SITES ARE SUCH THAT
-c
THE MUD 15 NOT REMOVED BY THEVEMCLE TRAVEL-
Q C4
�I dl
ING OVER THE STONE, THEN THE TIRES OF THE
EmsrnaG ' "
as OR WIDTH OF
VEHICLES MUST BE WASHED BEFORE ENTERING THE
ROADWAY II�AC�ASS
PROPOSEDSTREET. PUBLIC ROAD.
WHICHEVER IS
STONE
G
m
3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS
p�.D� O
CU N
ON TO THE PUBLIC ROAD, THE GOVERNING AUTHORITY
WILL CLEAN THE AREA AND INVOICE THE RNANCUUIY
"
RESPONSIBLE PERSON AS INDICATED ON THE FINANCIAL
coO
RESPONSIBILITY FORM.
PLAN
0
� �]{ k W
85' MIN. 15 MIN. NEW CONSTRUCTION
EXISTING ROADWAY
LH
6' MIN. r
12, MIN.
as
FABRIC UNDER STONE '
.�
-'A1
M
CROSS SECTION
CO NST TI N ENTRANCE
Cq
NO SCALE
COMPOST SOCK SILT FENCE
OUTLET
AREA TO BE
HARDWARE PROTECTED
CLOTH FILTER OF V DIAMETER
WASHED STONE
3" SILT R
OUTLE
FLOW -��45 TFILTERFABRIC
TRENCH iNT 12L
12-
r e �
GROUND 4" MIN. MIN. a\
`BURY W OF UPPER EDGE FL(
2"x 2" OF
STAKES FILTER FABRIC IN
TRENCH
COMPOS
SOCK
SILT FENCE ALONG LOW
POINT OF COMPOST
SOCK
VIP \
t
TRENCH INTO
�1t 1
GROUND 4" MIN. "
COMPOST SOCK INSTALLATION NOTES:
1. PRIOR TO INSTALLATION, CLEAR ALL OBSTRUCTIONS INCLUDING ROCKS AND DEBRIS GREATER THAN ONE INCH THAT MAY INTERFERE WITH PROPER
FUNCTION OF COMPOST SOCK.
2. FILL SOCK NETTING UNIFORMLY WITH COMPOST TO DESIRED LENGTH SUCH THAT COMPOST SOCKS DO NOT DEFORM,
3. INSTALL COMPOST SOCK PERPENDICULAR TO THE FLOW DIRECTION AND PARALLEL TO THE SLOPE VOTH THE BEGINNING AND END OF THE INSTALLATION
POINTING SLIGHTLY UP THE SLOPE AT EACH END TO PREVENT BYPASS.
4. TRENCH LOG INTO GROUND A MINIMUM OF 4 INCHES AND STAKE LOG EVERY S FEET OR CLOSER.
5. USE STAKES WITH A MIN IMUM NOMINAL CROSS SECTION !N OF SUFFICIENT LENGTH T ATTR MINIMUM F t
0 2X2 CH AND SUFF ENT LENG 0 IN A M S MUM 0 2 INCHES INTO THE GROUND
AND 3 INCHES PROTRUDING ABOVE COMPOST SOCK
6. REMOVE SEDIMENT WHEN IT HAS ACCUMULATED TO A DEPTH OFX THE EXPOSED HEIGHT OF COMPOST SOCK. REPLACE COMPOST SOCK IF TORN. REINSTALL
COMPOST SOCK IF UNDERMINING OR DISLODGING OCCURS. REPLACE CLOGGED COMPOST SOCKS.
7. AT TOPOGRAPHIC LOW POINTS OR WHERE POOLING OF WATER AND SEDIMENT UPSTREAFA OF SOCK MAY OCCUR INSTALL SILT FENCE MAX. 10 " BEH1 ND
COMPOST SOCK WITH SILT FENCE OUTLET AT LOW POINT. SEE DETAILS FOR SILT FENCE AND SILT FENCE OUTLET INSTALLATION.
Dia t. baffleplateTial Over Wire strarErl aild
set irrP arritl^ pfxtc ptfirsat posts sand ars ;sire every 12'
Gauge Mir{-kgh
T rMsirirn rel StraneJ 1 W
shall Be s1sc r
To latest To SUpport
safflematiHial
If th4 temporary setl)rlrerA basica will b
convertet to a perrrranLant s orinviater basin
of cheater l apth, the bade ileiglat 5hcIv1d be
based art thQ pool d p* during us*a5 a
ternporrarr a sediment basin.
Note. Install three W coir Hirer bares in -sins
at drainage outlets vvrffi a spacing of 14 th
basin Length Two t1) coir fiber babes can be
installed unthe be,.,i is less ttan20 fL IraLerc h)
mdi a spacing of 1 � basila length.
STEEP CUT OR FILL SLOPE
COMPOST SOCK DETAIL
NO SCALE
R
talfktD, d basin and se=* to ve" PDA
HYM4IIIATTA4 N4NINMNAA 61.4 yl
a1..a.■. t .mom ... `
B.m1�11Iy`a6I� ' M�IRII�
II ;
c Depth
WE 39M
Ne
POROUS BAFFLE DETAIL
NO SCALE
2MSN 21@i
COMPACTED
-alHpwrcuWacuwVwlwl
UI1f1T�IXRARY
ANDERDSONICONTROL
UPSLOPE TOE POSITIVE GRADE 1.0% MAX
a FE
SIDE SLOPES
2:1 (MAX.)
STEEP WT OR FILL SLOPE
PLAN VIEW
DIVERSION DITCH
NO SCALE
�sa�ju
sDsaeeylse>N�
�DLL�
auwa ONe DD
Orr rawmaL
X.at Dma
SEE DETAAS \
2/13 & 3/13
t a000eDlmaaPeAvwFAvML ``
�W.�i>dtMg6t aaE N'817r1A901L � -•-
t soar raa®Rs A� TSR a a1>ff aaalRRs
dZ AM TNIB81 400014101*801 s 9XIMM Q= wR aPwa uaan
FDRDETst aE DSws 4/D & GM
a •AY�RIB®eaAoeQ 1R� ....... . ..... • - .
CHANNEL DETAIL .
NO SCALE
CHANNELM m
NO SOMEv
EROSION CONTROL BLANKET
INSTALLATION DETAIL
NO SCALE
Ix4QC`�IT�in
THE ORAHV40E AREA IS LME) TO ONE HALF ACBE
KEEP ANAMUNI fERRIfOF21FEETATTHECENTE OF71HEDAM.
TW 7HE CENTER OF THE CHECKOAMATIEASr9INCIESLOWRTHANTHE WfBt
EDGES AT NATURAL GROMrD ELEVAT•PL
REEPTNE SU)ESICWCSOFUEDN6AT210RFLATTER
EMURETRATTiE SPAC@X;BEINIE87DA6 KR 7NETMOFTfOi
UPSTREAM DAMAT RE SAME 13MARMASTHETOPOF TREOCRIINSTREMIDANI.
STAHRRE OUTFLOWAREASNARI87H ECHAN NELTOgEiIST EROSION
USENCOOT GLASS BSTONEANDUNEDAMWiH
NCCOTASO RMSTONE.
HEY TIE STONE URO THE INRdI BANKS MID EIYHO) R BEVWD TIE ABHABUS A
MININRINIOF IS FEET TOAVOIDWASK(WIPRONICIVERFLUMAROUNDTHEDMt
BAFFLE INSTALLATION
NO SCALE
NOTES
4. PLACE STONETOTfE LIRE ANDDROSIONSIRRIININTHERANONAFILTERFABRIC
FOUNDATION.
2. WE TIE CENTER STONE SECTIONATLEASTgoonsa.OWNATIIXGROMLBa
WHERETH E DAMABUTSTIEOtANELEAMRS.
3. EXTEND STONEAT LEAST 1.5 FEETWMDTfEDITCH BAMCTOIEEPWATER FROMCUTTOKI
AROU D1THEEONSOFTHEQACDA6L
4. SET SPACING BEFREE7 DANS LOAM
DAM ISTHE SAIIE ASTIETREEPEATIMNOF7IEIWPERDNL
5. PROTECT TIE CIUBONE. AFTE2THELOWENT CIECKDAMFRONLIEAWRIOWTHATCRMAD
CAUSEtI
S UNE SURE THAT THE CHANNEL TEAMIABOVE MIWSEUPSTREAM 13STABLE
7. ENSURE THAT DIM AREAS OFTHEQtINNEL, S11t8AASCULVER IENIINANCESBE.OLNTHE
CHEM OM. ARE NOT SUBJECT TODANINiORBLOCKAGE FROM DWLACED STONES.
12' W NCDOT@S
- - CROSS-SECTION VIEW
PURPOSE TO REDUCE EROSION INACHATBE.BYR L- THE DISTANCE S"THU PORTS
CO NOT USE BECK DAMN INTERIATTENTORFEWINIAL STREM ,,,,ee,��,��,��oo?oR1Qp AANDBAREOFEWALEEVATNON
ME DENIt STANDARDS
FOR COMPLETE DESKR1CR6671AAS�� ppp�a`�pp p
11 11 y�A �
•°a'°p
SIDE VIEW
CHECK DAM
NO SCALE
•
oo
� b
h�
N
DO
6D
Q C4
�I dl
_'
AV
W
a
io
a
p�.D� O
CU N
CU
> 0
bb
coO
A
0
� �]{ k W
z
W.0
LH
t~ �
wtA
xCq
as
0
.�
-'A1
M
Cq
W is awl
0
m
0
0
0
0
v
r zu
,wr
N
M
a^^
b
m
A
a0
W M�
Irmo,�w
tal
��mm�mRnm
c
..O
E)Vc)
DO
6D
U a? o
_'
Pa Cl)
J c
CU CU U
a
io
p�.D� O
CU N
CU
> 0
coO
A
coU
0
0
m
0
0
0
0
m
0
o
N
M
@
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Sediment Trap Construction Specifications
Silt Fence Construction Specifications
1. Clear, grub, and strip the area under the embankment of all vegetation and root mat. Remove
1. Construct the sediment barrier of standard strength or extra
strength synthetic filter fabrics.
all surface soil containing high amounts of organic matter, and stockpile or dispose of properly.
Haul all objectionable material to the designated disposal area.
2. Ensure that the height of the sediment fence does not exceed 24
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inches above the ground surface. (Higher fences may impound
2. Ensure that fill material for the embankment is free of roots, woody vegetation, organic matter,
volumes of water sufficient to cause failure of the structure.)
and other objectionable material. Place the fill in lifts not to exceed 9 inches, and machine
.
compact it. Over fill the embankment
3. Construct the filter fabric from a continuous roll cut to the length of
6 inches to allow for settlement.
the barrier to avoid joints. When joints are necessary, securely fasten
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the filter cloth only at a support post with 4 feet minimum overiap to
3. Construct the outlet section in the embankment. Protect the connection between the riprap and
the next post'
the soil from piping by using filter fabric or a keyway cutoff trench between the dprap structure
4. Support standard strength filter fabric by wire mesh fastened
and soil.
securely to the upslope side of the posts. Extend the wire mesh
Place thefi r
Its fabric between the riprap and the soil. Extend the fabric across the
support to the bottom of the trench. Fasten the wire reinforcement,
spillway foundation and sides to the top of the dam; or
then fabric on the upslope side of the fence post. Wire or plastic zip
- Excavate a keyway trench along the center line of the spillway foundation extending up
ties should have minimum 50 pound tensile strength.
the sides to the height of the dam. The trench should be at least 2 feet deep and 2 feet
�
wide with 1:1 side slopes.
5. When a wire mesh support fence is used, space posts a maximum
of 8 feet apart. Support posts should be driven securely into the
4. Clear the pond area below the elevation of the crest of the spillway to fadlitate sediment
ground a minimum of 24 inches.
cleanout.
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6. Extra strength filter fabric with 6 feet post spacing does not require
5. All cut and fill slopes should be 2:1 or flatter.
wire mesh support fence. Securely fasten the filter fabric directly to
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posts. Wire or plastic zip ties should have minimum 50 pound tensile
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strength.
6. Ensure that the stone (drainage) section of the embankment has a minimum bottom width of 3
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feet and maximum side slopes of 1:1 that extend to the bottom of the spillway section.
7. Excavate a trench approximately 4 inches wide and 8 inches deep
along the proposed line of posts and upslope from the barrier.
7. Construct the minimum finished stone spillway bottom width, as shown on the plans, with 2:1
side slopes extending to the top of the over filled embankment. Keep the thickness of the sides of
8. Place 12 inches of the fabric along the bottom and side of ties
the spillway outlet structure at a minimum of 21 inches. The weir must be level and
trench'
constructed to grade to assure desiign capacity.
9. Backfill the trench with soil placed over the fitter fabric and
compact. Thorough compaction of t11e backfill is critical to silt fence
8. Material used in the stone section should be a well -graded mixture of stone with a D50 size of
performance.
9 inches (dass B erosion control stone is recommended) and a maximum stone size of 14
inches. The stone may be machine placed and the smaller stones worked into the voids of the
10. Do not attach filter fabric to existing trees.
larger stones. The stone should be hard, angular, and highly weather -resistant.
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Installation Specifications
9. Discharge inlet water into the basin in a manner to prevent erosion. Use temporary slope
t0
drains or diversions with outlet protection to divert sediment laden water to the upper end of the
1. The base of both end posts should be at least one foot higher than the middle of
pool area to improve basin trap efficiency.
the fence. Check with a level if necessary.
10. Ensure that the stone spillway outlet section extends downstream past the toe of the
2• Install posts 4 feet apart in critical areas and 6 feet apart on standard applications.
embankment until stable conditions are reached and outlet velocity is acceptable for the receiving
stream. Keep the edges of the stone outlet section flush with the surrounding ground, and shape
3. Install posts 2 feet deep on the downstream side of the sift fence, and as close as
the center to confine the outflow stream (References. Outlet Protection).
possible to the fabric, enabling posts to support the fabric from upstream water
pressure.
11. Direct emergency bypass to natural, stable areas. Locate bypass outlets so that flow will not
4. Install posts with the -nipples facing away from the silt fabric.
damage the embankment.
5. Attach the fabric to each post with three ties, all spaced within the top 8 inches of
12. Stabilize the embankment and all disturbed areas above the sediment pool and downstream
the fabric. Attach each tie diagonally 45 degrees through the fabric, with each
from the trap immediately after construction ( References. Surface Stabilization).
puncture at least 1 inch vertically apart. Also, each tie should be positioned to hang
on a post nipple when tightened to prevent sagging.
13. Show the distance from the top of the spillway to the sediment deanout level (1/2 the design
6. Wrap approximately 6 inches of fabric around the end posts and secure with 3
depth) on the plans and mark it in the field.
ties
14. Install porous baffles as specified in Practice 6.65, Porous Baffles.
7. No more than 24 inches of a 36 inch fabric is allowed above ground level.
Maintenance
8. The installation should be checked and corrected for any deviations before
compaction.
