SW6210402_Plansheet (Set)_20210504

LEGEND:
"'Z ECM -EXISTING CONCRETE MONUMENT
EIP Oa EIP-EXISTING IRON PIPE
EIR Oa EIR-EXISTING IRON ROD
EPKO EPK-EXISTING PK NAIL
ERBO ERB-EXISTING REBAR
SRBO SRB-SET REBAR
c COMPUTED POINT
N/F - NOW OR FORMERLY
R/W - RIGHT OF WAY
PROPERTY LINE
ADJACENT PROPERTY LINE
RIGHT-OF-WAY
- - - - -SETBACK LINE
OVERHEAD UTILITY
- - WETLANDS
X FENCE LINE
TREE LINE
VICINITY MAP
NOT TO SCALE
GROUND STABILIZATION CHART
SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES,
SWALES, DITHCES
7 DAYS
NONE
AND SLOPES
HIGH QUALITY
WATER (HQW)
7 DAYS
NONE
ZONES
IF SLOPES ARE 10' OR
SLOPES STEEPER
7 DAYS
LESS IN LENGTH AND ARE
THAN 3:1
NOT STEEPER THAN 2: 1,
14 DAYS ARE ALLOWED
SLOPES 3:1 OR
7-DAYS FOR SLOPES
FLATTER
14 DAYS
GREATER THAN 50 FEET
IN LENGTH
NONE
ALL OTHER AREAS
(EXCEPT FOR
WITH SLOPES FLATTER
14 DAYS
PERIMETERS AND
THAN 4:1
HQW ZONES)
TEMPORARY SKIMMER BASIN #5
L-60', W-25', 2:1
SIDE SLOPES= 2:1 �82.50 LF @ 0.51% 18" R
TOP OF BASIN: 211.50' p
BOTTOM OF BASIN: 208.50' 212.58
10' EMERGENCY SPILLWAY: 210.50'
INVERT OF SKIMMER: 208.50' 27.93 LF @ 0.61% 18" RCP
SIDE SLOPES OF BASIN ARE TO FES-35�- \
r+
BE SEEDED WITHIN SEVEN DAYS.
**ATTACH A 1.5" FAIRCLOTH SKIMMER (OR EQUAL)
WITH 0.8" ORIFICE FOR DEWATERING THE
SEDIMENT BASIN DURING CONSTRUCT. / RIP RAP
N/F L=9' W:
OG rw
TERESA M. KELTON � � ♦ �, " .� D.=8"
TRACT 1 OF �` / ,O CLASS E
DB 932, PG 879 "
DB 128, PG 59
00 ,.
RIP RAP DISSIPATER DITCH #5
L=3' W=1/3' TO BE SEEDED
�� WITHIN 7 DAYS
D�=8" D.Ax=12"
CLASS B 18" THICK,
1/2
ERB I
PP. UTILITY POLE GRADING NOTES NOTIFICATION OF COMBINED SELF -MONITORING AND I I I
C SELF -INSPECTION FORM: GUY WIRE 1. ALL ELEVATIONS SHOWN ARE IN REFERENCE TO THE BENCHMARK AND MUST BE I I
0 WATER METER VERIFIED BY THE GENERAL CONTRACTOR.ALL SPOT ELEVATIONS ARE TO THE THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN
FINISHED GRADE OF THE CURB, UNLESS OTHERWISE NOTED. 2006 TO REQUIRE THAT PERSONS RESPONSIBLE FOR
ASPHALT ---
0 2. ALL SIDEWALKS AND PEDESTRIAN WALKING SURFACES SHALL HAVE A CROSS LAND -DISTURBING ACTIVITIES INSPECT A PROJECT AFTER EACH �/2„ I
CONCRETE SLOPE NO STEEPER THAN 2% AND LONGITUDINAL SLOPE NO STEEPER THAN 5%. PHASE OF THE PROJECT TO MAKE SURE THAT THE APPROVED - S r� _ _ _ _ ERB
0
3. THE CONTRACTOR SHALL ASSUME RESPONSIBILITY FOR ALL LAND DISTURBING EROSION AND SEDIMENTATION CONTROL PLAN IS BEING - - _ _ WETLANDS - - � _ _ _REMOVE EXISTING. �� _ _
ACTIVITIES AND ENSURE COMPLIANCE WITH THE APPROVED EROSION AND FOLLOWED. RULES DETAILING THE DOCUMENTATION OF THESE DRIVEWAY - -
0 BUILDINGS SEDIMENTATION CONTROL PLAN. THE CONTRACTOR SHALL INSPECT AND MAINTAIN INSPECTIONS TOOK EFFECT OCTOBER 1, 2010. °"
r a�,�
UNSUITABLE SOILS ALL EROSION CONTROL DEVICES AND CLEAR ANY DEBRIS LEAVING THE SITE ON EPK
210 MAJOR CONTOUR NEIGHBORING ROADS. TO SIMPLIFY DOCUMENTATION OF SELF -INSPECTION REPORTS rv," " " " ' . EPK SR 1461 (KOONCE ROAD
207 4. EXISTING GROUND UPON WHICH FILL OR BASE IS TO BE PLACED SHALL BE AND NPDES SELF -MONITORING REPORTS, DWQ AND DEMLR f )
MINOR CONTOUR CLEARED OF WEEDS, DEBRIS, TOPSOIL, AND ALL OTHER DELETERIOUS MATERIALS; DEVELOPED A COMBINED FORM. THE SELF -INSPECTION 60' PUBLIC R/W
"w
NO FILL SHALL BE PLACED UNTIL PREPARATION OF THE EXISTING GROUND HAS PROGRAM IS SEPARATE FROM THE WEEKLY SELF -MONITORING
roc roc LIMITS OF CONSTRUCTION � � 1. -o-
BEEN COMPLETED PROGRAM OF THE NPDES STORMWATER PERMIT FOR - -
- sr• - sr• -SILT FENCE LINE -
5. PROTECTIVE MEASURES SHALL BE TAKEN BY THE CONTRACTOR AND THE OWNER CONSTRUCTION ACTIVITIES. THE FOCUS OF THE
- A - A - JUTE NETTING TO PROTECT ADJACENT PROPERTY, THE PUBLIC AND UTILITIES DURING GRADING SELF -INSPECTION REPORT IS THE INSTALLATION AND i" EIP ECM
- ow - ow - DIVERSION BERM OPERATIONS. THE CONTRACTOR ASSUMES ALL LIABILITY FOR THE UNDERGROUND MAINTENANCE OF EROSION AND SEDIMENTATION CONTROL ""`"" REMOVE EXISTING (PINCHED)
UTILITY PIPES, CONDUITS, OR STRUCTURES, WHETHER SHOWN OR NOT ON THE MEASURES ACCORDING TO THE APPROVED PLAN. THE DRIVEWAY ECM
O INLET PROTECTION PLAN INSPECTIONS SHOULD BE CONDUCTED AFTER EACH PHASE OF I
6. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE LOCATION OF THE PROJECT, AND CONTINUED UNTIL PERMANENT GROUND 1
ALL UTILITIES OR STRUCTURES ABOVE AND BELOW GROUND, SHOWN OR NOT COVER IS ESTABLISHED. THE FORM CAN BE ACCESSED AT: 28 1
SHOWN ON THESE PLANS. THEY WILL BE HELD RESPONSIBLE FOR ALL DAMAGE HTTP: //PORTAL.NCDENR.ORG/WEB/LR/EROSION I 1
TO ANY UTILITIES OR STRUCTURES CAUSED BY HIS OPERATION. 1
7. ALL CUT AND FILL SLOPES SHOULD BE INVESTIGATED BOTH DURING AND AFTER IF YOU HAVE QUESTIONS OR CANNOT ACCESS THE FORM, 1 I
GRADING BY THE CONTRACTOR TO DETERMINE IF ANY SLOPE STABILITY PLEASE CONTACT THE FAYETTEVILLE REGIONAL OFFICE AT (910) 29 1
PROBLEMS EXIST. IF IT IS DETERMINED THAT THERE IS A SLOPE STABILITY 433-3300. I
PROBLEM THE ENGINEER OF RECORD SHOULD BE NOTIFIED. % I
8. STOCKPILE AREAS THAT WILL EXCEED 10' IN HEIGHT SHOULD BE GRADED WITH
3:1 SLOPES AND SURROUNDED BY SILT FENCE. / N/F 1 I
9. APPROVED COPIES OF THE GRADING AND EROSION CONTROL PLANS SHALL BE / JAMES D. BRYANT, III & WIFE, 1
ON THE PERMITTED SITE WHILE WORK IS IN PROGRESS. LOC�r C.��OC RACHEL DIAZ 1
10. ALL EXISTING DRAINAGE COURSES THROUGH THIS SITE SHALL REMAIN IN A J CI-1 �'�-LOC_ DB 1242, PG 270 I 1
CONDITION SUCH THAT THEY CAN TRANSPORT THE NATURAL DRAINAGE UNTIL / (DOUBLE)
FACILITIES TO HANDLE THE STORM WATER ARE CONSTRUCTED. THE CONTRACTOR 1
SHALL BE RESPONSIBLE FOR ANY DAMAGE DUE TO OBSTRUCTING NATURAL / 26 G'
DRAINAGE PATTERNS. / 16.73 217.3 217.55
11. ANY DEVIATION FROM THE APPROVED GRADING PLAN SHOULD BE REPORTED TO 72.98 LF @ 1.43% 18" RCP 217.55
\ 30 I 1
THE ENGINEER OF RECORD PRIOR TO IMPLEMENTATION OF THE CHANGE.