1. Inspect temporary sediment traps at least weekly and after each significant (1/2 inch or
9. Compaction is vitally important for effective results. Compact the soil immediately
greater) rainfall event and repair immediately. Remove sediment, and restore the trap to its
next to the sift fence fabric with the front wheel of the tractor, skid steer, or roller
original dimensions when the sediment has accumulated to one-half the design depth of the trap.
exerting at least 60 pounds per square inch. Compact the upstream side first, and
Place the sediment that is removed in the designated disposal area, and replace the part of the
then each side twice for a total of 4 trips.
gravel facing that is impaired by sediment.
Maintenance
2. Check the structure for damage from erosion or piping. Periodically check the depth of the
spillway to ensure it is a minimum of 1.5 feet below the low point of the embankment.
1. Inspect at least once a week and after each rainfall. Check for erosion, piping,
Immediately fill any settlement of the embankment to slightly above design grade. Any dprap
and displacement. Make any required repairs immediately.
displaced from the- spillway must be- replaces immediately.
2. Remove sediment deposits as necessary to provide adequate storage volume for
3. After all sediment -producing areas have been permanently stabilized, remove the stnucn.re
next rain.
and all unstable sediment. Smooth the area to blend with the adjoining areas, and stabilize
properly (References., Surface Stabilization).
3. Remove silt fence and unstable sediment deposits and bring area to grade and
stabilize after the contributing drainage area has been properly stabilized.
Silt Fence Outlet Construction Specifications
1. Uniformly grade a shallow depression approaching the inlet.
2. Drive 5 -foot steel posts 2 feet into the ground surrounding the inlet.
Space posts evenly a maximum of 4 feet apart.
3. Surround the posts with wire mesh hardware cloth. secure the wire
mesh to the steel posts at the top, middle, and bottom. Place a 2 -foot
lap of wire mesh under the gravel for anchoring.
4. Place clean gravel (NCDOT #5 or #57 stone) on a 2:1 slope with a
height of 16 inches around the wire and smooth to an even grade.
Maintenance
1. Inspect at least once a week and after each rainfall. Check for erosion, piping,
and displacement. Make any required repairs immediately.
2. CkVean wire mesh of any debris to provide adequate flow for next rainfall event.
3. Remove sediment deposits as necessary to provide adequate storage volume for
next rain.
4. Remove silt fence and unstable sediment deposits and bring area to grade and
stabilize after the contributing drainage area has been properly stabilized.
Skimmer Basin Construction Specifications
1. Clear, grub, and strip the area under the embankment of all vegetation and root mat. Remove all
surface soil containing high amounts of organic matter and stockpile or dispose of ft properly. Haul all
objectionable material to the designated disposal area. Place temporary sediment control measures
below basin as needed
2. Ensure that fill material for the embankment is free of roots, woody vegetation, organic matter, and
other objectionable material. Place the fill in lifts not to exceed 9 inches, and machine compact it. Over
fill the embankment 6 inches to allow for settlement.
3. Shape the basin to the specified dimensions. Prevent the skimming device from settling into the mud
by excavating a shallow pit under the skimmer or providing a low support under the skimmer of stone
or timber.
4. Place the barrel (typically 4 -inch Schedule 40 PVC pipe) on a firm, smooth foundation of impervious
soil. Do not use pervious material such as sand, gravel, or crushed stone as backfill around the pipe.
Place the fill material around the pipe spillway in 4 -inch layers and compact ft under and around the
pipe to at least the same density as the adjacent embankment Care must be taken not to raise the pipe
from the firm contact with its foundation when compacting under the pipe haunches.
Place a minimum depth of 2 feet of compacted backfill over the pipe spillway before crossing it with
construction equipment. In no case should the pipe conduit be installed by cutting a trench through the
dam after the embankment is complete.
5. Assemble the skimmer following the manufacturer's instructions, or as designed.
6. Lay the assembled skimmer on the bottom of the basin on a 4' x 4' stone pad using T stone with the
flexible joint at the inlet of the barrel pipe. Attach the flexible joint to the barrel pipe and position the
skimmer over the excavated pit or support. Be sure to attach a rope to the skimmer and anchor it to the
side of the basin. This will be used to pull the skimmer to the side for maintenance.
7. Earthen spillways -Install the spillway in undisturbed soil to the greatest extent possible. The
achievement of planned elevations, grade, design width, and entrance and exit channel slopes are
crittical to the successful operation of the spillway. The spillway should be lined with laminated plastic
or impermeable geotextile fabric. The fabric must be guide and long enough to cover the bottom and
sides and extend onto the top of the dam for anchoring in a trench. The edges may be secured with
8 -inch staples or pins. The fabric must be tong enough to extend down the slope and exit onto stable
ground. The width of the fabric must be one piece, not joined or spliced; otherwise water can get under
the fabric. If the length of the fabric is insuffident for the entire length of the spillway, multiple sections,
spanning the complete width, may be used. The upper section(s) should overlap the lower section(s)
so that water cannot flow under the fabric. Secure the upper edge and sides of the fabric in a trench
with staples or pins. (Adapted from °A Manual for Designing, Installing and Maintaining Skimmer
Sediment Basins.° February,1999. J.W. Fairdoth & Son.).
8. Inlets -Discharge water into the basin in a manner to prevent erosion. Use temporary slope drains or
diversions with outlet protection to divert sediment- laden water to the upper end of the pool area to
improve basin trap effidency (References: Runoff Control Measures and Outlet Proteciron).
9. Erosion control -Construct the structure so that the disturbed area is minimized. Divertsurface water
away from bare areas. Complete the embankment before the area is cleared. Stabilize the emergency
spillway embankment and all other disturbed areas above the crest of the principal spillway
immediately after construction (References: Surface Stabilization).
10. Install porous baffles as spedfiked in Practice 6.65, Porous Baffles.
11. After all the sediment producing areas have been permanently stabilized, remove the structure and
all the unstable sediment. Smooth the area to blend with the adjoining areas and stabilize properly
(References: Surface Stabilization).
Maintenance
1. Inspect skimmer sediment basins at least weekly and after each significant (one-haftinch or greater)
rainfall event and repair immediately. Remove sediment and restore the basin to its original
dimensions when sediment accumulates to one-half the height of the first baffle. Pull the skimmer to
one side so that the sediment underneath it can be excavated. Excavate the sediment from the entire
basin, not just amml d the skimmer or the first cell. Make sure vegetation growing in the bottom of the
basin does not bold down the skimmer.
2. Repair the baffles if they are damaged. Re anchor the baffles if water is flowing underneath or
around them.
3. If the skimmer is dogged with trash and there is water in the basin, usually jerking on the rope will
make the skimmer bob up and down and dislodge the debris and restore flow. If this does not work,
pull the skimmer over to the side of the basin and remove the debris. Also check the orifice inside the
skimmer to see If it is dogged; if so remove the debris.
4. if the skimmer arm or barrel pipe is dogged, the orifice can be removed and the obstruction cleared
with a plumber's snake or by flushing with water. Be sure and replace the orifice before repositioning
the skimmer.
5. Check the fabric fined spillway for damage and make any required repairs with fabric that spans the
full width of the spillway. Check the embankment, spillways, and outlet for erosion damage, and
inspect the embankment for piping and settlement. Make all necessary repairs immediately. Remove
all trash and other debris from the skimmer and pool areas. Freezing weather can result in ice forming
in the basin. Precautions should be taken in the winter to prevent plugging with ice.
Porous Baffle Construction Specifications
1. Grade the basin so that the bottom is level front to back and side to side.
2. Install the coir fiber baffles immediately upon excavation of the basins.
3. Install posts across the width of the sedinlent trap (Practice 6.62,
Sediment
Fence).
4. Steel posts should be driven to a depth of 24 inches and spaced a
maximum of 4 feet apart. The top of the fabric should be a minimum of 6
inches higher than the invert of the spillway. Tops of baffles should be a
minimum o12 inches lower than the top of the earthen embankment.
5. Install at least three rows of baffles between the inlet and outlet discharge
point. Basins less than 20 feet in length may use 2 baffles.
6. Attach a 9 gauge high tension wire strand to the steel posts at a height of 6
inches above the spillway elevation with plastic ties or wire fasteners to
prevent sagging. If the temporary sediment basin will be converted to a
permanent storm water basin of a greater depth, the baffle height should be
based on the pool depth during use as a temporary sediment basin.
7. Extend 9 gauge minimum high tension wire strand to side of basin or install
steel T -posts to anchor baffle to side of basin and secure to vertical end posts
as shown in Figure 6.6Sb.
8. Drape the coir fiber mat over the wire strand mounted at a height of 6
inches above the spillway elevation. Secure the coir fiber mat to the wire
strand with plastic ties or wire fasteners. Anchor the matting to the sides and
floor of the basin with 12 inch wire staples, approximately 1 ft. apart, along the
bottom and side slows of the basin.
9. Do not splice the fabric, but use a continuous piece across the basin
10. Adjustments may be required in the stapling requirements to fit individual
site conditions.
Maintenance
1. Inspect baffles at least once a week and after each rainfall. Make any
required repairs immediately.
2. Be sure to maintain access to the baffles. Should the fabric of a baffle
collapse, tear, decompose, or become ineffective, replace it promptly.
3. Remove sediment deposits when ft reaches half full to provide adequate
storage volume for the next rain and to reduce pressure on the baffles.
4. Take care to avoid damaging the baffles during deanout, and replace 8
damaged during deanout operations. Sediment depth should never exceed
half the designed storage depth.
5. After the contributing drainage area has been properly stabilized, remove all
baffle materials and unstable sediment deposits, bring the area to grade, and
stabilize it.
Compost Sock Construction Specifications
1. Materials used in the compost sock must meet the specifications outlined above and in
Practice 6.18, Compost Blankets.
2. Compost socks should be located as shown on the erosion and sedimentation control
plan.
3. Prior to installation, dear all obstructions including rocks, dods, and other debris
greater than one inch that may interfere with proper function of the compost sock.
4. Compost socks should be installed parallel to the toe of a graded slope, a minimum of
10 feet beyond the toe of the slope. Socks located below flat areas should be located at
the edge of the land -disturbance. The ends of the socks should be turned slightiy up
slope to prevent runoff from going around the end of the socks.
5. Fill sock netting uniformly with compost to the desired length such that logs do not
deform.
6. Oak or other durable hardwood stakes 7 x 2' in cuss section should be driven
vertically plumb, through the center of the compost sock. Stakes should be placed at a
maximum interval of 4 feet, or a maximum interval of 8 feet if the sock is placed in a 4
inch trench. See Figure 6.66b. The stakes should be driven to a minimum depth of 12
inches, with a minimum of 3 inches protruding above the compost sock.
7. In the event staking is not possible (i.e., when socks are used on pavement) heavy
concrete blocks shall be used behind the sock to hold ft in place during runoff events.
8. If the compost sock is to be left as part of the natural landscape, it may be seeded at
time of installation for establishment of permanent vegetation using the seeding
specification in the erasion and sedimentation control plan.
9. Compost sods are not to be used in perennial or intermittent streams.
Maintenance
Inspect compost socks weekly and after each significant rainfall event (1/2 inch or
greater). Remove accumulated sediment and any debris. The compost sock must be
replaced if dogged or tom. If ponding becomes excessive, the sock may need to be
replaced with a larger diameter or a different measure. The sock needs to be reinstalled If
undermined or dislodged. The compost sock shall be inspected until land disturbance is
complete and the area above the measure has been permanently stabilized.
Disposal / Recycling
Compost media is a composted organic product recyded and manufactured from locally
generated organic, natural, and biologically based materials. Once all soil has been
stabilized and construction activity has been complete!, the compost media may be
dispersed with a loader, rake, bulldozer or similar device and may be incorporated into
the soil as an amendment or left on the soil surface to aid in permanent seeding or
landscaping. Leaving the compost media on site reduces removal and disposal costs
compared to other sediment control devices. The
mesh netting material will be extracted from the media and disposed of property.
The photodegradable mesh netting material will degrade in 2 to 5 years if left on site.
Biodegradable mesh netting material is available and does not need to be extracted and
disposed of, as It will completely decompose in approximately 6 to 12 months. Using
biodegradable compost socks completely eliminates the need and cost of removal and
disposal.
Construction Entrance Construction Specifications
1. Clear the entrance and exit area of all vegetation, roots, and other
objectionable material and property grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans, and
smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable outlet.
4. Use geotextile fabrics Muse they improve stability of the foundation in
locations subject to seepage or high water table.
Maintenance
Maintain the gravel pad in a condition to prevent mud or sediment from leaving
the construction site. This may require periodic topdressing with 2- inch stone.
After each rainfall, inspect any structure used to trap sediment and clean ft out as
necessary. Immediately remove all objectionable materials spilled, washed, or
tracked onto public roadways.
Check Dam Construction Specifications
1. Place stone to the lines and dimensions shown in the plan on a filter fabric
foundation.
2. Keep the center stone section at least 9 inches below natural ground level where the
dam abuts the channel banks.
3. Extend stone at least L5 feet beyond the ditch bank (Figure 6.83b) to keep water
from cutting around the ends of the check dam.
4.Set spacing between dams to assure that the elevation at the top of the lower dam is
the same as the toe elevation of the upper dam.
5. Protect the channel after the lowest check dam from heavy flow that could cause
erosion.
6.Make sure that the channel reach above the most upstream dam is stable.
7. Ensure that other areas of the channel, such as culvert entrances below the check
dams, are not subject to damage or blockage from displaced stones.
Maintenance
Inspect check dams and channels at least weekly and aft.er each significant (1/2 inch
or greater rainfall event and repair immediately. Clean out sediment, straw, limbs, or
other debris that could dog the channel when needed
Anfidpate submergence and deposition above the check dam and erosion from high
flows around the edges of the dam. Correct all damage immediately. If significant
erosion occurs between dams, additional measures can be taken such as, installing a
protective riprap liner in that portion of the channel (Practice 6.31, Riprap-line and
Paved Channels).
Remove sediment accumulated behind the dams as needed to prevent damage to
channel vegetation, allow the channel to drain through the stone check dam, and
prevent large flows from carrying sediment over the dam. Add stones to dams as
needed to maintain design height and cross section.
Temporary Diversion Construction Specifications
1. Remove and properly dispose of all trees, brush, stumps, and other objectionable
material.
2. Ensure that the minimum constructed cross section meets all design
requirements.
3. Ensure that the top of the dike is not lower at any point than the design elevation
plus the specified settlement.
4. Provide suffident room around diversions to permit machine regrading and
cleanout.
5. Vegetate the ridge immediately after construction, unless ft will remain in place
less than 30 working days.
Maintenance
Inspect temporary diversions once a week and after every rainfall. Immediately
remove sediment from the flow area and repair the diversion ridge. Carefully check
outlets and make timely repairs as needed. When the area protected is permanently
stabilized, remove the ridge and the channel to blend with the natural ground level
and appropriately stabilize it
Rock Inlet Protection
Specifications
1. Clear the area of all debris that might hinder excavation and disposal of spoil.
2. Install the Class B or Class I riprap in a semi -circle around the pipe inlet. The stone
should be built up higher on each end where it ties into the embankment. The
minimum crest width of the riprap should be 3 feet, with a minimum bottom width of
11 feet. The minimum height should be 2 feet, but also 1 foot lower than the shoulder
of the embankment or diversions.
3. A 1 foot thick layer of NC DOT #5 or #57 stone should be placed on the outside slope
of the riprap.
4. The sediment storage area should be excavated around the outside of the stone
horseshoe 18 inches below natural grade.
5. When the contributing drainage area has been stabilized, fill depression and
establish final grading elevations, compact area property, and stabilize with ground
cover.
Maintenance
Inspect rock pipe inlet protection at least weekly and after each significant (% inch or
greater) rainfall event and repair immediately. Remove sediment and restore the
sediment storage area to its original dimensions when the sediment has accumulated to
one-half the design depth of the trap. Place the sediment that is removed in the
designated disposal area and replace the contaminated part of the gravel facing.
Chen the structure for damage. Any dprap displaced from the stone horseshoe must
be replaces immediately.
After all the sediment -producing areas have been permanently stabilized, remove the
structure and all the unstable sediment. Smooth the area to blend with the adjoining
areas and provide permanent ground cover (Surface Stabilization).
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AERIAL PIPE CROSSING
GENERAL NOTES:
1. ALL MATERIALS UTILIZED ON THESE DETAIL SHEETS SHALL CONFORM TO THE APPROPRIATE SECTIONS OF THE
TOWN OF CLAYTON S SPECIFICATIOPNS UNLESS NOTED OTHERWISE HEREIN.
2 RESTRAINED JOINT PIPE AND FITTINGS SHALL CONSIST OF BOLTED RETAINER RINGS AND WELDED RETAINER
BARS OR BOLTLESS TYPE WHICH INCLUDE DUCTILE IRON LOCKING SEGMENTS AND RUBBER RETAINERS.
BOLTS FOR RESTRAINED JOINTS (IF APPLICABLE) SHALL CONFORM TO ANSI B18.2. RESTRAINED PIPE AND
FITTINGS SHALL BE FLEX -RING OR LOK-RING TYPE JOINTS AS MANUFACTURED BY AMERICAN CAST IRON PIPE
CO.; TR FLEX AS MANUFACTURED BY US PIPE, SUPER -LOCK AS MANUFACTURED BY CLOW, BOLT-LOK OR
SNAP-LOK AS MANUFACTURED BY GRIFFIN PIPE PRODUCTS, OR EQUAL
3. CONCRETE PROPERTIES SHALL BE AS FOLLOWS:
CONCRETE COMPRESSIVE STRENGTH = 4000 PSI
NOMINAL SLUMP = 4 INCHES
WATER/CEMENTITOUS MATERIALS RATIO = 0.45 (MAX)
AIR CONTENT = 6%' 1.50A
CONCRETE SHALL BE COMPOSED OF CEMENT, WATER, COARSE AGGREGATES, FINE AGGREGATES AND AIR.
CEMENT SHALL BE TYPE UII OR 11 IN ACCORDANCE WITH ASTM C-150. MATERIAL REQUIREMENTS FOR ALL FINE
AND COARSE AGGREGATES SHALL CONFORM TO ASTM C•33. COARSE AGGREGATE SHALL BE SIZE Na 57 OR 67.
AN APPROVED CLASS? FLYASH MAY BE SUBSTITUTED FOR AN EQUAL AMOUNT OF CEMENT BY WEIGHT UP TO
25%
4. ALL EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED 314 .
5. CONVENTIONAL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 AND SHALL BE PLACED IN
ACCORDANCE WITH 'RECOMMENDED PRACTICE FOR PLACING REINFORCING BARS' (LATEST EDITION) AS
PUBLISHED BY THE CONCRETE REINFORCING INSTITUTE. SPLICES SHALL BE CLASS'B' CONFORMING TO THE
PROVISIONS OF ACI 318 -'BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE'.
6. NEOPRENE BEARING PADS SHALL BE FORMED FROM PREVIOUSLY UNVULCANIZED,100% VIRGIN NEOPRENE,
WITH DUROMETER HARDNESS = 50.
7. PILES SHALL BE STRUCTURAL STEEL HP12x53 PILES AND SHALL CONFORM TO THE REQUIREMENTS OF ASTM
A36. PILES SHALL BE DRIVEN TO DEPTHS REQUIRED TO OBTAIN AN ULTIMATE BEARING CAPACITY OF NOT LESS
THAN TWO TIMES THE DESIGN LOADING OF 30 TONS. PILES SHALL PENETRATE A MINIMUM OF FIFTEEN FEET
INTO UNDISTURBED SOIL IN DRIVING PILES, A METHOD APPROVED BY THE ENGINEER SHALL BE USED
WHEREBY THE HEAD OF THE PILE IS NOT DAMAGED. IF REQUESTED BY THE ENGINEER PILES SHALL BE
TESTED TO DETERMINE THE ULTIMATE CAPACITY OF THE PILES. THE METHOD OF LOAD TESTING SHALL
CONFORM TO ASTM D1143 AND THE NORTH CAROLINA STATE BUILDING CODE. WHERE PILES ARE EXPOSED,
PILES SHALL BE PAINTED AND/OR COATED IN ACCORDANCE WITH THE CITY SPECIFICATIONS.
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< 6
18
4'-4'
9-17
4•P
8 10.5'
s Ir
10 18 4.4" ff-r
4'-0'
12 18 f-4' tri'
4'_v
3648
16
18
S•T
Iry
9.9
8 18 5-0' 11'-0'
S_r
10 18 S-11' 17-T
9-W
12 18 S 4' 12-49
Sdr
51-08
6
18
9-0
910'
SJr
18 0a• 11-0'
�12
Sar
10 18 ow 24
Tor
16 6'•4' 13' Y
S-0'
STEEL ANCHOR
BOLTS, ASTM AW
ORA35
SEENDTE4
FDR BARS
AND SPACING
NOTES: I C
NOTES:
f. SHALLOWFOUNDATIONDES[GNSHOMUNTHISDErAILISSASEDON
THE FOLLOWING P :
ALLOWABLE SOIL BEARINGWPM =21X11PSF
CONCRETE COMPRESSIVE STRENGTH a 40M LSI
GRADE W REINFORCING STEEL
MAXIMUM STREAM VELOCITY =10 FFA
NIMMUMSUPLORT HEIGHT (H) =17-F
IF RE D C DNDERONS REQUIRE ANY DEMTION FR)M THEE
PARAMETERS, THE FOUNDATION DESIGN SHALL BE RE{AE4*tED BYTHE
ENGINEER.
2 IF SUBGRADE AT LOCATION OF SUPPORTS LS DEBO UNABLE M
WITHSTAND 2000 PSF BEARING PRESSURE A PILE SUPPORTED
FOUNDATION SHALL BE UTILIZED.
I IF BEDROCK ISENCOUNTERED WHICH WILL ROM MW MINIMUM
COVER OVER FOOTING, DOWELS OWL BEDRILLED INTO BEOROCK
PRIOR TO PLACING FOUNDATION.
4. TWB.MKCHAND FOUR MUNCIIT=PIERS AND FOOTINGS SHALL
BE REINFORCED WITH 4 BARS AT 12 INCHES OC IN EACH DIRECTION
ON EACH FACE EIGHTMWNC H WIDE PIM AND F00TINGBSLIAU. SE
REINFORCED WITH 07f AT 12 (NCNB OC IN EACH DIRECTION ON
EACH FACE.
5. EGNFffN-INCH THICK PIERSSHAIIREMWTWOSTRAPSOV THE
PIPE INSTEAD OF ONE (AS SHOWN).
Concrete Pier Detail
MANHOLE CONE AND BAIVUL
SECTIONS SHALL BE AS PER
ASTM. STANDARDS
MANHOLE STEPS
SIE DETAIL
DasnNG GRADE
VOID SPACE TO BE RUM AS
NECESSARY TO PREVENT FLOTAnON
DURING 100 YEAR STORM EVENT.
RUBBER BOOT AT PIPE
INLET AND OUTLET
'O• RING SEAL
E)OSTUEG GRADE
DEPTH VARIES BAS® ON GEOTECHNICAL
E NrINERM RECO nON
R t • R S• 4 EACH MANHOLE LOCATtON SHALL
J SS'v � �!'v � � - _ i � - • .-�� i � �•o- • �a=v � Iry �,yy
HAVE BEARING AND FOUNDATION
VEFURED BY GEOTECENCAL ENGINEER.
MEN. 4' COMPACTEDW STONE
BASE TO BE INSTALL®
UNDER NEW MANHOLE -
PILE SUPPORTED PIER
CLASS I
NORMAL STING
MIN
RIP -RAP SLOPE
MANHOLE, TYP
DIP CARRIER PIPE WITH
PROTECTION, TYP
LEVELING MAY
RESTRAINED JOINT FITTINGS
\1
BEPLACEDWITH
CONCRETE PIER
BETWEEN MANHOLES
OR FLOOD PLAIN
STEEL CASING PIPE
(SEE NOTE 4)
EXTEND ROP -RAP Z -r
50
N(WHINK GROUT
NO MIT PAST WATER LINE, TYP
6' 12' 97 BARS AROUND
50
STEEL GASONG PIPE,
EDGE OF WATER
r TYP
SEE DWG 98°
98' FOR SUPPORTS
NOTES: TYP PLACED IN STREAM
I. RIP RAP FOR SLOPE PROTECTION SHALL BE CLASS 1 RIP RAP IN
ACCORDANCE WITH SECTION 868 OF THE NORTH CAROLINA 4. WHERE DUCTILE IRON PIPE IS USED FOR CARRIER PIPE,
DEPARTMENT OF TRANSPORTATION'S °STANDARD DUCTILE IRON CARRIER PIPE SHALL BE INSTALLED UTILIZING 2
SPECIFICATIONS FOR ROADS AND BRIDGES. PIPE ALIGNMENT GUIDES PER JOINT ONE FOURTH OF THE PIPE
JOINT LENGTH IN FROM BOTH THE BELL AND SPIGOT ENDS.
RIP RAP SHALL BE PLACED IN ACCORDANCE WITH DRAWING 868.01
2- OF THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION'S
'ROADWAY STANDARD DRAWINGS'.
SUPPORT TYPE FOR PIERS SHALL BE DETERMINED BY ENGINEER
BASED ON SUBGRADE CONDITIONS AT SITE. SEE DRAWING S94
3' FOR SUBGRADE PARAMETERS FOR EACH TYPE OF FOUNDATION.
2' -Ir 2'-fY
7 CLEAR
NORMAL STING
MIN
THICKNESS.
SEENOTE1
ALLOWABLE
SPAN
(FT)
CONCRETEFDR
3842
LEVELING MAY
OOSTINGGRADE
BEPLACEDWITH
R( K
FOOTING
OR FLOOD PLAIN
STEEL CASING PIPE
18
OFFOOTMM
50
N(WHINK GROUT
PIPE GUIDE
6' 12' 97 BARS AROUND
50
PERIMETER OF
24
LOCATED AT EACH JOINT,
55
m
26
SEE DWG S&9
55
18
PIPE JOINT, TYP
0.3750
NONSHRINK
20
DIPCARRIERPU4
0.3750
GROUTPLUG,
®
LM
O O O O O O O
STANDARD SffDWG617
SEE NOTE 1
42
NOTES:
MANHOLE
I. GEOMETRY OF FOOTING SHALL MATCH GEOMETRY OF
314' STAINLESS STEEL
CONCRETE PIERS WITH HEIGHT OF 6 FEET.
65
SECTION
56
EXISTING GRADE
65
BULDERS, OR EQUAL
OD
N
STEELCASINGPBPE
RJDLPCARRIERPIPE
AROUND
PROVIDE 2° G GALV STEEL DRAIN
,n V
STANDARD
NOTE:
NONSHRINK GROUT SHALL BE
IN BULKHEAD AT LOW END
�� ���
'EUC04W BY THE EUCLID
MANHOLE
\�����.\�/
//�
PMESUPPORT,
CHEMICAL COMPANY,'MASTERFLOW
4' STAINLESS S
�/ C ,
713' BY MASTER BUILDERS,
ANCHOR BOLT$&STRAP$
ELEVATION
1Ki STTRRt
W STIRRL
BELOW Pi
(BEYOND)
HP12X53
STEEL PII
{WIDTH OF PILE CAP
7 CLEAR
NORMAL STING
PILE
SPACING
'Ir (FT.)
THICKNESS.
SEENOTE1
ALLOWABLE
SPAN
(FT)
CONCRETEFDR
3842
LEVELING MAY
TOPOFOOMPEFENT
BEPLACEDWITH
R( K
FOOTING
OR FLOOD PLAIN
SIM
m � #78ARS�fr
at�IND
18
OFFOOTMM
50
N(WHINK GROUT
20
6' 12' 97 BARS AROUND
50
PERIMETER OF
24
FOOTING, TV
TM
55
m
26
N
55
18
30
0.3750
60
20
32
0.3750
60
®
LM
O O O O O O O
O O O
SEE NOTE 1
42
NOTES:
65
I. GEOMETRY OF FOOTING SHALL MATCH GEOMETRY OF
46
CONCRETE PIERS WITH HEIGHT OF 6 FEET.
65
2 NON -SHRINK GROUT SHALL BE °EUCO-N-S' BY THE EUCLID
56
CHEMICAL COMPANY; 'MASTERFLOW 713' BY MASTER
65
BULDERS, OR EQUAL
OD
N
1Ki STTRRt
W STIRRL
BELOW Pi
(BEYOND)
HP12X53
STEEL PII
{WIDTH OF PILE CAP
CASING PIPE
DIAMETER
(•)
TOTAL
WIDTH
'A (FT)
PILE
SPACING
'Ir (FT.)
SEE DETAIL
ALLOWABLE
SPAN
(FT)
6
3842
6'-6°
3'-6'
8
CREEK CHANNEL
0.3750
OR FLOOD PLAIN
10
18
"2-114'0 STRAPS WITH
1/4'x2 U2' NEOPRENE PAD
ADHERED TO STRAP
1/4'x6' NEOPRENE
PAD ADHERED TO
SADDLE
N 914'
ANJICHOR BOLTS
ASTM A307
OR A36
N �
4 co
Z
F.
3
4LE
E SPLICE,
G S49
VARIES
2'-0° W -W MAXIMUM PIPE SPAN MANHOLE, TYP
TYP NON SEE ATTACHED TABLE
4'-0' WSTAKEVISTM
CLASS I axcNORBnETsasrtt
TYP
ANCHOR RIP -RAP SLOPE
sTRAPs PROTECTION, TYP
-STEEL CASING POPE
PILE SUPPORTED PIER
ALLOWABLE SPANS FOR STEEL CASING PIPE
CARRIER
PIPE, DIP
DIAMETER
(IN.)