12. ALL SLOPES 3:1 OR STEEPER THAT EXTEND TEN FEET OR MORE SHALL BE LINED
WITH NORTH AMERICAN GREEN S75 TEMPORARY EROSION CONTROL BLANKET OR CI-' 2i 21� -� (PINCHED) �„ 1
EQUAL SUBSTITUTE. 216.44 216.71 ,
5/8" (DOUBLE) ,
ERB 13. STORM PIPE DISTANCES SHOWN ARE TO THE CENTER OF THE BOX FOR ALL \ LP' / / / ' • • \ tkjC EIP I
STRUCTURES UNLESS OTHERWISE NOTED. 69.66 LF @ 0.65% 18" RCP \� CI-5
5/8" 217.09 / 217 \\ 1
�r;;y� ERB216.47 1
P79.35 LF @ 0.95% 15" RCP /
CI-3 / 34.00 LF @ 0.74% 18" RCP I 1
25 - `FES-4 p 1
,
CI-6 � f
RIP RAP DISSIPATER o
16 L=9' W=4.5'/10.5' �2 �76 1 I
DsoS D8" THICK
`79.52 LF @ 0.86% 15" RCP 1
17 � ,,� CLASS B 18" THICK � ••
.�„ 18 19
O O \ 1
O % Cr i„ 1" EIP 1 I
26.00 LF @ 0.5818" RP EIP �\ 20 > ' I CI-7 Q �15.00 LF @1.00% 15" RCP
60.16 LF @ 0.53% 18" RCP (PINCHED)
\. �01
37.67 LF C� 0.80% 18 RCP a..,
RIP RAP DISSIPATER, CI-10 I
LIMITS OF CONS UCTIO) J9 ,FES 1 CI-8�
7.0 AC DITCH #1 > r, L=9' W=4.5'/10.5 r15.00 LF C� 0.93% 15" RCP
TO BE SEEDED Deo=8" Dm�x--12" ���� CI_9�
213.10 4oC, 21 WITHIN 7 DAYS '� ma's CLASS B 18" THICK I `�
I- LOC LOCH LOC I n� ,•,.,. vp,
LIIr_ 10 UTILITY Iry
ti
- - _ LOC 111
26.00 LF @ 0.50% 18' RCP_ O
213.79 2�a CI-29 - - 75.80 LFCI 289% 18'-RC= Q EASEMENT �,� I ^� 0 32 U
TEMPORARY SKIMMER BASIN #1 \ �s ti SLADE CORNER ROAD 87.57 c1-27 OC.�\ 22 L=150', W=65', D=3' Jp OS2 j�
213.79 50' R/W (PUBLIC) LF ®0.34% 15" RCP SIDE SLOPES= 2:1 > CI-30 U v
F. \ 276 702. TOP OF BASIN: 215.00' a m /
-' 20 4F ®03 C BOTTOM OF BASIN: 212.00' \ I J a
-JD�� �F . 20' EMERGENCY SPILLWAY: 214.00
NSF. 7 LF C� 0.79% 1080 RCP - 49 R J I
31.6
7S•. CI-22 pj
- INVERT OF SKIMMER: 212.00'
,FES-31 J(?� SF Cp SIDE SLOPES OF BASIN ARE TO a CO 1,
10' UTILITY I N a '�, RIP R ^\` 52.90 LF @ 0.34% 15" RCP W • "W �.
- AP DISSIPATER BE SEEDED WITHIN SEVEN DAYS. CV
v �
c� L-9' W-4.5'/10.5' �� °� ��SF **ATTACH A 2.0" FAIRCLOTH SKIMMER (OR EQUAL) i �-�, 0
EASEMENT I
0 •N M CI-23 HOC WITH 1.4" ORIFICE FOR DEWATERING THE o J I p I I
1 N Nip Dso=8° D.N=12° \& v � \ SEDIMENT BASIN DURING CONSTRUCTION. v -4 = J
1400 CLASS B 18" THICK 215.79 : m I CO 7
20' DRAINAGE �\ \ CCC' I LU
)RARY SKIMMER BASIN #4 EASEMENT N I / = 0
L=80', W=35_ D=3' 00 �� zoo 24 I V o
,PIDEFSROPns I. �2:111 �n 11 I I 10 ^ p4 215.06 215.40 � noon niccinnrrn 0 O II ([ 33 )1 1
I � I
/ �♦-..-..-..- 2 Q- (TYP) \ `7S\��\ BLOC / j////� : I l I 'I t
CI-20\ f n.. PO-18 216.34 6.00i LF
y --
2 @ 0.50% 18" RCP
3 8'
0' DRAINAGE EASEMENT of �0
EIR � ;- ;- � i �.� _ • • - � � . - .. - • • - • • J •�� 213.84 � h � •°°, n.. �43.43 LF C� 0.97% 30" RCP INV: 211.20
UTILITY 26.00 LF @ 0.58% 18" RCP • . _ 36.77 LF @ 0.52% 18" RCP �- r
DITCH 4 213.84 EASEMENT _ ".- 215.69 Ci 1 �c INV 216.80
p # \\� _ - - 215.99_.. 3 216.3 ��-0G-- ��OC-NV
N 44s,a23.461 ♦ v� .. TO BE SEEDED '" 13.21 ^ EASE \CI-18 - - 216 215.41 215.70- z17 • 1
E 1,974,300.032 a.- WITHIN 7 DAYS °, " `� 215 CI -lb CI-14 �216.97- - -
NC GRID NAD 83 _ _ -----------------------
80.00 LF 0 50% 15" RCP
- / (( 44 / 26.00 LF @ 0.50% 30" RCP 216.13 g
(2oii) y N/F RIP A3 DISSI 3� �� SF `� 26.00 LF @ 0.50% 18" RCP
- / J01 01 RIP RAP -DISSIPATER 213.21 LF @ 0.33% 36" RCP
y WOODHAVEN PARTNERS, LLC _ JOl 4514 �j �\1j
_ L=9' W-4.5'/10.5' FES-19 CI-36 216 W00
> D 8" D 12' .� 77.05 ��a
,E" � DB 1240, PG 929 � ! eo= �,,,�
Dso=8" Dunx=12" ° v i,% ,� 0,48% 36 RCP- CI-17-160.74 LF @ 0.50% 18" RCP CI-15
" PC 4, SLIDE 4-67, MAP 003 CLASS B 18" THICK, g
f� CLASS B 18" THICK
/ �h ' 1
f \. CI-25 21LP 1 1 # RIP 24' W�59'I/27ER �0T .. -JOT '' C�k 1 2 I
OG 77.28 LF C� 0.50% 18' RCP DITCH 2 -" ' - ' ' �001 001 JOl 001 001
9 j / TO REINFORCED WITH �, A l ERB
/FES-26 212 63� p Dso=10" Dunx=15" 0 1
HOC 9�/ 212.86 NAG S75 EC MATTING
CI-24 LP " CLASS 1 22.5" THICK INV: 216.40�; 1
/ 20' DRAINAGE 0 / � CC �� ti^ �I 1/B
OCi � �2�� i � 0.47%\18' RCP= � STAPLE PATTERN D � ti �
ERB
.,... � " � " �.,", � �� ✓ � a � � � � EASEMENT 1 � � 12 '' � � �°",°� 1 /2"
O /
DIVERSIONERB
BERM �� n," �o � ,,,'
2, 3 - -
� 1 A 7 w.,N•° �, �. • ° �. 0 (TYP)
v DITCH #3
N/F - 0 TO BE SEEDED �, .. 1
MICHAEL HENDRICKS & WIFE, TEMPORARY SKIMMER BASIN #3 > SF 0� ZQ N/F
WITHIN , 1
KAREN SMITH L=65', W=30', D=3' '% Q ti�, WOODHAVEN PARTNERS, LLC
'J 7 DAYS •" O
DB 1240, PG 929
DB 370, PG 432 SIDE SLOPES= 2:1
SLIDE 359, MAP 8 TOP OF BASIN: 210.75 00' RIP RAP DISSIPATER ""° „ -- v o PB 4117, PG 6
BOTTOM OF BASIN: 207.75 L=3' W=1 /3'
CLASS B 18" THICK RIP L=3'RAP DISSIPATER /3' ER
10' EMERGENCY SPILLWAY: 209.75' ♦ D�-8" D"""-12' L-3' DISSIP 0"
INV
RT OF
07.75'
SIDEESLOPESSOF BASINARETO -12
CLASS86 D8" THICK
BE SEEDED WITHIN SEVEN DAYS. O�
**ATTACH A 1.5" FAIRCLOTH SKIMMER (OR EQUAL) ♦ TEMPORARY SKIMMER BASIN #2
31 EROSION CONTROL NOTES SEVEN DAYS STABILIZE H ENT ORIFICE FOR DEWATERING THE
0.8"L=90', W=40', D=3'
SIDE SLOPES= 2:1
EIR THE STOCKPILES BY WITH
BASIN DURING CONSTRUCTION. r'•°'� °""� �..,.., i/2" 1/2" �/ I
/ SE CONSTRUCTION ACTIVITIES. CONSTRUCTION SEQUENCE TOP OF BASIN: 212.00' ,. ERe ERB" 1/2'
VEGETATIVE COVER, TARPS, OR OTHER MEANS. 12. THE PERMITTEE SHALL BE HELD RESPONSIBLE FOR THE
BOTTOM OF BASIN: 209.00' ERBr
1. ALL INLET/OUTLET PROTECTION WILL BE CHECKED FOR CONTROL EROSION FROM ALL STOCKPILES BY PLACING ACTIONS AND PERFORMANCE OF ANY OTHER PARTIES 1. OBTAIN ALL NECESSARY PERMITS AND APPROVALS AND 10' EMERGENCY SPILLWAY: 211.00'
MAINTENANCE AND FAILURE EACH ACTIVE DAY ON SITE. SILT BARRIERS AROUND THE PILES. TEMPORARY PERFORMING WORK ON THIS PROJECT. HOLD PRE CONSTRUCTION CONFERENCE. INVERT OF SKIMMER: 209.00' /
SEDIMENT WILL BE REMOVED FROM THE SEDIMENT TRAP STOCKPILES LOCATED ON PAVED SURFACES MUST BE 13. ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL 2. INSTALL STONE CONSTRUCTION ENTRANCE, TEMPORARY SILT SIDE SLOPES OF BASIN ARE TO
AND INLET PROTECTION DEVICES WHEN THE STORAGE NO LESS THAN FIVE FEET FROM THE DRAINAGE/GUTTER BE CHECKED FOR STABILITY AND OPERATION FOLLOWING FENCE, AND DIVERSION BERMS WHERE SPECIFIED. N/F BE SEEDED WITHIN SEVEN DAYS. /
CAPACITY HAS BEEN APPROXIMATELY 50% FILLED. LINE AND SHALL BE COVERED IF LEFT MORE THAN 24 EVERY RUNOFF -PRODUCING RAINFALL BUT IN NO CASE 3. CONSTRUCT TEMPORARY SKIMMER BASINS. **ATTACH A 1.5" FAIRCLOTH SKIMMER OR EQUAL
Y M. LOWERY (
GRAVEL WILL BE CLEANED OR REPLACED WHEN THE HOURS. LESS THAN ONCE EVERY WEEK. ANY NEEDED REPAIRS 4. CLEAR AND GRUB THE SITE AS NEEDED. ZACT 2 OF WITH 1.1" ORIFICE FOR DEWATERING THE /
SEDIMENT POOL NO LONGER DRAINS PROPERLY. 7. MAINTAIN ALL TEMPORARY EROSION AND SEDIMENT WILL BE MADE IMMEDIATELY TO MAINTAIN ALL 5. ROUGH GRADE THE SITE AND APPLY TEMPORARY SEEDING 1172, PG 261 SEDIMENT BASIN DURING CONSTRUCTION. N/F
SEDIMENT WILL BE REMOVED FROM BEHIND THE CONTROL DEVICES IN PLACE UNTIL THE CONTRIBUTING PRACTICES AS DESIGNED. N/F TO AREAS REMAIN GRASSED. /
ERY
SEDIMENT FENCE WHEN IT BECOMES ABOUT 0.5' DEEP DRAINAGE AREA HAS BEEN STABILIZED. INSPECT 14. PURSUANT TO G.S. 113A-57(2), THE ANGLE FOR AEL IPARRAGUIRf6. INSTALL TEMPORARY CHECK DAMS IN SWALES AS SHOWN. PERRY M. LO AT THE FENCE. THE SEDIMENT FENCE WILL BE TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES GRADED SLOPES AND FILLS SHALL BE NO GREATER TRACT 2 OF 7. INSTALL UTILITIES. TRACT 1 OFF
DB 1172, PG 261
REPAIRED AS NEEDED TO MAINTAIN A PROPER BARRIER. ON A DAILY BASIS AND REPLACE DETERIORATED, THAN THE ANGLE THAT CAN BE RETAINED BY B 969, PG 190 8. INSTALL INLET PROTECTION ON ALL NEW STORM WATER /
2. TEMPORARY EROSION CONTROL FACILITIES AND/OR DAMAGED, OR ROTTED EROSION CONTROL DEVICES VEGETATIVE COVER OR OTHER ADEQUATE EROSION INLETS.
PERMANENT FACILITIES INTENDED TO CONTROL EROSION IMMEDIATELY. CONTROL DEVICES OR STRUCTURES. IN ANY EVENT, 9. PERFORM FINE GRADING. /
OF AND EARTH DISTURBANCE OPERATION SHALL BE 8. TEMPORARILY OR PERMANENTLY STABILIZE ALL SLOPES LEFT EXPOSED WILL, WITHIN 7 OR 14 10. INSTALL AND PREPARE BASE COURSE.
INSTALLED BEFORE ANY EARTH DISTURBANCE DENUDED AREAS WHICH HAVE BEEN FINISH GRADED, CALENDAR DAYS OF COMPLETION OF ANY PHASE OF 11. PAVE ROADWAYS AND PARKING LOTS.
OPERATIONS TAKE PLACE OR AT THE EARLIEST AND ALL DENUDED AREAS IN WHICH GRADING OR SITE GRADING, BE PLANTED OR OTHERWISE PROVIDED WITH 12. FERTILIZE, SEED AND MULCH ALL REMAINING DISTURBED
POSSIBLE POINT DURING CONSTRUCTION. BUILDING CONSTRUCTION OPERATIONS ARE NOT TEMPORARY OR PERMANENT GROUND COVER, DEVICES AREAS.
3. TEMPORARY & PERMANENT EROSION CONTROL ACTIVELY UNDERWAY AGAINST EROSION DUE TO RAIN, OR STRUCTURES SUFFICIENT TO RESTRAIN EROSION. 13. UPON SITE STABILIZATION, SEEK NCDEQ APPROVAL TO
MEASURES SHALL BE CONSTRUCTED PER THE DETAILS WIND AND RUNNING WATER WITHIN 14 DAYS. USE PURSUANT TO G.S. 113A-57(3), PROVISIONS FOR REMOVE ALL TEMPORARY MEASURES. •
HEREIN, OR SHALL BE CONSTRUCTED IN ACCORDANCE SEEDING AND MULCHING, EROSION CONTROL MATTING, PERMANENT GROUND COVER SUFFICIENT TO RETAIN 14. ALL EROSION CONTROL MEASURES SHALL BE MAINTAINED /
WITH THE NORTH CAROLINA EROSION AND SEDIMENT AND/OR SODDING AND STAKING IN GREEN SPACE EROSION MUST BE ACCOMPLISHED FOR ALL DISTURBED AS OUTLINED IN THE DETAILS WITHIN THE PLANS AND r
CONTROL PLANNING AND DESIGN MANUAL. AREAS AND OTHERWISE APPROPRIATE MEASURES. USE AREAS WITHIN 90 CALENDAR DAYS FOLLOWING ACCORDING TO THE NCDEQ EROSION CONTROL MANUAL. / GRAPHIC SCALE
4. THE CONTRACTOR MUST NOTIFY THE APPROPRIATE EARLY APPLICATION OF GRAVEL BASE ON AREAS TO BE COMPLETION OF CONSTRUCTION OR DEVELOPMENT.
NCDEQ OFFICE A MINIMUM OF 48 HOURS PRIOR TO PAVED. 15. CONTRACTOR IS RESPONSIBLE FOR INSTALLING ALL 60 0 30 60 120
BEGINNING ANY LAND DISTURBING ACTIVITIES. 9. DO NOT REMOVE ANY EROSION AND SEDIMENT CONTROL EROSION CONTROL MEASURES SHOWN AND ANY Know what's below.
910-433-3300 DEVICES AFTER THE PROTECTED AREA HAS UNDERGONE ADDITIONAL MEASURES REQUIRED TO CONTROL THE
5. REMOVE ALL SOILS AND SEDIMENTS TRACKED OR FINAL STABILIZATION AND PERMANENT VEGETATION HAS SEDIMENT DURING THE COURSE OF CONSTRUCTION. / Call before you dig.
OTHERWISE DEPOSITED ONTO PUBLIC AND PRIVATE BEEN ESTABLISHED, IT IS RECOMMENDED THAT NCDEQ 16. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS IN FEET
PAVEMENT AREAS. REMOVAL SHALL BE ON A DAILY APPROVE THE ACTION PRIOR TO REMOVAL. NECESSARY, AND MULCHED ACCORDING TO THE DETAILS ( )
BASIS WHEN TRACKING OCCURS. 10. THE CONSTRUCTION ENTRANCE SHALL BE INSTALLED HEREIN. 1 inch = 60 ft.
6. LOCATE SOIL STOCKPILES NO LESS THAN FIFTY (50) CONCURRENTLY WITH THE INITIATION OF CONSTRUCTION 17. THE CONTACT PERSON FOR EROSION CONTROL ISSUES 1/2"
FEET FROM ANY PUBLIC OR PRIVATE ROADWAY OR ACTIVITY. THAT ARISE ON SITE IS STEVE PHILLIPS. CONTACT ERB
DRAINAGE CHANNEL. IF REMAINING FOR MORE THAN 11. THE INSTALLATION OF EROSION CONTROL MEASURES 910-638-6102.