CASING
PIPE, STEEL
DIAMETER
(IN.)
SEE DETAIL
ALLOWABLE
SPAN
(FT)
6
14
AND NOTE 3
40
8
CREEK CHANNEL
0.3750
OR FLOOD PLAIN
18° 1 B 118'
A
SNUG FIT
#3 STIRRUPS
@6', TYP
4•#4, TYP
444
4447
#3 CIRCULAR
HOOK TYP
NOTES:
1. PILE SUPPORTED FOUNDATION DESIGN SHOWN ON THIS DETAIL IS
BASED UPON THE FOLLOWING PARAMETERS:
MINIMUM CAPACITY OF HP12K53 PILE = 30 TONS
CONCRETE COMPRESSIVE STRENGTH = 4000 PSI
GRADE 60 REINFORCING STEEL
MAXIMUM STREAM VELOCITY =10 FT/SEC
IF FIELD CONDITIONS REQUIRE ANY DEMAT(ON FROM THESE
PARAMETERS, FOUNDATION DESIGN SHALL BE REVIEWED BY THE
PROJECT ENGINEER.
2 LENGTH OF PILES SHALL BE AS REQUIRED TO DEVELOP 30 TON
CAPACITY BY EITHER END BEARING, FRICTION OR A COMBINATION OF
END BEARING AND FRICTION. AS A MINIMUM, PILES SHALL BE DRIVEN
AT LEAST 15 FEET INTO UNDISTURBED SOIL
ANCHOR BOLTS AND STRAPS SHALL BE STAINLESS STEEL
ALLOWABLE SPANS FOR STEEL CASING PIPE
CARRIER
PIPE, DIP
DIAMETER
(IN.)
CASING
PIPE, STEEL
DIAMETER
(IN.)
MINIMUM
CASING PIPE
WALL THICKNESS
(GIN.)
ALLOWABLE
SPAN
(FT)
6
14
0.3750
40
8
16
0.3750
45
10
18
0.3750
50
12
20
0.3750
50
14
24
0.3750
55
16
26
0.3150
55
18
30
0.3750
60
20
32
0.3750
60
24
36
0.4375
65
30
42
0.4375
65
36
46
0.500
65
42
56
0.5000
65
18° 1 B 118'
A
SNUG FIT
#3 STIRRUPS
@6', TYP
4•#4, TYP
444
4447
#3 CIRCULAR
HOOK TYP
NOTES:
1. PILE SUPPORTED FOUNDATION DESIGN SHOWN ON THIS DETAIL IS
BASED UPON THE FOLLOWING PARAMETERS:
MINIMUM CAPACITY OF HP12K53 PILE = 30 TONS
CONCRETE COMPRESSIVE STRENGTH = 4000 PSI
GRADE 60 REINFORCING STEEL
MAXIMUM STREAM VELOCITY =10 FT/SEC
IF FIELD CONDITIONS REQUIRE ANY DEMAT(ON FROM THESE
PARAMETERS, FOUNDATION DESIGN SHALL BE REVIEWED BY THE
PROJECT ENGINEER.
2 LENGTH OF PILES SHALL BE AS REQUIRED TO DEVELOP 30 TON
CAPACITY BY EITHER END BEARING, FRICTION OR A COMBINATION OF
END BEARING AND FRICTION. AS A MINIMUM, PILES SHALL BE DRIVEN
AT LEAST 15 FEET INTO UNDISTURBED SOIL
ANCHOR BOLTS AND STRAPS SHALL BE STAINLESS STEEL
CARRIER PIPE
NIP STEEL PLATE, TV
318'x4' STEEL
PLATE,TYP
5W O A325 BOLT
CASING PIP
3116 V 4
V R ON ALL CORNERS
1
1
PIPE ALIGNMENT GUIDE
NOTE:
USE A MINIMUM OF 2 SPIDERS PER JOINT PLACED
ONE FOURTH OF THE PIPE JOINT LENGTH IN FROM
BOTH THE BELL AND SPIGOT.
SPIDERS PER TOWN OF CLAYTON GUIDELINES AND
SPECIFICATIONS.
Casing Pipe Detail
I \-DIP CARRIER PIPE WITH
RESTRAINED JOINT FITTINGS
BETWEEN MANHOLES
3'-0' MIN FROM CONCRETE PIER
TT
Bo aM � -REEK
OR FLOOD PLAIN
NOTES:
I . STEEL PIPE SHALL BE EITHER SPIRAL WELDED OR SMOOTH WALL
SEAMLESS WITH A MINIMUM YIELD STRENGTH OF 35,000 PSI.
PAINTING AND LINING SHALL BE AS REQUIRED BY THE TOWN OF
CLAYTON GUIDELINES AND SPECIFICATIONS,
2. DUCTILE IRON PIPE SHALL BE SUPPORTED WITH TWO SPIDERS AT
EVERY JOINT WITHIN THE CASING PIPE USING APPROVED PIPE
ALIGNMENT GUIDE. ALL JOINTS SHALL BE RESTRAINED JOINT.
3. SUPPORT TYPE FOR PIERS SHALL BE DETERMINED BY
GEOTEHCNICAL ENGINEER BASED ON SUBGRADE CONDITIONS AT
SITE-
4.
ITE4. BOTTOM OF PIPE TO BE AT A MINIMUM OF 1' ABOVE THE 25 YEAR
FLOOD ELEVATION.
Typ. Pipe Section
1149Ci'STAIR MSTIELSTRAPWITH
114V 1R' NEOPRENE PAD
NONSHRINK GROUT
ADHEREDTOSTRAP
FOOTING
WIDTH
VIM)
(SEE NOTE 4)
BULKHEAD AT EACH
114W NEOPRENE PTO)
12
TURN DOWN ELBOW
END OF CASING PIPE
FINISHED GRADE
0-v
WITH INSECT SCREEN
STYROFOAM PLUG TO
FOR BAR SIZE
r
/\
ASSIST GROUT PLACEMENT,
S-0'
,
S_r
ALLAROUND
18
26
3.9
STEEL CASING POS
9-9
9-9
a35
18
26
4$
2'gGRLVSTEEL VENT,
DIP CARRIER PIPE
6fi
3848
TWO PER CASING, ONE
ZS
T -C
Y4r
AT EACH END OF
s8
51O
t8
CASING PIPE
9.4'
For
9-1(P
PROVIDE PLASTIC SHEET
W
IJ N
BOND -BREAKER BETWEEN
-
OD
N
CARRIER PIPE AND GROUT,
�z
Ili
AROUND
PROVIDE 2° G GALV STEEL DRAIN
,n V
\N�ALL
NOTE:
NONSHRINK GROUT SHALL BE
IN BULKHEAD AT LOW END
�� ���
'EUC04W BY THE EUCLID
OF CASING PIPE AND 113
CU YD 0 CRUSHED STONE
\�����.\�/
//�
cog
CHEMICAL COMPANY,'MASTERFLOW
�/�
�/ C ,
713' BY MASTER BUILDERS,
AT DRAIN, WRAP STONE
OR EQUAL
WITH FILTER FABRIC
TYPICAL CASING PIPE PLUG
CARRIER PIPE
NIP STEEL PLATE, TV
318'x4' STEEL
PLATE,TYP
5W O A325 BOLT
CASING PIP
3116 V 4
V R ON ALL CORNERS
1
1
PIPE ALIGNMENT GUIDE
NOTE:
USE A MINIMUM OF 2 SPIDERS PER JOINT PLACED
ONE FOURTH OF THE PIPE JOINT LENGTH IN FROM
BOTH THE BELL AND SPIGOT.
SPIDERS PER TOWN OF CLAYTON GUIDELINES AND
SPECIFICATIONS.
Casing Pipe Detail
I \-DIP CARRIER PIPE WITH
RESTRAINED JOINT FITTINGS
BETWEEN MANHOLES
3'-0' MIN FROM CONCRETE PIER
TT
Bo aM � -REEK
OR FLOOD PLAIN
NOTES:
I . STEEL PIPE SHALL BE EITHER SPIRAL WELDED OR SMOOTH WALL
SEAMLESS WITH A MINIMUM YIELD STRENGTH OF 35,000 PSI.
PAINTING AND LINING SHALL BE AS REQUIRED BY THE TOWN OF
CLAYTON GUIDELINES AND SPECIFICATIONS,
2. DUCTILE IRON PIPE SHALL BE SUPPORTED WITH TWO SPIDERS AT
EVERY JOINT WITHIN THE CASING PIPE USING APPROVED PIPE
ALIGNMENT GUIDE. ALL JOINTS SHALL BE RESTRAINED JOINT.
3. SUPPORT TYPE FOR PIERS SHALL BE DETERMINED BY
GEOTEHCNICAL ENGINEER BASED ON SUBGRADE CONDITIONS AT
SITE-
4.
ITE4. BOTTOM OF PIPE TO BE AT A MINIMUM OF 1' ABOVE THE 25 YEAR
FLOOD ELEVATION.
Typ. Pipe Section
1149Ci'STAIR MSTIELSTRAPWITH
114V 1R' NEOPRENE PAD
FOOTING
THICKNESS
T(IN.)
ADHEREDTOSTRAP
FOOTING
WIDTH
VIM)
(SEE NOTE 4)
PILE
SPACING
7F)
114W NEOPRENE PTO)
12
ADHBU706MLE
7_C
Ev
0-v
SEENOTE3
14-29
FOR BAR SIZE
28
AND SPICING
S-0'
lei
STEEL ANCHORBOLTS.
ASTM AM OR AS$
SEE NOTE 3 I
FOR BAR SIZE
AND SPACING
3
HP12L53 STEEL PILE
-41 112
FOR PILESPUCE,
SEEDWGS-19 18' F 18°
E
NOTES.
1. PILE SUPPORTED PIER FOUNDATION DESIGN SHOWN ON THIS
DETAIL IS BASED ON THE FOLLOWING PARAMETERS:
MINIMUM CAPACITY OF HPIbM PILE = 30 TONS
CONCRETE COMPRESSIVE STRENGTH=4M PSI
GRADE 60 REINFORCING STEEL
MAMMUM STREAM VELOCITY =10 FDSEC
IF FIELD CONDITIONS REQUIRE ANY DEVIATION FROM THESE
PARAMETERS, THE FOUNDATION DESIGN SHALL BE REVIEWED BY
THE ENGINEER
2 LENGTH OF PILES SHALL BE AS REQUIRED TO DEVELOP 3D 70M
CAPACITY BY EITHER END BEARING. FRICTION OR A COMBINATION
OF END BEARING AND FRICTION. AS A NHNIMUM, PILES SHALL BE
DRIVEN AT LEAST i5 FEET INTO UNDISTURBED SOIL
TWELVE-INCT AND FOURTEEN4NCH WIDE PIERS SHALL BE
3. REINFORCED WITH 95 BARS AT 12 INCITES OC IN EACH DIREMO N
ON EACH FACE EIGHTESMCH WIDE PIERS SHALL BE
REINFORCED WITH #7 BARS AT 12 INCHES OC IN EACH DIRECTION
ON EACH FACE FOOTINGS SHALL BE REINFORCED TYPICALLY TO
PIERS.
EIGHTEEN-INICH WIDE PIERS SHALL REQUIRE TWO STRAPS OVER
4. THE PIPE INSTEAD OF ONE (AS SHOWN}
WHEN CONCRETE SUPPORTS ARE REQUIRED TO BE LOCATED
5. WITHIN A STREAM AND ARE NOT COVERED WITH BACIORE, SEE
DRAWING S-19 FOR MODIFICATIONS TO UPSTREAM FACE OF
SUPPORT.
CASING
PON:DIA
V(R)
PIER
THICKNESS
-X(K)
FOOTING
THICKNESS
T(IN.)
PIER
WIDTH
'C (IT.)
FOOTING
WIDTH
VIM)
FOOTING
LENGTH
T F.)
PILE
SPACING
7F)
612
12
211
7_C
TO
0-v
s'-9
14-29
12
28
9D'
S-0'
8_r
S_r
22-2
18
26
3.9
4'4P
9-9
9-9
a35
18
26
4$
for
9-0'
6fi
3848
18
ZS
T -C
Y4r
98
s8
51O
t8
26
9.4'
For
9-1(P
9-10,
Pile Supported Pier Detail
COLUMN VERTICAL
o Q 0' TO 918'
DETAIL A
COLUMN HORIZONTAL OR
VERTICAL
6r+10'
314'
MAX ge
0' TO 118'
0
DETAILA DETAILS o
POSITION OF COLUMN DURING WELDING
STEEL PILE SPLICE
ADDITIONAL 2'
ADDITIONAL VERTICAL BAR,
SAME SIZE AS OTHERS
PLAN - CONCRETE SUPPORT NOSING
(WHEN EXPOSED TO STREAM FLOW)
DETAIL B
UPSTREAM FACE
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MFMZ PtWfilld by AMAN CoMfillfle ViUKRRM - t11W
_
15 - November 1
Limo............ _..... _««-...». _.. .__._..._..._._ _ _.._._.«.«..._..«« 2 tons/ac
5-10-10 Fertilizer ......................................................._....•........._..........
_ .... _.............. ION lbs/ac
0-20-0 ......._..... __.lbs/ea
.........Y-
Unscurifed Service lbs/ca
KY31 Faso u®................................................ _. _....-_------------------------........ _.......30 lbs/ac
Rye Groin .._-...._..__...._.....____...... ___._ _. ___..___ ._...__ __•25 [be/ac
*straw Mulch..........................................................-............ _..........................
_....................... 2 tans/ae
F81 PWMWWd 800ft - _ __
__. September 1 - February 28
Lima.......... _....._..___«. __. .___._....«...._.. .___.__.___._ _ __ 2 tans/aa
Fertiliser (low nifrogen approved for Centipede)..._-__• (Appropriate fertilizer approved
' a - -• PREFORMED ASPHALT -.
for eerliipede application)
RyeGrain . ..................... _•................ _........ _............ _.................................... _............................... _............ 20 lbs/ac
Centipede Seed ---- --- ...... ___._ _____.___ .«__
.-15 lbc/ac (averseeded In )
craw Mutcin .__ _ _ _ _ _ _ ___ _ «_ _
.$ tens/ac
WkdW TMM=rWy:iOnRX..... _..._...__._..___••--•._...•................. Novembeir 1 - February 25
Lime................................ .......... . _ _. ......__._....._._.................. ..... ............ _.......................... _.......... 2 tons ac
10-10-10......700
fb%ac
Oafs._.._«.. _ __. _ ___ «._«..._.___. ....«___ ____
__ « ___ _ __�SD lbs/cc
Rye Gratn.._....___..._.__...._..___..__-._ __. _._.._....._--- 20 lbe/ae
*Straw Mutat..».«« _- _.._.« ...__ _« _...._.««...«..____.. __...--.__.. __.._..._.__..2 tans/ac
S. Expansion joints shall be spaced at 90' intervals. and adjacent to all rigid objects.
ril 30
unle......_......._...•••••••....»....... ___..........�.........___»....»-._....._...___.._..._..•.....__.._._.__.._..__a tans/ao
5-10-10Feriilfsar...._......__...__.....__......... ___._» _._.._..._.____....____ _...._. _ lbs/aa
0-20-0.... ............................_ .......» _._._...__.
T.1000
_.. .._ «_ _._._... S00 Iia/ae
Saortfied Serlaeaa............................ ................ .................. ...................... ».....50 lbs/00
-31 Fescue ........................................ ..
CONCRETE CURB
BrowntopMaid......_«_»_„....................... _ ......... -_20 lbs/ao
*Straw Mulch ............. ».................. _•...�..._............ .... ................... .......... .«.....«__•_..... ................2 tons/co
CWdoechp _............... ._... «..................... April 1 - Jul 1S
urne.............................................................................._•
.. _..............................................._......__............2 tans oe
Fertilizer (low nitrogen approved for Centipede) ...... _....(Approprlale fertilizer approved
1a• �P
for
e.....O/as
Centipede Seed......................................_......................-_...««.«............_-......._.__ca......._ttped.«caIon)
*Straw Mulch . ................ _............. .......... ... .«.................... ............................. 2 tons/ac
.__..._.__..._..._.......___..__..._...._..March
15 June 30
Lima......... ..... _........... -»............ ._...... ............ .......... .......... .... -..... ............. - ................ -__.«...«....2 tons/co
10-10-10 Ferfilitar.-_._......-.._.__...._............... ..................
_•.._...............•._......................_..1000 lbs/ae
0-20-0 ..................... ......................_
•...... _....................... _...«...____.__......................-...._..-...-_....._.500
lbs/ac
Scarified Sericso LespSdeza............... _........... «...................... .................. ......... .......... ..... .......... 400 lbs/ao
CommonBermuda Gross (buffed) ...... ..... ••_•.....................
....... _....».._».._................... _....«..8 lbs/oc
*Straw Mulch .................. .......-..._ _..._ ........-.._.» .__ . »_...._ _...._......__...._ ». _....2 tons/do
Summ T ... ............ _ ................. ...........
_............... ....... June 3D - August 3
Ume......................... _._».._.««.««_.........__...._««._.«___.._..........«.«.__
.._...___....._...«..«.2 tons/aa
10-10-10 Ferttlfzsr._._„ ____._«___._.._ ..._.__ ««__.....__._«..«.._._._._
___ ..._.700 lbs/as
BrowntopMinot ....... _••........ ___...«...._••.... ..... _••........ ..,.
»_._.._ .._.««_»».-._.._..«.....««..40 lbs/ao
*Sfrow Mulch .»_„........... _.•.... .... ..... ...... »_......__...._.__«...«_..._.........__...«..,....«_..............__2 tons/do
TM
1. * Mulch will be doubled if crimping is the method used.
•TOWN
of CLAYTON
'
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"
SEEDING
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SPECIFICATIONS
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1/6' RADIUS TOP OF CUES SURFACE OF
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t/6' RADIUS ` ° SUTNFACE QF GUTTER - 1/6' RAMUS
JGBNT BALER' •_ ..-3/8 x 1• DEEP;
•°
�•,.!� ,�� GROOVED OR
+ • r `
° SAO V%WNT TO -
•� �1/2" FlLLED YATH :
`
'����(�
eRANSe� � &, GUTTER 1 tdliiTSEALER
PLAIN BUTT JOINT
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004 001
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/�E�lwnr�aHa:�.®
i f WNL �VSii DETAL
MOT
1. Provide 1" deep tooled traverse structural scare joint with 1/8" radius
at S' -o" o.c.
SLOPM RM VARABLE A r MSS RATM
NOTM
1. Contraction joints shall be placed at 10' intervals. except that a 15' spacing may
be used when o machine is used.
2. Joint spacing may be offered N require! by the sngincar
3. Contraction joints may be Installed by the use of templates or formed by other
approved methods. Where such joints are not formed by templates, a minimum
depth of 1 1/2" shall be obtained.
4. All construction joints shall be filled with joint filler and sealer as directed by
Town Engineer.
S. Expansion joints shall be spaced at 90' intervals. and adjacent to all rigid objects.
S. Concrete to be a minimum of 3.000 PSI 0 2B days, air entrained.
7. Spill sections will be approved on a case-by-case basis by Town Engineer.
•TOW
of CLAYMN
EQUAL TO BE SET FLUSH VATH THE CONCRETE AND THE
� W/� 1118 11�daAYffia ae8
,
CONCRETE CURB
-
'
AND GUTTER SECTIONS
Kim
r
DoWs Pradded by APPIM Calisulling- "ww.epp iracwn
R
5 M64MIM (SEE TOWN OF CLAYTON
t' S®iWRLK AND GREENWAY RAW S MINIMUM
Qum. ' VANES 70DLE0 EDGE (YMCAL)SEE DETAIL 401.
I
•'' 4. 7HKXC 3000 PSI. AIR
ENTRAINED CONCRETE S/W
11/4 ^„ �..
GU 9 12
PAVEMENT
MATED COLOR BARS
-
.v.r..�� R ST
COLLECTORElEr
I
• VARIE& MAXIMUM SEZPE 3:1 COMPACTED UNDISfl RIKED -
UNLESS APPROVED BY ME SI18GRADE SUBGRADE
TM ENGINEER
TYMAL80Mmxwmun_nysTw
1/B" RADRTS 1/2'
' a - -• PREFORMED ASPHALT -.
7• • :. IMPREMATED
EDtP • a:
/�E�lwnr�aHa:�.®
i f WNL �VSii DETAL
MOT
1. Provide 1" deep tooled traverse structural scare joint with 1/8" radius
at S' -o" o.c.
2. 1/2" reformed asphalt impregnated expansion sMp joints to be placed
40'-0 o.c. longitudinally. adjacent to curbs, when buffing existing structures,
concrete. or buildings, and of changes in width.
(VARES) SIDEWALK 6=0' MIN. RAMP a STD. DETAIL
TOWN of CLAYTON
TOOLED SCORE ADA uETEcrAeLE
Ili 1G6920316WA*ECLiX WSMM OWN
TYPICAL CONCRETE SIDEWALK
>M sum '
IUHD i'«SU11GRADE
,M I -i
AND EXPANSION JOINT DETAM
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EQUAL TO BE SET FLUSH VATH THE CONCRETE AND THE
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TOWN of CLAYTON
' TYPICAL S CROSS SECTION 5�, _40
(CM & GUITM APPLICATION) ,,.2,, 1 d s
POWs Fraeded by g - cwn
2'-6'
RA{� 3' RAD.
A 1J6"
6
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•' .a RAD.
TOWN
:• °
sof CLAYMN
auvmzm xeW$.raAe[dti am
CONCRETE CUR13 •stn 9
AM GUTTER SECTIONSr:�` a
BACKQIRB
&&W, = RIGHT OF WAY
RES. = RESIDENTIAL
COMM. = COMMERCIAL
/
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`~MAXNAN LENGTH
`• - /'` 1Od C - AAL: LOW > 2"00 S.F.
�..._.„ .._._. 7W - REUMN U LOTS < 2MOD SJ.
.. Anw - rJUROMal
rr,-Era *rr'ra,3:rc,r�-ti -ern-Tn -a .:...;,, err':rr:lcacaiRtw_a.■
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'�''.-ate ;. .4 M: :' " a' ., Y. 1i 'aI,' �y,'.',4` •' 'v
MATED COLOR BARS
-
.v.r..�� R ST
COLLECTORElEr
I
01-
nrt�
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4-
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B^• i 'JY i
IRS
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(VARES) SIDEWALK 6=0' MIN. RAMP a STD. DETAIL
4011
TOOLED SCORE ADA uETEcrAeLE
48
i MAX
12:1 MAXI
t • ra.. it a
IUHD i'«SU11GRADE
,M I -i
4' TRICK C Gt1iETE SIDEWALK /RAMP 1/2" EXP JOINT
7, 1777 It t'�_ L'_
d
EQUAL TO BE SET FLUSH VATH THE CONCRETE AND THE
`r ?`.
,
1. m PT of intersection & 3 1/2' Minimum from property firm.
-
'
D19f.,NL
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TYPICAL
1a• �P
Mulls PnFMW by Engi== - caw. em_ccrn _10:3530 1
-9.21:09 1
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-
.v.r..�� R ST
COLLECTORElEr
I
-700
�•���-��RjWT-r+t,.. -.y
�'' � �••:( =o
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NOT 10 SCALE
(VARES) SIDEWALK 6=0' MIN. RAMP a STD. DETAIL
4011
TOOLED SCORE ADA uETEcrAeLE
48
i MAX
12:1 MAXI
t • ra.. it a
IUHD i'«SU11GRADE
,M I -i
4' TRICK C Gt1iETE SIDEWALK /RAMP 1/2" EXP JOINT
(2) 24": 24• = 7005PL6. CAST [RO N 7 LCA7E0
ONE DETECTABLE WARNING PLATES ON APPROVED
EQUAL TO BE SET FLUSH VATH THE CONCRETE AND THE
ENTIRE SURFACE MWEEN THE !AAT AND CZ3I7E . •• :
GLJfEDYAT1N EPDXY CEMENT. (SEE NOTE 5)
1. m PT of intersection & 3 1/2' Minimum from property firm.
TOWN of CLAYTON
3. Width of curb & gutter shall match width of existing curb & gutter.
>mmm:da
r
TYPICAL
1a• �P
05111r!ffi'0121 SvAaam ass
RAMP - TYPE I
�' a
f
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EDGE • 'a.r
1 EDGE OF 7c
n -,YY WX PREFERRED '77` - - If..
It. FACE at ,( 81: TO
1tt n EDGE PAVEMENT
tom} a
ROADSIDE 4-A
rr 7{'ftp •,` -
It • •.� (Ley •,i a
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7.
1
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1111,WO7N VARIM L .ri�`Ia-iL
SEE 11011"cUt E m
7 r'iYY "1'
•
,; ' 21: - .
EASEMENT M •rile.
20 MINIMUM EAMENT 'I (CROSS COUNTRY)
111101111 VARIES
VARIES SEE 1"r BIMBIMVAY AND GREOMY POLICY VARIES
MINIMUNI
a 1 •Y y
>` CROSS SLOPE_ i (DASH-
_7
AYr
Z.
t W V-_2 11r TrFE SF --9-5A ASPHALT MIX
COMPACTED _
�` KIP:sI YlSUBGRADE
r.�VA14M MAXIMIN SLOPE
UNLESS PROVED BY THE
TOM ENGINEER.
*
NOTES detail 401.01 for road way construction / dimensions.2. Subgrade must be compacted enough to hold up the paving operation.KEA
1.
'-,oriel
-9.21:09 1
I
1
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1
7 )
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MATED COLOR BARS
-
.v.r..�� R ST
COLLECTORElEr
I
-700
�•���-��RjWT-r+t,.. -.y
�'' � �••:( =o
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SiGHT EXST�• `�.;;; 1
TRIANGLE
70LO'-
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r oil=l;:•i.'�'::; :;::;:::=�;;•j%'
pY:••.,•••,•••, ::y -Lys
1 : • 'i' +-
I `
1.5 PAINTED BARS
1
1
I
1 FOR ST0P
� I
� •
® STOP 516ti
MAIL OR REFERENCE IIHERE
T • x as
6' THICK CONCRETE APRON
w
•
TOWN f CLAYTON
s#• �1 i..
WS I=
UM IUWdCLAWMaMMMUD SESCREAUM CELT
iii: g
IDE HLsBi non SIGHT DISTANCE DIAmAMMeTaoftb
`
t • ra.. it a
(GMECTION OF 2 TOWN STRHM)
,M I -i
BoWs
_ • � .�� a
;. 1 _ s+xrxt�i rQ?3;xcz�c
a1 a- i• r
t 1 i.{•sal +
�] t
2.
The material used to provide contrast shall be an integral part of the walking
'�''.-ate ;. .4 M: :' " a' ., Y. 1i 'aI,' �y,'.',4` •' 'v
MATED COLOR BARS
-
�
s <.�
-� t s_
S
>4 fr PREFORMED
d`.t 1E7tPANSION
-' '.i ash STRIP
1.5 PAINTED BARS
TO BE PAIMIED VDOTE TELLOM
i
a�dpJx
° ?' CONCRETE APRON
� •
- 9a 1 -i.fal + 1
MAIL OR REFERENCE IIHERE
T • x as
6' THICK CONCRETE APRON
w
•
r+., '�! ( l)w{J e+^e��� 1•�•rf{.ice'•
s#• �1 i..
ISTRIP HFA TSN CROSS[ SCORE JOINT
EXISTING CONCRETE DRIVES
PAVEMENT
iii: g
•STOP AHEAD• SIGNNCOO
`
t • ra.. it a
FILLER POUI� !11TH SIDEWALK
ti' 71igC G�NCRETE SDEWALK S UN.
T SIX W5-1
E
a •]YI
PAVEMENT
RAMP - TYPE It
1. m PT of intersection & 3 1/2' Minimum from property firm.
2. Entire enhance including gutter and apron shall be poured mono{titltcally.
3. Width of curb & gutter shall match width of existing curb & gutter.
CARO
r
TOWN of CLAYTON
05111r!ffi'0121 SvAaam ass
MIDE L\ 1IAL
T•tueah a409.a1
DRIVEWAY CONNECTION
BoWs
- 11.11•
NWES
1.
COitt
� �� ,i .�'. •. •MSI �a
on dark or dark on light.
2.
The material used to provide contrast shall be an integral part of the walking
'�''.-ate ;. .4 M: :' " a' ., Y. 1i 'aI,' �y,'.',4` •' 'v
MATED COLOR BARS
-
�
s <.�
-� t s_
S
>4 fr PREFORMED
d`.t 1E7tPANSION
-' '.i ash STRIP
1.5 PAINTED BARS
TO BE PAIMIED VDOTE TELLOM
i
a�dpJx
° ?' CONCRETE APRON
developments.
1.0 SEPARATION BETKEN BARS
MAIL OR REFERENCE IIHERE
Af•
6' THICK CONCRETE APRON
t� FILER POURED TI7H SIDL9tfAL - b
6' THICK CONCRETE SIDEWALK Y -e• MIN.
COLOR HAS BEEN ABEDi
ISTRIP HFA TSN CROSS[ SCORE JOINT
EXISTING CONCRETE DRIVES
PAVEMENT
•STOP AHEAD• SIGNNCOO
N O{nC7
C01�ACTED DAt9CFI1 6' i1IGt CONCRETE APRON -
FILLER POUI� !11TH SIDEWALK
ti' 71igC G�NCRETE SDEWALK S UN.
T SIX W5-1
I STRIP HERE 1MNEN CROSSING SO= JOINT
EXISTING CONCRETE DRIVES
ROLL TYPE CSS
PAVEMENT
RAMP - TYPE It
1. m PT of intersection & 3 1/2' Minimum from property firm.