SHALL TAKE PRECEDENCE OVER ALL OTHER
THE CONTRACTOR MUST CONTACT NORTH CAROLINA ONE CALL CENTER AT 1-800-632-4949 A MINIMUM OF 72 HOURS PRIOR TO DIGGING IN ORDER TO HAVE THE EXISTING UTILITIES LOCATED
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409 Chicago Drive, Suite 112, Fayetteville, INC 28306
office 1 910-426-6777 fax [phone] license number I C-2354
wwwAD site solutions.com
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REVISIONS
PROJECT NAME
WOODHAVEN
SUBDIVISION
GRADING AND
EROSION
CONTROL PLAN
CLIENT
J&K GENERAL
CONTRACTORS
645 Laurinburg Highway
Raeford, North Carolina 28376
Phone: [phone]
PROJECT INFORMATION
DESIGNED BY:
SEAN/CHRIS
DRAWN BY:
SEAN/CHRIS
CHECKED BY:
SCOTT
PROJECT NUMBER:
1721
DRAWING SCALE
HORIZONTAL: 1 "=60'
DATE RELEASED
MARCH 1, 2021
SHEET NUMBER
C-3mO

UTILITY NOTES
1. THE CONTRACTOR SHALL MAINTAIN A SET OF RED LINE AS-BUILTS
DURING THE CONSTRUCTION OF THE WATER LINE. ALL DEVIATIONS
FROM THE PLAN SHALL BE NOTED ON THE AS -BUILT DRAWINGS. ALL
VALVES AND CHANGE IN DIRECTION OF THE WATER LINE SHALL BE
LOCATED WITH A MINIMUM OF TWO DISTANCES FROM A KNOWN
OBJECT. THE CONTRACTOR WILL PROVIDE THE AS -BUILT DRAWINGS
TO THE OWNER TO BE USED FOR THE WATER LINE CERTIFICATION AT
THE COMPLETION OF THE PROJECT.
2. ANY WATER ENTERING THE SANITARY SEWER SYSTEM TO BE
CONSTRUCTED UNDER THE APPROVED PLANS SHALL NOT BE
DISCHARGED TO THE EXISTING SEWER SYSTEM. PLUGS SHALL BE
INSTALLED IN EXISTING MANHOLES AS NECESSARY TO PERMIT
PUMPING THE NEW SYSTEM CLEAR OF WATER AND DEBRIS PRIOR TO
ACCEPTANCE BY THE CITY. CARE SHALL BE EXERCISED IN LOCATING
PLUGS TO AVOID INTERRUPTING SERVICE TO EXISTING CONNECTIONS.
MECHANICAL PLUGS OR MORTAR AND BRICK MUST BE USED.
INFLATABLE DEVICES ARE NOT ALLOWED
3. HORIZONTAL DIMENSIONS GIVEN FOR UNDERGROUND UTILITY TIES ARE
APPROXIMATE UNLESS OTHERWISE NOTED.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING ALL
UTILITY COMPANIES AFFECTED BY THE PROPOSED WORK.
5. THE GENERAL CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS
TO COMPLETE THE PROPOSED WORK, AND SHALL COMPLY WITH ALL
LOCAL, STATE, AND FEDERAL REGULATIONS
6. PIPE SHALL BE LAID UPSTREAM WITH THE SPIGOT ENDS POINTING
DOWNSTREAM. ALL PIPES SHALL BE PLACED TRUE TO LINE AND
7. MINIMUM SEPARATION BETWEEN SEWER (STORM OR SANITARY) AND
WATER LINES SHALL BE 10' HORIZONTAL OR 18" VERTICAL UNLESS
NOTED OTHERWISE. MINIMUM VERTICAL SEPARATION BETWEEN
SANITARY SEWER AND STORM SEWER SHALL BE 24" UNLESS NOTED
OTHERWISE.
8. ALL MAINS, LATERALS AND APPURTENANCES SHALL BE TESTED IN
ACCORDANCE WITH HOKE COUNTY PUBLIC WORKS AND NCDEQ
TECHNICAL SPECIFICATIONS.
9. ALL MATERIALS SHALL BE APPROVED BY HOKE COUNTY PUBLIC
WORKS BEFORE INSTALLATION.
10. ALL SEWER SERVICES SHALL BE 4" PVC WITH A MINIMUM SLOPE OF
2%. TOP ELEVATIONS ARE 2" BELOW FINISHED GRADE. IF 6" SERVICE
IS REQUIRED, MINIMUM GRADE IS 1%.
11. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF RECORD AND
HOKE COUNTY PUBLIC WORKS A MINIMUM OF 48 HOURS BEFORE
CONSTRUCTION OF THE WATER LINE AND SANITARY SEWER LINE
BEGINS. THE CONTRACTOR SHALL ALSO NOTIFY THE ENGINEER OF
RECORD AND HOKE COUNTY PUBLIC WORKS 48 HOURS IN ADVANCE
OF ALL TESTING.
12. EXISTING UTILITIES NOT FOUND IN THE FIELD DURING SURVEY MAY
REQUIRE DEMOLITION. NO UTILITIES SHALL BE LEFT IN PLACE THAT
CROSS THE NEW LOTS UNLESS RUNNING ALONG A LOT LINE. IF
ADDITIONAL UTILITIES ARE FOUND, CONTACT ENGINEER PRIOR TO
DEMOLITION.
13. ALL ELEVATIONS ARE IN NAVD 88 DATUM.
14. ALL SERVICE LATERALS THAT TIE DIRECTLY INTO A MANHOLE SHALL
BE LAID SUCH THAT THE INVERT OF THE SERVICE LATERAL IS A
VICINITY MAP MINIMUM OF 8" ABOVE THE INVERT OUT OF THE MAIN.
GRADE WITH ENDS ABUTTING, CAREFULLY CENTERED, AND WITH A ,,,.
SMOOTH INVERT AT THE JOINT. 15. ALL STORM PIPE IS CLASS IV RCP UNLESS OTHERWISE NOTED. N/F 1
NOT TO SCALE ! - - - JAMES D. BRYANT, III &WIFE, 1
N 447,342.853y� o RACHEL DIAZ
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N PROPOSED TAP SLEEVE AND VALVE ` ti • \ R/W (PUBLIC) CI-30 2 BV- 10+23.5 Ws \ Oo I
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KAREN SMITH "" Q WOODHAVEN PARTNERS, LLC
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TRACT 1 OF
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DB 969, PG 190
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® WORTHY KELTON & WIFE,
GRACE KELTON '(
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SLIDE 359, MAP 8 1/2 / GRAPHIC SCALE
ERB /
60 0 30 60 120
Know what's below.
Call before you dig. EIP
\ / ( IN FEET )
\ I inch = 60 ft.
1/2"
N/F ERB
MICHAEL IPARRAGUIRRE \
THE CONTRACTOR MUST CONTACT NORTH CAROLINA ONE CALL CENTER AT 1-800-632-4949 A MINIMUM OF 72 HOURS PRIOR TO DIGGING IN ORDER TO HAVE THE EXISTING UTILITIES LOCATED
-0+50
240
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e ivil engineering I land surveying
409 Chicago Drive, Suite 112, Fayetteville, INC 28306
office 1 910-426-6777 fax [phone] license number I C-2354
wwwAD site solutions.com
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REVISIONS
PROJECT NAME
WOODHAVEN
SUBDIVISION
UTILITY PLAN
PIN#494740001055
CLIENT
J&K GENERAL
CONTRACTORS
645 Laurinburg Highway
Raeford, North Carolina 28376
Phone: [phone]
PROJECT INFORMATION
DESIGNED BY:
SEAN/CHRIS
DRAWN BY:
SEAN/CHRIS
CHECKED BY:
SCOTT
PROJECT NUMBER:
1721
DRAWING SCALE
HORIZONTAL: 1 "=60'
DATE RELEASED
MARCH 1, 2021
SHEET NUMBER
C-400

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ROADWAY PROFILE -0+50 TO 14+00
LOW POINT ELEV = 214.95
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LOW POINT ELEV = 214.29
LOW POINT STA = 5+49.31
LOW POINT STA = 11+95.96
PVI STA = 5+49.31
PVI STA = 11+46.20
__
PVI ELEV = 214.82
PVI ELEV = 214.54
A.D. = 1.00%
=
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11 ■
IIII
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e�ivft engineering I land suarveying
409 Chicago Drive, Suite 112, Fayetteville, NC 28306
office 1 910-426-6777 fax [phone] license number I C-2354
wwwAD site solutions.com
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REVISIONS
PROJECT NAME
WOODHAVEN
SUBDIVISION
SLADE CORNER
ROAD PROFILE
CLIENT
J&K GENERAL
CONTRACTORS
645 Laurinbur Hi hwa
g g Y
Raeford, North Carolina 28376
Phone: [phone]
PROJECT INFORMATION
DESIGNED BY:
SEAN/CHRIS
DRAWN BY:
SEAN/CHRIS
CHECKED BY:
SCOTT
PROJECT NUMBER:
1721
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DRAWING SCALE
HORIZONTAL: 1 "=60'
VERTICAL: 1 "=6'
DATE RELEASED
MARCH 1, 2021
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SHEET NUMBER
G5.0

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ROADWAY PROFILE -0+50 TO 8+00
LOW POINT ELEV = 215.55
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235
230
225
220
215
210
205
200
195
190
185
180
2+00 3+00
GRAPHIC SCALE
60 0 30 60 120 240
( IN FEET )
I inch = 60 ft
11
IIII
solutions
D s im t e
e�ivft engineering I land surveying
409 Chicago Drive, Suite 112, Fayetteville, NC 28306
office 1 910-426-6777 fax [phone] license number I C-2354
wwwAD site solutions.com
11DAR9
SEA
• 0274
.• G ► NE ••°����
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REVISIONS
PROJECT NAME
WOODHAVEN
SUBDIVISION
HAVELOCK
HATCH DRIVE &
VORSTER ROAD
PROFILE
CLIENT
J&K GENERAL
CONTRACTORS
645 Laurinburg Highway
Raeford, North Carolina 28376
Phone: [phone]
PROJECT INFORMATION
DESIGNED BY:
SEAN/CHRIS
DRAWN BY:
SEAN/CHRIS
CHECKED BY:
SCOTT
PROJECT NUMBER:
1721
DRAWING SCALE
HORIZONTAL: 1 "=60'
VERTICAL: 1 "=6'
DATE RELEASED
MARCH 1, 2021
xmm031,90o um uumwemuuuuuuuuu
SHEET NUMBER
C-5m

GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCG01 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCG01 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
If slopes are 10' or less in length and are
3:1
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slopes 3:1 to 4:1
14
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
-7 days for perimeter dikes, swales,
(e) Areas with slopes
ditches, perimeter slopes and HQW Zones
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary Stabilization
Permanent Stabilization
• Temporary grass seed covered with straw or
• Permanent grass seed covered with straw or
other mulches and tackifiers
other mulches and tackifiers
• Hydroseeding
• Geotextile fabrics such as permanent soil
• Rolled erosion control producs with or
reinforcement matting
without temporary grass seed
• Hydroseeding
• Appropriately applied straw or other mulch
• Shrubs or other permanent plantings covered
• Plastic sheeting
with mulch
• Uniform and evenly distributed ground cover
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
8. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
NI,NORTHr , '', NOR° CAR- OL..IN
Environmental Quality
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CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
NCG0I GROUND STABILIZATION AND MATERIALS HANDLING I EFFECTIVE: 04/01/191
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
Self -inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self -inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
Frequency
Inspect (during normal Inspection records must include:
business hours)
(1) Rain gauge
Daily
Daily rainfall amounts.
maintained in
If no daily rain gauge observations are made during weekend or
good working
holiday periods, and no individual -day rainfall information is
order
available, record the cumulative rain measurement for those un-
attended days (and this will determine if a site inspection is
needed). Days on which no rainfall occurred shall be recorded as
"zero." The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
At least once per
1. Identification of the measures inspected,
Measures
7 calendar days
2. Date and time of the inspection,
and within 24
3. Name of the person performingthe inspection,
hours of a rain
4. Indication of whether the measures were operating
event> 1.0 inch in
properly,
24 hours
5. Description of maintenance needs for the measure,
6. Description, evidence, and date of corrective actions taken.
(3) Stormwater
At least once per
1. Identification of the discharge outfalls inspected,
discharge
7 calendar days
2. Date and time of the inspection,
outfalls (SDOs)
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Evidence of indicators of stormwater pollution such as oil
event> 1.0 inch in
sheen, floating or suspended solids or discoloration,
24 hours
5. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
At least once per
If visible sedimentation is found outside site limits, then a record
site
7 calendar days
of the following shall be made:
and within 24
1. Actions taken to clean up or stabilize the sediment that has left
hours of a rain
the site limits,
event 2! 1.0 inch in
2. Description, evidence, and date of corrective actions taken, and
24 hours
3. An explanation as to the actions taken to control future
releases.
(5) Streams or
At least once per
If the stream or wetland has increased visible sedimentation or a
wetlands onsite
7 calendar days
stream has visible increased turbidity from the construction
or offsite
and within 24
activity, then a record of the following shall be made:
(where
hours of a rain
1. Description, evidence and date of corrective actions taken, and
accessible)
event> 1.0 inch in
2. Records of the required reports to the appropriate Division
24 hours
Regional Office per Part III, Section C, Item (2)(a) of this permit
of this permit.
(6) Ground
After each phase
1. The phase of grading (installation of perimeter E&SC
stabilization
of grading
measures, clearing and grubbing, installation of storm
measures
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation that the required ground stabilization
measures have been provided within the required
timeframe or an assurance that they will be provided as
soon as possible.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
(pX' Itn NOR C D-I RLdN
EnvironmentaIf Quaf t,
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be documented in the manner
described:
Item to Document
Documentation Requirements
(a) Each E&SC Measure has been installed
Initial and date each E&SC Measure on a copy
and does not significantly deviate from the
of the approved E&SC Plan or complete, date
locations, dimensions and relative elevations
and sign an inspection report that lists each
shown on the approved E&SC Plan.
E&SC Measure shown on the approved E&SC
Plan. This documentation is required upon the
initial installation of the E&SC Measures or if
the E&SC Measures are modified after initial
installation.
(b) A phase of grading has been completed.
Initial and date a copy of the approved E&SC
Plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
Plan or complete, date and sign an inspection
Plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report.
requirements for all E&SC Measures
have been performed.
(e) Corrective actions have been taken
Initial and date a copy of the approved E&SC
to E&SC Measures.
Plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation
In addition to the E&SC Plan documents above, the following items shall be kept on the
site
and available for agency inspectors at all times during normal business hours, unless the
Division provides a site -specific exemption based on unique site conditions that make this
requirement not practical:
(a) This general permit as well as the certificate of coverage, after it is received.
(b) Records of inspections made during the previous 30 days. The permittee shall record
the required observations on the Inspection Record Form provided by the Division or
a similar inspection form that includes all the required elements. Use of
electronically -available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard -copy records.
(c) All data used to complete the Notice of Intent and older inspection records shall be
maintained for a period of three years after project completion and made available
upon request. [40 CFR 122.41]
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that must be reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
• They are 25 gallons or more,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
• They cause sheen on surface waters (regardless of volume), or
• They are within 100 feet of surface waters (regardless of volume).
(a) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(b) Anticipated bypasses and unanticipated bypasses.
(c) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Division's Emergency Response personnel at [phone], (800)
858-0368 or [phone].
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
• Within 24 hours, an oral or electronic notification.
deposition in a
• Within 7 calendar days, a report that contains a description of the
stream or wetland
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
• If the stream is named on the NC 303(d) list as impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
(b) Oil spills and
• Within 24 hours, an oral or electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill or release.
substances per Item
1(b)-(c) above
(c) Anticipated
• A report at least ten days before the date of the bypass, if possible.
bypasses [40 CFR
The report shall include an evaluation of the anticipated quality and
122.41(m)(3)]
effect of the bypass.
(d) Unanticipated
• Within 24 hours, an oral or electronic notification.
bypasses [40 CFR
• Within 7 calendar days, a report that includes an evaluation of the
122.41(m)(3)]
quality and effect of the bypass.
(e) Noncompliance • Within 24 hours, an oral or electronic notification.
with the conditions • Within 7 calendar days, a report that contains a description of the
of this permit that noncompliance, and its causes; the period of noncompliance,
may endanger including exact dates and times, and if the noncompliance has not
health or the been corrected, the anticipated time noncompliance is expected to
environment[40 continue; and steps taken or planned to reduce, eliminate, and
CFR 122.41(1)(7)] prevent reoccurrence of the noncompliance. [40 CFR 122.41(I)(6).
• Division staff may waive the requirement for a written report on a
case -by -case basis.
NCGOI SELF -INSPECTION, RECORDr�EEPING AND REPORTING
EFFECTIVE: 04/01 / 19
11
Illl
solutions
D s im t e
eIMI. engineering I land surveying
409 Chicago Drive, Suite 112, Fayetteville, NC 28306
office 1910-426-6777 fax [phone] license number I C-2354
wwwAD site solutions.com
REVISIONS
PROJECT NAME
WOODHAVEN
SUBDIVISION
EROSION
CONTROL
DETAILS
CLIENT
Jl GENERAL
CONTRACTORS
645 Laurinburg Highway
Raeford, North Carolina 28376
Phone: [phone]
PROJECT INFORMATION
DESIGNED BY:
SEAN/CHRIS
DRAWN BY:
SEAN/CHRIS
CHECKED BY:
SCOTT
PROJECT NUMBER:
1721
DRAWING SCALE
NOT TO SCALE
DATE RELEASED
MARCH 1, 2021
SHEET NUMBER
C-602

METER BOX WITH NOTES: 1. ALL MATERIALS TO BE APPROVED BY
RECESSED AMR READING HCPW.
LID SET 1/4" ABOVE GRADE 2. SERVICE LATERAL SIZE 1" IPS
VARIES 18" POLYETHYLENE UNLESS OTHERWISE
r SPECIFIED
Ow
. ~ 3. SERVICE LATERAL INSTALLATION SHALL
'-' ;::::;,, ,',. EQ. EQ p a BE APPROVED BY HCPW.
PAVEMENT // , „ ""' - ,
CO VC CURB &GUTTER'„ a J 4. WATER SERVICE LOCK VALVE S BE
LOCATED T FROM SANITARY SEWER
CLEAN OUT STACK WHEN INSTALLED
IN SAME DITCH.
5. WHEN INSTALLED IN A PAVED AREA,
1" FULL PORT ANGLE BALL VALVE---;'; METER BOX TO BE SET 1/4" ABOVE
WITH ONE OR TWO STEP STYLE _ _ " FINISHED PAVEMENT GRADES AND
z COMPRESSION FOR IPS PE INLET .. I " '�- PAVEMENT FEATHERED TO TOP OF BOX
g AND FEMALE METER THREAD - TO PROVIDE DRAIN AWAY FROM BOX
= CC SINGLE SWIVEL NUT WITH LOCK. ALL 6. C.I. METER BOXES SHALL BE USED
r� STAINLESS STEEL INSERTS SHALL BE STAINLESS " " IN TRAFFIC AREAS SEE WAS.