2. Entire enhance including gutter and apron shall be poured mono{titltcally.
3. Width of curb & gutter shall match width of existing curb & gutter.
4. Stmt type driveways are permitted.
-:.
TOWN of CLAYTON
05111r!ffi'0121 SvAaam ass
MIDE L\ 1IAL
T•tueah a409.a1
DRIVEWAY CONNECTION
7^,D smmr
_La _
W
•d
e
r
e
2.5 PAINTED LETTERS (TVRCAL)
1.0 SEPARATION (TYPICAL)
PA - - -
s-
ILS PAINTED BAR (rdnC IL)
40-
H.C. RAMP WITH DETECTABLE WARNING DEVICES
DESIGNATED COLOR BARS ARE
i
70 BE PAINTED WH17E. VELLUM
t7
�
1(j
1.5 PAINTED BARS
B LUL OR CE 1IifRE 1111111*
•O
�
1 O SEPARATION BETWEEN BARS
AOR MAS1
�-
r
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KrRAMP WTH DETECTABLE WARNING DEVICES
1
W
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4
N
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H.C. RAMP WITH DETECTABLE WARNING DEVICES
.'
a36.®•i19mdawvmaeulcamBERCMqrAMMatDs
GREENWAY /BIKEWAYNar
DRIVEWAY CROSSING DETAEL�DAM
SEEM*
119111315 PraMd by A: - tnnapp coca
- MM.WunwGirmMmn
NWES
1.
Detectable warnings shall contrast visually with adjoining surfaces, either light
� �� ,i .�'. •. •MSI �a
on dark or dark on light.
2.
The material used to provide contrast shall be an integral part of the walking
'�''.-ate ;. .4 M: :' " a' ., Y. 1i 'aI,' �y,'.',4` •' 'v
..�•1. ,�:.+4-• P ~� �,iA.. aka- '- .y_v.
'�.� !•r°. t '.,,, �,x� :moi
-
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S
>4 fr PREFORMED
d`.t 1E7tPANSION
-' '.i ash STRIP
�rd�
°ILLL TYPE CURB
`s STRAIGHT BACdC CURB
lj • 9•
1 '�•
a�dpJx
° ?' CONCRETE APRON
developments.
•g �_ 1/a"PREFORMED ExPANSiDN STRiP FOR PROPOSED
G & GUTTER (TYPICAL BOTH SIDE RETURNS)
Af•
6' THICK CONCRETE APRON
t� FILER POURED TI7H SIDL9tfAL - b
6' THICK CONCRETE SIDEWALK Y -e• MIN.
PLACE 1 PREFORMED EXPANSION 6- THOC Ct>$iC Affil aCi
ISTRIP HFA TSN CROSS[ SCORE JOINT
EXISTING CONCRETE DRIVES
PAVEMENT
i i �s s 1--11'F-4 P �, c• •....
N O{nC7
C01�ACTED DAt9CFI1 6' i1IGt CONCRETE APRON -
FILLER POUI� !11TH SIDEWALK
ti' 71igC G�NCRETE SDEWALK S UN.
PUWZ 1 PREFORMED EXPANSION 6' WICK CONC. APRON
I STRIP HERE 1MNEN CROSSING SO= JOINT
EXISTING CONCRETE DRIVES
ROLL TYPE CSS
PAVEMENT
RAMP - TYPE It
1. m PT of intersection & 3 1/2' Minimum from property firm.
2. Entire enhance including gutter and apron shall be poured mono{titltcally.
3. Width of curb & gutter shall match width of existing curb & gutter.
4. Stmt type driveways are permitted.
-:.
TOWN of CLAYTON
05111r!ffi'0121 SvAaam ass
MIDE L\ 1IAL
T•tueah a409.a1
DRIVEWAY CONNECTION
7^,D smmr
_La _
`llllllllll//I/J
- MM.WunwGirmMmn
NWES
1.
Detectable warnings shall contrast visually with adjoining surfaces, either light
on dark or dark on light.
2.
The material used to provide contrast shall be an integral part of the walking
N
surface.
3.
Dimensions assume 90' centerline intersection of streets.
4.
Concrete shall be tilted halllechip gray. Painted surface will not be acceptable.
S.
Domes are int required for handicap romps located In single family
m
developments.
6.
Handicap ramps are not required at curb returns until such time as sidewalk
O
az a
Is connected to return. Otherwise contractors are required to depress curb to
to a U
the minimum dimensions shown for future romp cormt cellon.
7.
Single handicap ramps at the center of the return are not permitted.
to AJ inW
TOWN of aAYTON
N O{nC7
W�
=Towdcaur
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v
TYPICAL
VA9 �/ I z4OSaec
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TRENCHREWIRED
am
1
NOTM
8" deep No. 57 stone or equal wrapped In non-waven geotaxtile filter fabric
O.D.1.
lightly compacted. Overlap fabric by minimum one pipe
2. See specifications Section 1PRODUCTS�}
Earth litooldill and Carnmon Trench Backfill.
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2. Fittings are to be completely wrapped with plastic, prior to pouring concrete.
3. Concrete to to minimum 3,000 psi. 0 28 days.
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PART MANUFACTURER MODEL / C.L.No-
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VAIW 110XS011THFRN FOIINORY S67A
Q'
EAST JORDAN IRON WORKS 49DS-20
SEDIMENT
1%4 A Provide 1" earth cushion between
;;7
bottom of concrete brick and valve.
Detm7s P-,id¢d by APPIAN C-dting
En41nevs - sas.a�ia�girreers
Deft Pimbled by APPIAN CwsPJU lg Eng61e"e - vwv. con
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y $.
7 3
VOILUMIE
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METER BOX bUUMERN FOUNDRY NBX-1 'TOGS OF C A IN LED
573 4"
CONCRETE
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d
1 WIDEN TRENCH TO ACCOMMODAIIIE
(-
7
iv
TRENCH WIDTH
CUT SLOT TO INSERT
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012 BLUE OR GREEN
� ca�lutT a
INSULATED COPPER
ALL PLUG FnrnNGS
TRACER WERE - 6' FROM
FINISHED GRADE
1 4
de
6
METER 94STAlLED BY CLAYTON DPO14 PAYMENT OF FEES f
(4) 438' t
16
1. Concrete blocking is to be tanned to ensure accessibility to fillings and poured
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2. Fittings are to be completely wrapped with plastic, prior to pouring concrete.
3. Concrete to to minimum 3,000 psi. 0 28 days.
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PART MANUFACTURER MODEL / C.L.No-
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VAIW 110XS011THFRN FOIINORY S67A
HORIZONTAL BL4CMG DETA L
EAST JORDAN IRON WORKS 49DS-20
SEDIMENT
1%4 A Provide 1" earth cushion between
;;7
bottom of concrete brick and valve.
'.
Do not let valve box or brick rest on
m
valve assembly. - Typical all valves.
6
MIN. MEN.
41B
i
I PER MANUFACTURE FROM S/W
METER BY
O - ROAD RIGHT-OF-WAY -
1.00
- .
IN STREET
a�CCNCRETE BRICK BLOCKING
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LOCATION
o
NOTES:;.
1. Use heavy duty traffic lid marked "WATER" OR "SEWER".
1. Concrete to be minimum 3,000 PSI ® 28 days.
1114 1.54
22 tj2'I'liV
TOWN of CLAYTON
OSH RIIH T851a>.@IdCtdTi®Icr.emsvn ggggsmmnc ®6.T
,�
STANDARD SCREW VALVE •,.rte"
N Tb�'e a513_Ol
36' I
,/ LIXIiG GOAPERI .;
VALVE, VALVE BOX, AND MARKER rwi S=b 51is 303
BOX DETAIL
It TAIL PIECE 701 3
{' _ ,' r
APRiL,2+llII f d 2
TYPE -2
Y BOTTOM TTOM TRENCH NTH
BACKFILL LIGIMY CONSOLIDATED
70 CDOERLINE OF PIPE
(FLAT ElOTTW IS DEFINED AS
UNWSTLROED EARTH)
PIPE D IN 4' MINIMUM
BEDDED 18U
SAND OR LOSE SOIL NOTE 5
TO A DEPTH OF 118 PIPE DIA.
MTN RACKFILllxtMPACTED TO
TOP OF PIPE
NOTM
1. For normal pipe sizes 14 inch and larger, consideration should be given to the
use of laying conditions other than Type 1.
2. Considerattan of the pipe -zone embedment conditions included in this figure may
be Influenced by factors other than pipe Strength. For additional Informatton on
pipe bedding and backfill. see ANSI A C600.
3. See detail 511.01 for unsuitable trench subgrade requirements.
4. See Specifications Section 02275. Section 2.1.2 for pipe bedding definitions.
5. Loose soil shall be either native sell excavated from trench or borrow. both
conforming In composition to "Select Earth Baakmim as deflned in Specificatlons
Section 02275, Part 2 - PRODUCTS.
-W 1 TOWN of CLAYTON
v;
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DETAIL 511.01
? _ C01ft1t iMA10 TAP
_ DETAIL 51304
TOWN of CLAYTON
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TYP
I(9CAL � y alB lr� 7� 19[n4.1aAYLa411rA1078tD :
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PART MANUFACTURER NemCSL Na UD 70 BE LABELED
VOILUMIE
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.T'
CONCRETE
EAST JORDAN UM WORKS / V-6404-1 'WATER MEWL 4
1 WIDEN TRENCH TO ACCOMMODAIIIE
(-
ANCHOR IF REQUIRED
CAPITAL FOUNDRY 6X-1 OR APPROVED EWAI
TRENCH WIDTH
J i SEE
•
TRENCH
MOM SETTER FORD/VBHC72-12W-44-33-%5/8'x3/47 NL
2i<
1 SEE
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FORD/YBHC74_,S1W44-44-G (,� NL
ALL PLUG FnrnNGS
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,
MUEItER / 6 -247t/ -2A (12' H12GHT) N1_--
METER BOX
de
UNDISTURBED
EARTH .r,
METER 94STAlLED BY CLAYTON DPO14 PAYMENT OF FEES f
(4) 438' t
NOTED SECTION A A
1. Concrete blocking is to be tanned to ensure accessibility to fillings and poured
TAPPING DETAIL 51304 ...
2. Fittings are to be completely wrapped with plastic, prior to pouring concrete.
3. Concrete to to minimum 3,000 psi. 0 28 days.
ON ENDS OF BOX
CLAYTONTOWN of
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HORIZONTAL BL4CMG DETA L
1044sum OMM"
SEDIMENT
1.00
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O - ROAD RIGHT-OF-WAY -
1.00
- .
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TOWN
(SEE NOTE 2)
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NOTES:
Z0D
. 11 ME7ER am
n
1. Concrete to be minimum 3,000 PSI ® 28 days.
1114 1.54
22 tj2'I'liV
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LINSTALL
TOWN of CLAYTON
a15
36' I
,/ LIXIiG GOAPERI .;
VALVE, VALVE BOX, AND MARKER rwi S=b 51is 303
1.50
It TAIL PIECE 701 3
{' _ ,' r
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1.50
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4) 4X6' CONCRETE ...
415...
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BLACKS ON
200
2.00
ENDS OF BOX
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.
WASHED S7DtE TYPE 'K' SOFT DRAtiRH
2O2.
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A#3 CQi'pfR SERIRCE l.[PLE
0.23
O=W •
OW
METER YOKE COMPLETE DOUBLE STRAP BRONZE
2.00
200
2.00_
WIN COMPRESSION SADDLE & coRPORaTION STOP
923
0.23
it t/4 200
..i2.1�t' -3�••
x COMPRESSION FITTINIS SEE DETAIL 513.04 FYIR TAP.
._2.00
•
NCYTEO
1. Contractor to place meter box in non -traffic area only.
a........................
2. Meter must be level across meter connections.
038
3. Lock setter with highffeld security prod. part#93210142 & 93280145 after
V'
_90'3002.�
�,
waterline testing is completed.
r�
BIT 5.59
500
TOWN of CLAYTON
1J3 -
T� %•PLUG
3._
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3/4" & 1" WATER METER 9�1
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2A0
300
No
W
22 1
QO
SERVICE DETAIL
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300
TAN..IDL4 1 d 2
3100
2W
TYPE -2
Y BOTTOM TTOM TRENCH NTH
BACKFILL LIGIMY CONSOLIDATED
70 CDOERLINE OF PIPE
(FLAT ElOTTW IS DEFINED AS
UNWSTLROED EARTH)
PIPE D IN 4' MINIMUM
BEDDED 18U
SAND OR LOSE SOIL NOTE 5
TO A DEPTH OF 118 PIPE DIA.
MTN RACKFILllxtMPACTED TO
TOP OF PIPE
NOTM
1. For normal pipe sizes 14 inch and larger, consideration should be given to the
use of laying conditions other than Type 1.
2. Considerattan of the pipe -zone embedment conditions included in this figure may
be Influenced by factors other than pipe Strength. For additional Informatton on
pipe bedding and backfill. see ANSI A C600.
3. See detail 511.01 for unsuitable trench subgrade requirements.
4. See Specifications Section 02275. Section 2.1.2 for pipe bedding definitions.
5. Loose soil shall be either native sell excavated from trench or borrow. both
conforming In composition to "Select Earth Baakmim as deflned in Specificatlons
Section 02275, Part 2 - PRODUCTS.
-W 1 TOWN of CLAYTON
v;
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DETAIL 511.01
? _ C01ft1t iMA10 TAP
_ DETAIL 51304
TOWN of CLAYTON
'
M LY
TYP
I(9CAL � y alB lr� 7� 19[n4.1aAYLa411rA1078tD :
T PMEDENTIAL tl7A Fir Lu7b9lift aE7D9A3
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CONCRETE
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1 WIDEN TRENCH TO ACCOMMODAIIIE
(-
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PLACING ASPHALT OVER t
TRENCH WIDTH
J i SEE
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TRENCH
DETAIL Zzy a
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;
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0A6
W
de
UNDISTURBED
EARTH .r,
�iC06dFAC
NOTED SECTION A A
1. Concrete blocking is to be tanned to ensure accessibility to fillings and poured
against undisturbed earth.
2. Fittings are to be completely wrapped with plastic, prior to pouring concrete.
3. Concrete to to minimum 3,000 psi. 0 28 days.
SQUARE .CONCRETE PAD
CLAYTONTOWN of
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HORIZONTAL BL4CMG DETA L
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R(GHT-OF-WRY o EASEMENT
1
5^_ VARIES _
LOCATE MARKER WITHIN RIGHT-OF-WAY
OR EASEMENT ALONG EDGE
CONCRETE VALVE BOX MARKER POST
VALVE BOX
SEE DETAIL 513.01
EXISTING/PROPOSED
FINISHED GRADE
Nl�lr'-- � ��" 1• `-2• SQUARE x 6" THICK
is CONCRETE PAU
3
Yni COMPACTED fARTH
P42 BLUE OR GREEN INSUL
COPPER TRACER WIRE - 6.