STRAP SADDLE STEEL 7. PERIMETER SOLID CONCRETE BRICK
W METER COUPLING BASE WITH NO GAPS, DO NOT LAY
WITH 3D FEMALE BRICK ON PIPE. SEE INSET "A"
BALL CORPORATION STOP THREAD METER SWIVEL
WITH AWWA INLETS, ONE NUT x 3/4" MIPT 8. WHERE ASPHALT CURB OR STRIP
OR TWO STEP STYLE PAVEMENT EXIST, THE LOCATION OF
COMPRESSION FOR IPS PE, 1 " x 7-1/2" SPACER FOR BOX SHALL BE AS DIRECTED BY HCPW
WITH STAINLESS STEEL DOMESTIC SERVICE, REPRESENTATIVE.
INSERTS. 1"x 10-3/4" SPACER FOR 9. DISTANCE FROM TOP OF LOCK VALVE
IRRIGATION SERVICE OPERATING STEM TO TOP OF BOX
1" IPS POLYETHYLENE SHALL BE 8" MIN. TO 10" MAX.
PIPE PE 4710, 250 PSI
SIDR7 ASTM D2737 ASTM 10. RESIDENTIAL METER BOX SHALL BE SET
D3350-445574E BRICK METER BOX BASE 18" FROM RAN TO CENTERLINE OF
WATER p SEE INSET "A" METER BOX PERPENDICULAR TO THE RAN.
MAIN 11. COMMERCIAL METER BOX
TRACER WIRE LOCATION SHALL BE AS APPROVED
(DO NOT CONNECT TO 12 GA SINGLE STRAND (PREFER NO METER BE INSTALLED
CORPORATION OR BANDS) LESS THAN 5' FROM BLDG. TO EDGE
COATED COPPER WIRE OR OF BOX).
2" SOLID BRICK COPPER CLAD STEEL 18" 12. LATERAL SHALL BE CENTERED
METER BOX BASE TRACING WIRE EXTENDED ON LOT UNLESS OTHERWISE NOTED.
D INTO METER BOX 6" AND EQ EQ
WRAPPED AROUND LOCK 13. LATERAL SHALL NOT BE
BACK FILL L < [ VALVE �G BACK FILLED UNTIL INSPECTED BY
lil D BOTTOM 1l "1 0' HCPW PROJECT COORDINATOR.
METER BOX I l 1 O
14. WATER MAIN AND LATERAL SHALL PASS
I l l l HYDROSTATIC, LEAKAGEAND
BRICK �� OF BOX O O STERILIZATION TESTS (200 PSI).
15. BARB -TYPE FITTINGS ARE NOT
�I1�1'Y1 BRICK METER BOX BASE ACCEPTABLE
SPACER SHALL 16. SHOULD IT BE NECESSARY TO CRIMP THE
SECTION "A -A" INSET "A" BE CENTERED WATER SERVICE LATERAL, A FULL CIRCLE
PLAN IN METER BOX REPAIR CLAMP SHALL BE PLACED ON THE
CRIMPED AREA.
NO. DATE REVISION
PROPOSED 1" WATER SERVICE LATERAL
N.T.S.
SHEET NO. DWG. NO. W.2
1 OF 1 DATE JULY 01, 2016
7-5/16" _
I�^jl A Domo� A
��07�
5-3/4" Q
7"
SECTION "A -A" PLAN
5-1/4" DROP LID
9..
5-3/4"
7I - - I
V
max.
6-1/8"
6-1/2" r^'
10-1/4" _ I
�
TOP SECTION BOTTOM
VALVE BOX
N.T.S.
SHEET NO. I
DWG. NO. W 7
1 OF 1 DATE JULY 01, 2016
2016-W2 WLAT.dwg
NOTES:
1. VALVE BOX SHALL BE 3 PART SLIP -TYPE
MANUFACTURED BY SIGMA CORPORATION
VB-462 TYLER UNION 6855 SERIES),STAR
PIPE PRODUCTS (VB-0004), OR APPROVED
EQUAL.
2. VALVE BOX SHALL BE 3-PIECE CLOSE
GRAINED CAST IRON SLIP -TYPE VALVE BOX
WITH A MINIMUM THICKNESS OF 3/16".
3. VALVE BOX SHALL HAVE RAISED LETTERS
"WATER" CAST INTO COVER.
4. VALVE BOX SHALL HAVE 3/8" HOLE DRILLED
IN TOP SECTION THRU WHICH A 1/4"xl-1/2"
GALVANIZED BOLT SHALL BE USED TO
SECURE MINIMUM 12 GAUGE, SINGLE
STRAND, COATED COPPER OR COPPER CLAD
DROP LID
STEEL TRACER WIRE FOR NON-FERROUS
pI PE. A 1/2" WASHER SHALL BE USED
BETWEEN NUT AND INSIDE OF BOX. TIGHTEN
HAND TIGHT.
5. SCREW TYPE VALVE BOXES ARE NOT
ACCEPTABLE.
6. DIMENSIONS SHOWN VARY BASED UPON
THE MANUFACTURER. ACTUAL DIMENSIONS
SHALL BE APPROVED BY HCPW.
7. VALVE BOX SECTIONS ARE REQUIRED. THE
TOP
USE OF PIPE IN LIEU OF VALVE BOX
SECTION
SECTIONS SHALL NOT BE PERMITTED.
8. TRACING WIRE SHALL BE INSTALLED
OUTSIDE OF BOX.
9. REFER TO HCPW DETAIL W.6 FOR
INSTALLATION REQUIREMENTS.
BOTTOM
SECTION
DATE I REVISION
2016-W7 VALVEBOX.dwg
NOTES:
1. FIRE HYDRANT SHALL BE MODELS MANUFACTURED BY MUELLER CO. (CENTURIAN),
10.
CONTRACTOR SHALL NOTIFY THE APPROPRIATE FIRE DEPARTMENT OF OUT OF
AMERICAN VALVE AND HYDRANT CO. (MODEL MARK 73), CLOW MEDALLION OR
SERVICE FIRE HYDRANTS PRIOR TO CONSTRUCTION.
APPROVED EQUAL.
11.
FIRE HYDRANT SHALL BE FIELD PAINTED IN ACCORDANCE WITH HCPW STANDARDS,
2. ALL VALVES AND HYDRANTS SHALL HAVE M.J. CONNECTIONS WITH IRON RETAINING
BEFORE PROJECT IS ACCEPTED. HYDRANTS SHALL BE PAINTED WITH A GREEN
GLAND M.J. RESTRAINT.
BONNET AND YELLOW BODY. PAINT SHALL BE IN ACCORDANCE WITH HCPW
REQUIREMENTS. THE CONTRACTOR SHALL PAINT ALL EXPOSED EXTERIOR FIRE
3. HYDRANT VALVE SHALL BE PLACED AS CLOSE AS POSSIBLE TO THE MAIN BUT DO
HYDRANT SURFACES PRIOR TO FINAL ACCEPTANCE BY HCPW. ALL PAINTING SHALL
NOT PLACE VALVE IN PROPOSED OR EXISTING CURB AND GUTTER. IF THE STREET IS
BE DONE IN STRICT ACCORDANCE WITH THE PAINT MANUFACTURER'S
SOIL AND NO PAVING IS TO BE DONE AT THIS TIME THE LOCATION OF THE VALVE IS
RECOMMENDATIONS AND SHALL BE SATISFACTORY TO THE HCPW.
TO BE DETERMINED BY THE HCPW PROJECT COORDINATOR.
12.
PROTECTIVE COVERING SHALL BE UTILIZED, AS NECESSARY FOR PROTECTION OF
4. HYDRANT BRANCH SHALL NOT BE BACK FILLED UNTIL INSPECTED AND APPROVED BY
ADJACENT AREAS, EQUIPMENT, SHRUBBERY, OR OTHER ITEMS. AFTER PAINTING IS
HCPW PROJECT COORDINATOR.
COMPLETE, THE ENTIRE AREA SHALL BE THOROUGHLY CLEANED UP.
5. GATE VALVE AND BOX SHALL BE IN ACCORDANCE WITH HCPW STANDARD DETAIL.
13.
ALL PAINT MATERIALS SHALL BE IN THE ORIGINAL SEALED CONTAINERS BEARING
THE MANUFACTURER'S NAME.
6. HYDRANT EXTENSIONS AND/OR OFFSETS SHALL BE APPROVED BY HCPW PROJECT
COORDINATOR.
14.
WHERE NECESSARY, THINNING SHALL BE DONE IN ACCORDANCE WITH THE
MANUFACTURER'S INSTRUCTIONS AND AS APPROVED BY HCPW.
7. FIRE HYDRANT CONNECTIONS TO EXISTING WATER MAINS SHALL BE MADE USING A
TAPPING SLEEVE AND VALVE BY WET TAP CONNECTION. THE TAPPING SLEEVE AND
15.
ALL SURFACES TO BE PAINTED SHALL BE CLEAN AND DRY.
VALVE SHALL BE HYDROSTATICALLY TESTED PRIOR TO STARTING THE TAP IN THE
PRESENCE OF THE HCPW PROJECT COORDINATOR.
16.
THE BONNET OF THE FIRE HYDRANT SHALL BE PAINTED A DARK GREEN UTILIZING
AN ALKYD OR POLYURETHANE ENAMEL, WITH A FINAL DRY MIL THICKNESS OF 4 TO 6
8. THE PROPOSED LOCATION MAY BE RELOCATED BY THE HCPW PROJECT
MILS. MULTIPLE COATS MAY BE NECESSARY TO ACHIEVE THE FINAL REQUIRED DRY
COORDINATOR IF CONFLICTS EXIST (I.E. GAS SERVICES, UGE, TELEPHONE, ETC.).
MIL THICKNESS. THE PAINT SHALL BE FOREST GREEN, AS MANUFACTURED BY THE
SHERWIN-WILLIAMS COMPANY, PART NUMBER 822918, OR APPROVED EQUAL.
9. THE CONTRACTOR SHALL FIELD VERIFY THE EXISTING WATER MAIN MATERIAL, SIZE,
SAMPLES SHALL BE SUBMITTED IN ORDER FOR HCPW TO CONSIDER ALTERNATIVE
AND DEPTH FOR EACH FIRE HYDRANT LOCATION PRIOR TO ORDERING MATERIALS.
PAINT MANUFACTURERS.
THE CONTRACTOR WILL BE REQUIRED TO SUPPLY VARIOUS LENGTHS OF BARRELS
AND HYDRANT EXTENSIONS ( NO MORE THAN ONE HYDRANT EXTENSION MAY BE
17.
THE REMAINDER OF THE FIRE HYDRANT SHALL BE PAINTED SAFETY YELLOW
USED PER HYDRANT). ADDITIONAL FITTINGS AND/OR HYDRANT EXTENSIONS OR
UTILIZING AN ALKYD OR POLYURETHANE ENAMEL, WITH A FINAL DRY MIL THICKNESS
OFFSET CONNECTORS MAY BE REQUIRED TO MAINTAIN PROPER COVER AS
OF 4 TO 6 MILS. MULTIPLE COATS MAY BE NECESSARY TO ACHIEVE THE FINAL
APPROVED BY THE HCPW PROJECT COORDINATOR.
REQUIRED DRY MIL THICKNESS. THE PAINT SHALL BE YELLOW, AS MANUFACTURED
BY THE SHERWIN-WILLIAMS COMPANY, PART NUMBER 3186, OR APPROVED EQUAL.
SAMPLES SHALL BE SUBMITTED IN ORDER FOR HCPW TO CONSIDER ALTERNATE
PAINT MANUFACTURERS.
FIRE HYDRANT AND
VALVE INSTALLATION
N.T.S.
SHEET NO.
DWG. NO. W,13
2 OF 2 DATE: JULY 01, 2016
DATE I REVISION
CONCRETE NOTES
THRUST
.�- BLOCK (TYP.)
MIN. BEARING AREA EACH DIRECTION
OF THRUST IN SQUARE FEET
(based on soil supporting value of 2000 psf @ 200 psig test pressure)
PIPE
SIZE
TEES &
DEADENDS
900
ELBOWS
450 ELBOW
& CROSSES
22-12°
ELBOWS
6"
4
6
3
2
8"
7
10
5
3
12"
15
21
11
6
2016-W13-FHC(
1. THRUST BLOCKS SHALL BE INSTALLED
ON PVC WATER DISTRIBUTION LINES 6"
THRU 12" DIA. IN THE MANNER SHOWN.
SEE HCPW STANDARD ALT.
RESTRAINING DETAIL WA FOR
ACCEPTABLE ALTERNATE RESTRAINING
SYSTEMS.
2. PIPE GREATER THAN 12 INCH
DIAMETER SHALL REQUIRE RESTRAINT
JOINT PIPE FOR THE PROPER LENGTH.
3. COMPACT FITTINGS ARE NOT
THRUST UNDISTURBED ACCEPTABLE. STANDARD FITTINGS
ELBOW BLOCK i SOIL SHALL BE USED WITH CONCRETE
M.J.PLUG" i AREA OF THRUST BLOCKING.
i
BEARING
4. THRUST BLOCKS SHALL BE
INSTALLED
N SEWER FORCE
OMAIN IN THE MAN ER SHOWN.
TT��
5. IF SAC-CRETE IS USED, MIXING
SEE BLOW -OFF DETAIL FOR
MUST BE ON SITE UTILIZING A
CLARIFICATION OF CONSTRUCTION ELBOWREQUIRED AT DEAD ENDS MECHANICAL MIXER.
-"6. NO CONCRETE SHALL BE
PLACED ON BOLTS. WRAP
HORIZONTAL BEND DEAD END JOINT FITTINGS WITH PLASTIC.
7. CONCRETE SHALL BE
A MINIMUM 3,000 psi.
SIDE EXCAVATIONS 8. ALL BEARING SURFACES SHALL BE
SIDE EXCAVATION S(TYP.) (TYP) AGAINST UNDISTURBED SOIL AND
SHALL BE APPROVED BY HCPW
PROJECT COORDINATOR PRIOR TO
--�- .... .... .... �- � ";,; .... .... .... .... -� PLACEMENT OF CONCRETE.
9. USE OF RESTRAINED JOINT DUCTILE
IRON WILL BE REQUIRED IF SOIL
CONDITIONS DO NOT ALLOW THE USE
- OF THRUST BLOCKS.
10. ALL VERTICAL BENDS SHALL BE
RESTRAINED USING RESTRAINED
%�- CONCRETE JOINT DUCTILE IRON PIPE.
SHALL BE KEPT
ALL BEARING SURFACES CLEAR
JOINTOF O LEAR F PPIPE
SHALL BE AGAI NST TAPPING SLEEVE
TEE UNDISTURBED CROSS AND VALVE
GROUND (TYP.)
NO DATE REVISION
CONCRETE THRUST BLOCK DETAIL
SHEET NO. I
DWG. NO. W.1 7
1 OF 1 DATE JULY 01, 2016
NOTES:
1. ALL MATERIALS SHALL BE APPROVED BY
HCPW. SEE DWG. WA SHEET 2 OF 2 FOR
METER BOX LID DETAIL.
2. METER BOX SHALL NOT BE LOCATED
WHERE H-20 LOADINGS CAN IMPACT BOX
OR COVER.
3. FOR 1" WATER LATERAL INSTALLATION
SEE DETAIL W.2
4. DIM'S± 1/16 U.N.O
TOP VIEW
-----------------
PLAN
17-9/16" 12-5/16"
ELEVATION Og ELEVATIONOA
ELEVATION VIEW
1-INCH METER BOX DETAILS NO. DATE REVISION
N.T.S
SHEET NO. I
DWG. NO. WA
1 OF 2 DATE JULY 01, 2016
2016-W4 11N METERBOX.dwg
2 RINGS OF #3 REINFORCING NOTES:
1. CONCRETE PROTECTOR RING SHALL BE
DEFORMED BAR AS SHOWN 2500 P.S.I. PRECAST REINFORCED CONCRETE
2. VALVE BOX SHALL BE AT GRADE
A A W/PROTECTOR RING EXTENDING
1/2" ABOVE GRADE
3. SEE GATE VALVE AND BOX DETAIL
WATER 4. VALVE BOX PROTECTOR RINGS
SHALL BE INSTALLED AROUND VALVE
BOX IN UNPAVED NON -TRAFFIC AREAS.
AND SHALL NOT CREATE A HINDERANCE
/ TO MOWING OPERATIONS.
--- SHADED PORTION OF
RING IS EXPOSED
REMAINDER IS BURIED
PLAN
N.T.S.
GROUND
9-1/2"
MIN. REINFORCED
CONCRETE
PROTECTOR
= z • • RING
z a
• N
VALVE BOX
24" DIAMETER MIN. CUT AWAY VIEW
N.T.S.
SECTION A -A
N.T.S.
NO DATE REVISION
VALVE BOX PROTECTOR RING
SHEET NO. I
DWG. NO. W
1 OF 1 DATE JULY 01, 2016
2016-W8 CONC PROTECTOR RING.dwg
- - 3/4" GHT or 1", 1-1/4",
o' 1-12", 2" or 2-1/2"
MNPT or 1-1/2", 2",
/// or 2-1/2" NST OUTLET
FIN. GRADE VALVE BOX
III III:
DUCTILE PIPE.
�z IIII
o ry IIII IIII=i_ 2" VALVE _- =- BRICK SEE CONCRETE
THRUST BLOCK
M II1=III=I II- -II II DETAIL
m 11=111-III :
=1
11-I I I-111-1 11=1 11=1 U) a
III=111-11 1 111=111 111 11: o 2 =11 I-
- -11 1
-1- + 2" R.J.D.I. PIPE
III=III= -III III-111 III-111-1 111- I-111=11=11= 1-_ -� 1 �
III -I =111- -I 11-
DI TEE, HYDRANT TEE
-III III-I=III 111=111- (2", 2-12" + 3" FNPT OR
%� j OR TAPPING SLEEVE
_ -
III=I -III III=III=III-I
_ 2", 3" OR 4" MJ) INLET AS REQUIRED. SEE
I I II I I -III -III
I- -
UNDISTURBED VARIES TAPPING DETAIL)
SOIL
M.J. CONNECTION WITH IRON
7 CU. FT. #57 STONE
PLACED TO A LEVEL 4" RETAINING GLAND M.J.
ABOVE DRAIN OPENING RESTRAINT
HYDRANTS SHALL BE SELF -DRAINING, NON-FREEZING, COMPRESSION TYPE WITH 2-1/8" MAIN OPENING. INLET SHALL BE (2", 2-12" & 3"
FNPT OR 2", 3" OR 4" MJ). OUTLET SHALL BE (3/4" GHT OR 1", 1-1/4", 1-12", 2" OR 2-12" MNPT OR 1-12", 2" OR 2-1/2" NST.