BELOW GRADE
FIELD AND EASEMENT
OR SIDE OF ROAD
LOCATION
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VALVE BOX
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SEE DETAIL 513.01 p
VOILUMIE
SMITH BiAIR / 325-
GO
ASPHALT SURFACE
.T'
CONCRETE
USE TACK COAT BEFORE I'..
FITT�YG
F= / F -IONS
PLACING ASPHALT OVER t
IAO
-1.«00
ao
CONCRET€
-
22 1%2' 1.00
m
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150
0A6
TED STONE �
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1.W
1.50.
._.Q .....
IB- t}l" TW�1YU1�`
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SQUARE .CONCRETE PAD
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POURED TO TOP
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200
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COURSE ELEVATION_
1.00
1.01111
2-00 ..._..OL07
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COMPACTED EARTH `
t
_i.00
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41B
W
INSUL COPPER TRACER
1.00
- .
IN STREET
WERE - 6- BELOW
�.
1.�
GRADE
f
LOCATION
SD_
NOTES:
Z0D
«.......'�........_
1. Concrete to be minimum 3,000 PSI ® 28 days.
1114 1.54
22 tj2'I'liV
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TOWN of CLAYTON
a15
IEE / PWG
VALVE, VALVE BOX, AND MARKER rwi S=b 51is 303
1.50
INSTALLATION DETAIId
{' _ ,' r
11 1/4'
1.50
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P.M
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SMITH BiAIR / 325-
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FITT�YG
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4.00
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ctvwr 110
1. If blocking excavation is In lightly compacted fill areas, or in areas where
boulders or stumps have been removed, blocking size must be rye -sized for the
specific location/circumstance by a NC licensed 'Professional Engineer.
2. glocking sizes shown In these tables assume the following:
A. Blocking is aonstruated in residual soils as shown In detail.
B. Soll bearing pressure = 2000 pat
C. Velocity of flow = 15 fps.
3. This detail not applicable to reducing bends.
4. Neittrer the weight of the concrete blmkkng nor friction between concrete blocking
and soil was added into blocking sizes computation. Therefore, blooldng size Is
WAiER
PAU
MAMIIFACTIR MSL Cal. Na
SADDLE
ft�020W
(BRASS OR BRIONX
MUELIM BM
FOR W THREADS)
SMITH BiAIR / 325-
GO
to
(OR AWED EQU
WAP. STOP
MOHR H-1500 SERIES
(MASS WBRON
F= / F -IONS
FOR W 71Sj
A.Y. ►IAL.D / 478tT
m
FOR APPROVED EQUAL)
3 a_
1
1, if 2 taps are made on each side of the main there shall be a minimum of
24" horizontal separation. Multiple fops on the same side shall have a minimum
24" horizontal separation and staggered a minimum of 1" vertically to prevent
damage to the main.
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FOR ALL PIPE PLACE A
METALLIC WARNING TAPE
12' 70 18' BELOW
g - - - FINISHED GRADE
- - - FINAL EARTH
- - - A
EIA K iLLL COMPACT
-
12' '-PIPE Siff O.D. 12'-
L
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BACKFILL
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r STONE TO TOP OF
PIPE FOR PVC PIPE
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ROCK iS ENCOUNTER®
(DETAIL 511.03) (NOTE 2)
TAI
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UNDISTURBED SOIL
FOUNDATION STONE F
MUD (SE ALSO
DETAIL 511.01)
NOTE
1. Foundation stone shall be required when soil conditions are unsuitable.
See detail 001.02.
2. An additional 1 inch depth of bedding material will be required for such
additional 2 feet of trench depth In excess of 16 feet up to a maximum of 12
Inches.
3. Hounching depth for flexible wail pipe (CON PVC and SDR35) shall be outside
pipe diameter + 1 inch. Haunching shall be thoroughly compacted #57 or #67
stone.
4. Where rook is encountered. refer to detali 511.03 for subgrade preparation.
5. For all force maims, embedment to be Type 1 or 2 as shown on detail 511.02.
1 '
TOWN of CLAYTON
• n x� .,�
WeIM=1AW dQJ%T=1MAX0MD INSCIEC&UM acs
SANITARY SEWER PIPE
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FIELD F'*v
INVERT .-
Sit NOTE 7
/ PIPE
W!1;_51-
NOTM
1. Concrete shelf should be no lower than the pipe spring line elevation at manhole
wall.
2. Service line entries to have east in place troughs.
3. Radius of Invert must have enough room to be able to Insert air plugs and N
equipment.
4. Concrete strength to be 3,000 PSI minimum.
5. Concrete formed Invert shall be precast wherever possible. Moorbuse not permitted.
6. Pipes will be grouted Inside.
7. Flexible alcove be
bl eev obs east in place or installed with shirtless steel expander rings
as manufactured by Kor-N-Seal or PSX shall be used for pipe connections. Boots
shall be sectored to pipe Ding (2) stainless steel bands.
TOWN of CLAYMN
�.ffi8f>�Si7�laa.a' :ate
ICAM
TYPICAL SEWER HCART Ift
PLANS FOR MANHOLES 2 t a
NOTED
1. Frame & Caver weight may not deviate by more than -5.0%.
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/ PIPE
W!1;_51-
NOTM
1. Concrete shelf should be no lower than the pipe spring line elevation at manhole
wall.
2. Service line entries to have east in place troughs.
3. Radius of Invert must have enough room to be able to Insert air plugs and N
equipment.
4. Concrete strength to be 3,000 PSI minimum.
5. Concrete formed Invert shall be precast wherever possible. Moorbuse not permitted.
6. Pipes will be grouted Inside.
7. Flexible alcove be
bl eev obs east in place or installed with shirtless steel expander rings
as manufactured by Kor-N-Seal or PSX shall be used for pipe connections. Boots
shall be sectored to pipe Ding (2) stainless steel bands.
TOWN of CLAYMN
�.ffi8f>�Si7�laa.a' :ate
ICAM
TYPICAL SEWER HCART Ift
PLANS FOR MANHOLES 2 t a
NOTED
1. Frame & Caver weight may not deviate by more than -5.0%.
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MANUFACTURER TO MEET
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ASM C-478
STRUCT 8' THICK
GrO'#
CAC. BASE OVER 12'
0
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SEE NOTE B
FIELD F'*v
INVERT .-
Sit NOTE 7
/ PIPE
W!1;_51-
NOTM
1. Concrete shelf should be no lower than the pipe spring line elevation at manhole
wall.
2. Service line entries to have east in place troughs.
3. Radius of Invert must have enough room to be able to Insert air plugs and N
equipment.
4. Concrete strength to be 3,000 PSI minimum.
5. Concrete formed Invert shall be precast wherever possible. Moorbuse not permitted.
6. Pipes will be grouted Inside.
7. Flexible alcove be
bl eev obs east in place or installed with shirtless steel expander rings
as manufactured by Kor-N-Seal or PSX shall be used for pipe connections. Boots
shall be sectored to pipe Ding (2) stainless steel bands.
TOWN of CLAYMN
�.ffi8f>�Si7�laa.a' :ate
ICAM
TYPICAL SEWER HCART Ift
PLANS FOR MANHOLES 2 t a
NOTED
1. Frame & Caver weight may not deviate by more than -5.0%.
1. Canards strength to be 3.000 PSI minimum.
2. Pipes will be grouted inside.
3. Flexible slam boats cast in place or Installed with stainless steel expander rings.
Boats to meet ASTM 0-923 standards.
4. See detail 532.01 for typical Invert shaping.
5. Service laterals Into existing manholes to be core drilled and boated.
6. Maximum depth 4' diameter manhole = 12' (see sewer design section for other
requirements / limitations).
7. If height above grade exceeds 24", use eccentric flat top.
8. For watertight applications, place butyl rubber between frame and cone with water
tight ring & cover.
9. For pipe connections 12" and larger, 2 sets of bonds shall be required.
10. Lubricate the following: Pipe extertor, boot interior. boot exterior. S.S. bands (Top
& bottom)
11. Place manhole opening over the effluent line.
12. Manholes subject to flooding shall have the top of the manhole rim a minimum
of 12' above the 100 Yr. BFE or vented every 3rd manhole. but not exceeding
1.000 LF between vents. Vents shall be placed a minimum of 12" above the 100
Yr. BFE. Sas detail 532.10.
13. Manhole marker post to be installed by contractor over line. (Marker furnished by
Town.)
TOWN of CLAWON
' . _ Tx8S9�1DW1t8r8x� a1F.Y
STANDARDECCERIMIC FaMM1,806 ZSXM�
DaWs -maw. aerscmn
DETAIL 53203 FOR
CON57RLTION
CONTINUATION
5'-0" DiAMETER' (MINiitUM) �
I N21T our e' ma
STANDARD PRECAST HOLE IN TOP OF
CONCRETE MANHOLE CON DROP
I MANHOLE TEE
OPEN END OF TEE
USE FLEXIBLE MIRIBER Cow PIPE
BOOT OR APPROVED PVC
MANHOLE ADAPTS IN PIPESTRAPS
OPENING NOTES 7 & 8 (STANNLESS STEEL)
+ SEE DETAIL 532.01 P SNIDE x 24
GAUGE VM
STAINLESS STEEL
ANSON
ANCHOR BOLTS TO
MANHOLE WALL
w. BENCH AND DIVERT
WHEN MAIN IS = TO BE RE8>OLT TO
SDR -35, APPLY A s HANDLE NEW FLOWS
C-900 x SSR -35 ` `�,\ :}� 1�. � L
ADAPTERSPIGOT t ,.
C9OO BELLPr
&
SPIGDT 45 at
sw am
NOTE 5
Ef3 (?1N� I�iilJi,iilSl:@8EI � �'
I. Joints will have mastic Joint seater.
2. Reinforcement design to conform to the requirements of ASTtA 0478.
3. Flexible slam boats cad In place or Installed with stainless steel expender rings
as manufactured by KOR-Ili-SEAL or i"5X shall be used for pipe connections.
Boots shalt be scoured to pipe using two (2) stainless steal bands. Precast
inverts will not be accepted. Place compacted No. 57 stone around all boats.
4. The diameter of the vertical stack shall be equal to inlet pipe she but net tess
than C. Drop stack to be 0900 PVC pipe. The vertical stack shall be strapped
to the manhole with a minimum of 1 S.S. strap on all drops. Drops greater
greater than 5 feet at 18" intervals.
5. The elbow at the bottom of the stack to be placed in the direction of flaw in
the manhole with a channel constructed to conform to the manhole bench.
Provide support for elbow.
S. Car® drill hale for existingn
manholes. proved or care drill hole for proposed
manholes.
7. This detail shall not be used for force motns.
eTOWN of CLAYTON
SCUD 131m,
INTERIOR DROP RM MANHOLE &9T0836 2592LOO
(FOR DROPS UP TO 12" DL4) ;
Uff=s _ .e•..,
7T
eR
1 1/�
a,
10 3/4'
12'
InX -----------
COPOLYMER
POLYPROPYLENE PLASTIC
EGRADE 60 57®
REINFORCEMENT
a 5 3/4'
a
SECTM
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a d
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NOTE&
I. Stop shown Is PSI -PF by MLA• Industries Inc. Peachtree City. GA. alternate may
be used provided they are approved by Town of Clayton.
TOWN sof CLAYTON
Mum== ars
POLYPROPYLENE s° "
PLASTIC STEP ;
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-DETAILS 532.03 OR 53205
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SEALING SYSTEM :
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1. Canards strength to be 3.000 PSI minimum.
2. Pipes will be grouted inside.
3. Flexible slam boats cast in place or Installed with stainless steel expander rings.
Boats to meet ASTM 0-923 standards.
4. See detail 532.01 for typical Invert shaping.
5. Service laterals Into existing manholes to be core drilled and boated.
6. Maximum depth 4' diameter manhole = 12' (see sewer design section for other
requirements / limitations).
7. If height above grade exceeds 24", use eccentric flat top.
8. For watertight applications, place butyl rubber between frame and cone with water
tight ring & cover.
9. For pipe connections 12" and larger, 2 sets of bonds shall be required.
10. Lubricate the following: Pipe extertor, boot interior. boot exterior. S.S. bands (Top
& bottom)
11. Place manhole opening over the effluent line.
12. Manholes subject to flooding shall have the top of the manhole rim a minimum
of 12' above the 100 Yr. BFE or vented every 3rd manhole. but not exceeding
1.000 LF between vents. Vents shall be placed a minimum of 12" above the 100
Yr. BFE. Sas detail 532.10.
13. Manhole marker post to be installed by contractor over line. (Marker furnished by
Town.)
TOWN of CLAWON
' . _ Tx8S9�1DW1t8r8x� a1F.Y
STANDARDECCERIMIC FaMM1,806 ZSXM�
DaWs -maw. aerscmn
DETAIL 53203 FOR
CON57RLTION
CONTINUATION
5'-0" DiAMETER' (MINiitUM) �
I N21T our e' ma
STANDARD PRECAST HOLE IN TOP OF
CONCRETE MANHOLE CON DROP
I MANHOLE TEE
OPEN END OF TEE
USE FLEXIBLE MIRIBER Cow PIPE
BOOT OR APPROVED PVC
MANHOLE ADAPTS IN PIPESTRAPS
OPENING NOTES 7 & 8 (STANNLESS STEEL)
+ SEE DETAIL 532.01 P SNIDE x 24
GAUGE VM
STAINLESS STEEL
ANSON
ANCHOR BOLTS TO
MANHOLE WALL
w. BENCH AND DIVERT
WHEN MAIN IS = TO BE RE8>OLT TO
SDR -35, APPLY A s HANDLE NEW FLOWS
C-900 x SSR -35 ` `�,\ :}� 1�. � L
ADAPTERSPIGOT t ,.
C9OO BELLPr
&
SPIGDT 45 at
sw am
NOTE 5
Ef3 (?1N� I�iilJi,iilSl:@8EI � �'
I. Joints will have mastic Joint seater.
2. Reinforcement design to conform to the requirements of ASTtA 0478.
3. Flexible slam boats cad In place or Installed with stainless steel expender rings
as manufactured by KOR-Ili-SEAL or i"5X shall be used for pipe connections.
Boots shalt be scoured to pipe using two (2) stainless steal bands. Precast
inverts will not be accepted. Place compacted No. 57 stone around all boats.
4. The diameter of the vertical stack shall be equal to inlet pipe she but net tess
than C. Drop stack to be 0900 PVC pipe. The vertical stack shall be strapped
to the manhole with a minimum of 1 S.S. strap on all drops. Drops greater
greater than 5 feet at 18" intervals.
5. The elbow at the bottom of the stack to be placed in the direction of flaw in
the manhole with a channel constructed to conform to the manhole bench.
Provide support for elbow.
S. Car® drill hale for existingn
manholes. proved or care drill hole for proposed
manholes.
7. This detail shall not be used for force motns.
eTOWN of CLAYTON
SCUD 131m,
INTERIOR DROP RM MANHOLE &9T0836 2592LOO
(FOR DROPS UP TO 12" DL4) ;
Uff=s _ .e•..,
7T
eR
1 1/�
a,
10 3/4'
12'
InX -----------
COPOLYMER
POLYPROPYLENE PLASTIC
EGRADE 60 57®
REINFORCEMENT
a 5 3/4'
a
SECTM
•� a
A A
a d
- e
.; a q-• • : -
NOTE&
I. Stop shown Is PSI -PF by MLA• Industries Inc. Peachtree City. GA. alternate may
be used provided they are approved by Town of Clayton.
TOWN sof CLAYTON
Mum== ars
POLYPROPYLENE s° "
PLASTIC STEP ;
PIPE AND FITTINGS ARE 01 FROM THIS POINT TO
MAIN WHEN MAIN DEPTH IS 12 FEET OR GREATER
PVC 1/8 BEND
Ptd NIPPLE (LENGTH AS NES)
PTC 1/8
4' SCH 40
PTC PIPE -
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38' MiNIMLIM COVER II
4' sm. 0
PVC PIPE---%
sm
NO.
TO
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DEEP CUT SERVICE
CONNECTION DETAIL
1/8 BEND
AT DEPTHS 12 FEET OR
GREAIM SM TAME 2275.1
FOR MAMMAL REQUIRED
M. C-900, C-4105
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REINFORCING PER PRECAST
MANUFACTURER TO MEET
Ilu
ASM C-478
STRUCT 8' THICK
GrO'#
CAC. BASE OVER 12'
0
THICK J57
ACCORDANCE 16TH
DETAIL 53205
NCffM
SEE SPECS FOR FOUNDA1101
IMPROVEMENT WHEN NEEDED
1. Concrete strength to be 3.000 PSI minimum.
O
2. Pipes will be grouted Inside and out for Doghouse riser application.
3. Flexible slam goofs cast in place or Installed with stainless
sfeel expander
PIPE AND FITTINGS ARE 01 FROM THIS POINT TO
MAIN WHEN MAIN DEPTH IS 12 FEET OR GREATER
PVC 1/8 BEND
Ptd NIPPLE (LENGTH AS NES)
PTC 1/8
4' SCH 40
PTC PIPE -
o 111i, ,F
38' MiNIMLIM COVER II
4' sm. 0
PVC PIPE---%
sm
NO.
TO
y vy . -C1,113,11(.1 M1
DEEP CUT SERVICE
CONNECTION DETAIL
1/8 BEND
AT DEPTHS 12 FEET OR
GREAIM SM TAME 2275.1
FOR MAMMAL REQUIRED
M. C-900, C-4105
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AT ELEVATION NEEDED
ML
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REINFORCING PER PRECAST
MANUFACTURER TO MEET
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ASM C-478
STRUCT 8' THICK
GrO'#
CAC. BASE OVER 12'
0
THICK J57
ACCORDANCE 16TH
DETAIL 53205
NCffM
SEE SPECS FOR FOUNDA1101
IMPROVEMENT WHEN NEEDED
1. Concrete strength to be 3.000 PSI minimum.
O
2. Pipes will be grouted Inside and out for Doghouse riser application.
3. Flexible slam goofs cast in place or Installed with stainless
sfeel expander
rings for Standard riser application. Boots to most ASTM C-923 standards.
4. Service laterals Into existing manholes to be acre drilled and boated.
ta
water tight ring & cover.
S. For pipe connections 12" and larger. 2 sofa of bonds shall
be required.
7. Lubricate the following: Pipe exterior. beet Interior, boot exterior. S.S. bands
(fop & bottom)
& GUTTER=
S. Puce manhole opening over the effluent line.
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PNS BEDDING
DETAIL 511.01
WATER TAP
DETAIL 513.04
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SEWER SERVICE SCI-MdATIC
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SEALING SYSTEM :
LER DETAIL 53211
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EXTEieINAL SEALING SYSTEM
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-DETAILS 532.03 OR 53205
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rr NOR -N -SEAL WITH ` ' l', cL .
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AT ELEVATION NEEDED
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REINFORCING PER PRECAST
MANUFACTURER TO MEET
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ASM C-478
STRUCT 8' THICK
GrO'#
CAC. BASE OVER 12'
0
THICK J57
ACCORDANCE 16TH
DETAIL 53205
NCffM
SEE SPECS FOR FOUNDA1101
IMPROVEMENT WHEN NEEDED
1. Concrete strength to be 3.000 PSI minimum.
O
2. Pipes will be grouted Inside and out for Doghouse riser application.
3. Flexible slam goofs cast in place or Installed with stainless
sfeel expander
rings for Standard riser application. Boots to most ASTM C-923 standards.
4. Service laterals Into existing manholes to be acre drilled and boated.
5. For watertight applications. place butyl rubber between frame and cone with
water tight ring & cover.
S. For pipe connections 12" and larger. 2 sofa of bonds shall
be required.
7. Lubricate the following: Pipe exterior. beet Interior, boot exterior. S.S. bands
(fop & bottom)
S. Puce manhole opening over the effluent line.
*
TOWN of CLAYTON
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De -tails -Provide y APPIAN Cons.hing I ngineers -- xw v.aPPeanenc}m<srs.cam F J YU - 5:13::,,, '§
FOiEBAY- EMBANIGIENT SIDE SLOPE
�'^ �'
• CURB TRANSITION
PRINCIPLE FLff `!
CONIMP- SIRUCTINiE
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BACK OF HOOD
IGN BACK
OF CURBTH
,(IkI��til.
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CAPITOL FOUNDRY DI -840.03
OR EJIW V4056-1
FRAME, COVER & HOOD
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PSI -PF STEPS PROVIDED BY SEE NOTES BELOW
PRECAST MANUFACTURER OR 2 & DETAIL 634.02
M.A. INDUSTRIES 2
SEE DETAIL C06.04
(MUST BE 16" WIDE,
INSTALLED TO BE 7" FROM
FACE OF WALL TO BACK OF <
STEP AND NO GREATER
THAN 12" SEPARATION) MIN. - VARIES
15" OF CLEARANCE MUST BE MAXIMUM 8'-0"
FROM CENTER OF STEP TO WITHOUT ENGINEER'S
OUTSIDE OF BOX N APPROVAL
FOR PRECAST BOXES.
JOINTS TO BE SEALED
WITH BUTYL RUBBER - �• h
JOINT SEALANT
EXTENDED BASE
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SEE SPECIFICATIONS
SEE DETAIL 639.01
FOR PIPE CONNECTION
AND FORMED INVERT PRECAST CONCRETE
CONSTRUCTION CONCRETE BRICK BOX
NO'''ES+., BOX SHOWN SHOWN
3'
1. Use either concrete building brick - ASTM C55, grade N,
type 1 or clay brick - ASTM C32, grade MS.
2. Mortar to be type M.
3. Concrete pipe to be class III
4. Precast boxes to conform to latest ASTM C-913
5. Precast boxes concrete strength to be a minimum 4,000 PSI at 28 days
6. See detail 634.02 for miscellaneous notes.
7. Top of precast box to be field adjusted using methods outlined in specifications.
8. This detail is a representation of the minimum standards for town of Clayton
combination curb opening inlet & catch basin. Refer to NCDOT Std. Details 840.00,
840.01, 840.02, 840.03, 840.45, & 840.46 for additional details and requirements.
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TOWN of CLAYTON
USG WMI RIE `iUWNW'vL%vWN VIAI .UM M-Wa-lC11,11ONS ONLY
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TYPICAL CATCH BASIN
AND
CURB INLET WITH HOOD RG;uly.2D�o" `'';
NOTES:
1. INSTALL CONCRETE WASHOUT PIT AT LOCATION(S) SHOWN ON PLANS.
2. LINE PIT WITH IMPERVIOUS FABRIC OR POLYETHYLENE SHEET. ANCHOR FABRIC
INTO GROUND OUTSIDE PIT AS SHOWN.
3. MAXIMUM WATER AND SEDIMENT DEPTH IS 1T. PiT MUST BE EXCAVATED AND
RE -LINED WHEN DEPTH OF SEDIMENT REACHES 12' OR COMBINED WATEMSEDIMENT
DEPTH EXCEEDS IT FOLLOWING WASHOUT OF CONCRETE TRUCK.
4. ALLOW WATER TO EVAPORATE COMPLETELY PRIOR TO EXCAVATING PiT.
5. WASHOUT PIT MAY BE LOCATED NO CLOSER THAN 517 TO DRAINS, INLETS, OR
SURFACE WATERS.
liLVA
a
NOTM BoSHOWN I SHOW I k'-
1. Use either concrete building brick - ASTM C55, grade N.
type 1 or clay brick - ASTIM C32, grade MS.
2. Mortar to be type M.
3. Concrete pipe to be class III
4. Precast boxes to conform to latest ASTM C-913
S. Precast boxes concrete strength to be a minimum 4.000 PSI at 28 days
8. See detail 534.02 for miscellaneous notes.
7. Top of precast box to be field adjusted using methods auttined in specifications.
8. This detail Is a representation of the minimum standards for town of Clayton
combination curb opening inlet & catch basin. Refer to NCDOT Slid. Details
840.00. 840.14, 840.15, 040.16. 840.45. 840.46 & 840.52 for additional details
and requirements. Other DOT catch basin standard details may be used with the
RMALL RIP RAP
ONE FOOT OVER TTP
OF BANK (NOTE 2) -
w. +v
Z!IL21
i 554WIM.Ar, .01
q-
10
m BE
TO THE G
(NmE 2)
NOTES:
1. initial course of rip rap to be laid in excavated bed at side slopes. Rip -rap
Is not to be laid an top of grade of skis slopes.
2. Comply with tMENR Land Quality minimum requirements.
swapp eam
FOiEBAY- EMBANIGIENT SIDE SLOPE
REMOVAL NO STEEPER THAN &
SEE NOTE 1)
PRINCIPLE FLff `!
CONIMP- SIRUCTINiE
-....`L I= CHAi EL
!res:.. „r.
.....-...r--•
N
LLWAY ON NATURAL
SOILS - NOT N RLQ
AM ACC£5S
FLM ver
FdREBAY MAIN PORI)
FOR SEDIMENT
REMOVAL CONTROL STRUCTURE TYPE VARIES - SECTION
SEE CONTROL STRUCTURE DETAIL
PIT SUMP TAN�OR
�1
SPILLWAY SILLWAY (NOiE 2) 5 UK
STORM TRASH RACK & SPUTTER PLATE
PLASTIC LINER
10 MIL
SMNE BERM
I� P s e
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04 -BOTTOM
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SEE GRAORIG
PLAN FOR SAM IENPORAIBLY FLOODED BOT M F1 Err
SLOPE,SHAM I TC tSiTE F
AREA PLANT IN " DFIAWERS,
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SEE SPECIFICATIONS
1 Engineer to determine if foreboy required. Forebays -usually net necessary
1 f Y
PIT
3. Note that In any discrepancy between the NCDENR and Town of Clayton
J
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TOWN Of CLAYTON
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DEIRMON POND
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NOTES:
1. INSTALL CONCRETE WASHOUT PIT AT LOCATION(S) SHOWN ON PLANS.
2. LINE PIT WITH IMPERVIOUS FABRIC OR POLYETHYLENE SHEET. ANCHOR FABRIC
INTO GROUND OUTSIDE PIT AS SHOWN.
3. MAXIMUM WATER AND SEDIMENT DEPTH IS 1T. PiT MUST BE EXCAVATED AND
RE -LINED WHEN DEPTH OF SEDIMENT REACHES 12' OR COMBINED WATEMSEDIMENT
DEPTH EXCEEDS IT FOLLOWING WASHOUT OF CONCRETE TRUCK.
4. ALLOW WATER TO EVAPORATE COMPLETELY PRIOR TO EXCAVATING PiT.
5. WASHOUT PIT MAY BE LOCATED NO CLOSER THAN 517 TO DRAINS, INLETS, OR
SURFACE WATERS.
liLVA
a
NOTM BoSHOWN I SHOW I k'-
1. Use either concrete building brick - ASTM C55, grade N.
type 1 or clay brick - ASTIM C32, grade MS.
2. Mortar to be type M.
3. Concrete pipe to be class III
4. Precast boxes to conform to latest ASTM C-913
S. Precast boxes concrete strength to be a minimum 4.000 PSI at 28 days
8. See detail 534.02 for miscellaneous notes.
7. Top of precast box to be field adjusted using methods auttined in specifications.
8. This detail Is a representation of the minimum standards for town of Clayton
combination curb opening inlet & catch basin. Refer to NCDOT Slid. Details
840.00. 840.14, 840.15, 040.16. 840.45. 840.46 & 840.52 for additional details
and requirements. Other DOT catch basin standard details may be used with the
RMALL RIP RAP
ONE FOOT OVER TTP
OF BANK (NOTE 2) -
w. +v
Z!IL21
i 554WIM.Ar, .01
q-
10
m BE
TO THE G
(NmE 2)
NOTES:
1. initial course of rip rap to be laid in excavated bed at side slopes. Rip -rap
Is not to be laid an top of grade of skis slopes.
2. Comply with tMENR Land Quality minimum requirements.
swapp eam
FOiEBAY- EMBANIGIENT SIDE SLOPE
REMOVAL NO STEEPER THAN &
SEE NOTE 1)
PRINCIPLE FLff `!
CONIMP- SIRUCTINiE
-....`L I= CHAi EL
!res:.. „r.
.....-...r--•
N
LLWAY ON NATURAL
SOILS - NOT N RLQ
AM ACC£5S
FLM ver
FdREBAY MAIN PORI)
FOR SEDIMENT
REMOVAL CONTROL STRUCTURE TYPE VARIES - SECTION
SEE CONTROL STRUCTURE DETAIL
FOR SPECM
�IEE[�
�1
SPILLWAY SILLWAY (NOiE 2) 5 UK
STORM TRASH RACK & SPUTTER PLATE
- :ER INLET PERMANENT POOL ELEV..�
SECONDARY BERN
SMMENT (M FORF9aYj
RELMAL -PERMANENT POOL VOLUME-
RIP RAP ELEV. -
OUTLET SEQiMENT REMOVAL
PROTECT= " g ELEV -
04 -BOTTOM
EiEV. - z
-
SEE GRAORIG
PLAN FOR SAM IENPORAIBLY FLOODED BOT M F1 Err
SLOPE,SHAM I TC tSiTE F
AREA PLANT IN " DFIAWERS,
GRAM OR OTHER SPECIES. RIP RAP OUTLET PROTECTION
SEE SPECIFICATIONS
1 Engineer to determine if foreboy required. Forebays -usually net necessary
where contributin9 drainage basin is small.
�g
2. 100 year flood elevation to be no higher than t' below flop of embankment.
3. Note that In any discrepancy between the NCDENR and Town of Clayton
requirements. the more stringent of the requirements apply.
� 1
TOWN Of CLAYTON
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