HYDRANTS SHALL HAVE A (DUCTILE IRON (STD), GALVANIZED STEEL, STAINLESS STEEL, OR BRASS) EXTERIOR CASING PIPE, A
(GALVANIZED (STD), STAINLESS STEEL OR BRASS) INTERIOR NON -TURNING OPERATING ROD WITH A HEAVY WALL (CAST IRON (STD),
OR ALUMINUM) TOP STOCK.
PRINCIPAL INTERIOR OPERATING PARTS SHALL BE BRASS, BRONZE AND ALUMINUM AND BE REMOVABLE FOR SERVICING WITHOUT
EXCAVATING THE HYDRANT.
HYDRANTS SHALL BE SET IN 4 CUBIC FEET OF CRUSHED STONE TO ALLOW FOR PROPER DRAINAGE OF THE HYDRANT.
RECOMMENDATIONS OF THE AWWA SHOULD BE FOLLOWED WHEN INSTALLING THE HYDRANT.
HYDRANTS SHALL BE #2 ECLIPSE POST HYDRANT AS MANUFACTURED BY JOHN C. KUPFERLE COMPANY, ST. LOUIS, MO OR APPROVED
EQUAL.
NTS
ECLIPSE #2 POST HYDRANT
BELL OD+8" MIN.
BELL OD + 24" MAX.
CONTINUOUS12GA. J
SINGLE STRAND COATED
COPPER WIRE OR
COPPER CLAD STEEL
TRACING WIRE REQUIRED
FOR ALL NON-FERROUS
PIPE (FROM VALVE BOX
TO VALVE BOX)
TYPE 3 TRENCH
WATER MAIN BEDDING DETAIL
SHEET NO. I
DWG. NO. W.1 9
1 OF 1 DATE JULY 01, 2016
NOTES:
1. ALL EXCAVATIONS SHALL COMPLY WITH THE TERMS AND
CONDITIONS OF THE CONSTRUCTION STANDARDS FOR
4"-6" TOPSOIL RESTORED TO
EXCAVATIONS IN OSHA "SAFETY AND HEALTH REGULATIONS
ORIGINAL GRADE AND SEEDED OR
FOR CONSTRUCTION", CHAPTER XV11 OF TITLE 29, CFR, PART
SODDED AS INDICATED ON
1926. THE CONTRACTOR SHALL HAVE A COMPETENT PERSON
DRAWINGS.
ON SITE AT ALL TIMES DURING EXCAVATION AND BACKFILLING.
2. CONTRACTOR SHALL USE TRENCH BOX SHORING IN ALL OPEN
CUTS IN PAVED AREAS. TRENCH WIDTH SHALL BE MAINTAINED
AT THE MINIMUM PRACTICAL WIDTH.
3. TYPE 3 TRENCH CONDITIONS AND A MINIMUM OF 4'
OF COVER MUST BE MAINTAINED WHERE RESTRAINT JOINT
---
PIPE IS SPECIFIED AND 3.5' OF COVER IN ALL OTHER LOCATIONS
UNLESS SHOWN OTHERWISE ON THE PLAN PROFILE.
-UNDISTURBED
SOIL
4. LOOSE SOIL OR SELECT MATERIAL IS DEFINED
AS "NATIVE SOIL EXCAVATED FROM THE TRENCH
REMAINING TRENCH BACKFILL
FREE OF ROCKS FOREIGN MATERIAL, AND
COMPACTED TO 95% MAX DENSITY
FROZEN EARTH
IN MAX. 12 LIFTS FOR NON PAVED
AREAS. SEE APPLICABLE PAVEMENT
5. BEDDING MATERIAL SHALL EXTEND TO UNDISTURBED TRENCH
PATCH DETAIL FOR PAVED AREAS.
WALLS AND TRENCH BOTTOM. BEDDING MATERIAL
WILL NOT BE PAID FOR UNLESS SPECIFICALLY APPROVED BY
THE PROJECT REPRESENTATIVE AND ONLY
BACKFILL LIGHTLY TO 12"
FOR THE AUTHORIZED QUANTITY.
-ABOVE PIPE IN 6" LIFTS (95%
6. BEDDING MATERIAL SHALL BE PROPERLY RODDED
MAX DENSITY COHESIONLESS SOILS
AND COMPACTED AROUND THE PIPE HAUNCHES.
90% MAX DENSITY COHESIVE SOILS)
7. TEST FOR DENSITY OF COMPACTION MAY BE MADE AT THE
OPTION OF THE ENGINEER AND DEFICIENCIES SHALL BE
WATER MAIN MATERIAL SHALL
CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST
BE AS SPECIFIED AND SHOWN
TO THE OWNER. THE ENGINEER MAY HAVE COMPACTION
ON THE DRAWINGS.
TEST PERFORMED AFTER THE BACKFILL IS COMPLETE.
CONTRACTOR SHALL BE REQUIRED TO EXCAVATE TO
4" MIN SUITABLE LOOSE
VARIOUS ELEVATIONS FOR DENSITY TESTING EXCAVATION,
-SOIL BEDDING FROM TRENCH
BACKFILL AND RECOMPACTION SHALL BE PERFORMED AT NO
EXCAVATION (SEE NOTES 4 & 5)
ADDITIONAL COSTS TO THE OWNER.
UNDISTURBED
SOIL
DATE
REVISION
MI♦ ♦�k'�'k�'�k�'�k�'k�'�k� ♦ SIN
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ME i♦♦♦��♦ �_ ♦♦ i i♦♦�9N
�ffS1M&VA11
SOLID LID
1-INCH METER BOX LID
N.T.S
SHEET NO. DWG. NO. WA
2 OF 2 DATE JULY 01, 2016
J
= SIDE VIEW
SECTION A -A
DATE I REVISION
2016-W4 11N METERBOX.dwc
NOTES:
NOMINAL PIPE BRANCH SIZE APPROX. WT. LBS. 1. ALL MATERIALS SHALL BE IN ACCORDANCE WITH HCPW STANDARDS.
SIZE (INCH)
2. TAPPING SLEEVES SHALL BE AS MANUFACTURED BY ROMAC,
4" 3 4 28,30 SMITH-BLAIR, OR APPROVED EQUAL.
6" 3 4 6" 36,38,45
8" 3 4 6",8" 42 44,48,66 3. STAINLESS STEEL TAPPING SLEEVE MAY BE UTILIZED FOR ALL
10" 3 4 6",8 10' 45 48,55,70,80, TAPPING OF MAINS UP TO AND INCLUDING 24" DIAMETER WITH 12"
12" 3 4 6",8 10 ,12" 50 52,6Q81,96,143 OR LESS BRANCH. BRANCH GREATER THAN 12" SHALL REQUIRE
16" 3 4 68 10 ,12" 78 8Q85,10Q 115,172 FULL BODY D.I.M.J. TAPPING SLEEVE (SEE DETAIL WA 0)
24" 3,4',6",8,10',12" 1 85,87,90,10Q 145,230
ANSI CLASS 150 LB.
v
304 AND SHELL D LUGS SHALL of STAINLESS STEEL PER ASTM A2 r�
DRILLING FLANGE. DI FLANGE
SHALL BE COATED TO PROTECT
5.
BOLTS SHALL BE 5/8" UNC ROLLED THREAD, STAINLESS STEEL PER
AGAINST CORROSION
ASTM A 193 TYPE 304 4" NOM. PIPE SIZE SHALL HAVE MIN. 1/2" BOLTS.
FLANGE
GASKET
6.
NUTS SHALL BE HEAVY HEX STAINLESS STEEL PER ASTM A-194, TYPE
7.
WASHERS SHALL BE STEEL AND PLASTIC LUBRICATING WASHER.
8.
GASKETS SHALL BE VIRGIN SBR PER ASTM D 2000 MAA 610,
TEST PLUG / SHELL
COMPOUNDED FOR WATER AND SEWER SERVICE.
BOLTS
9.
FLANGE SHALL BE DUCTILE IRON PER ASTM 536, GRADE 65-45-12, OR
l;?;„=„;.J
STAINLESS STEEL PER ASTM A-24Q TYPE 304.
FULL -.,--,,.10.
NUTS
DIMENSIONS SHOWN ARE FOR REFERENCE AND MAY VARY BASED
CIRCUMFERENTIAL - '"'\
GASKET � •,�
UPON MANUFACTURER. SLEEVES SHALL BE SIMILAR IN NATURE TO
THAT SHOWN AND SHALL NOT DEVIATE IN ESSENTIAL DETAILS.
,,.-"
"`I i
11.
PIPE SURFACES SHALL BE CLEANED THOROUGHLY TO PERMIT A
GOOD SEAL PRIOR TO INSTALLATION.
1 ,
12.
ALL TAPPING SLEEVES SHALL BE HYDROSTATICALLY PRESSURE
TESTED IN ACCORDANCE WITH HCPW SPECIFICATIONS. TEST SHALL
ARMORS �,,
I
BE WITNESSED AND APPROVED BY HCPW PROJECT COORDINATOR
PRIOR TO BEGINNING TAPPING PROCESS.
13.
THE NUMBER OF BOLTS, NUTS AND WASHERS SHOWN ARE FOR
.-p
l
ILLUSTRATION ONLY, ACTUAL QUANTITY SHALL BE AS
RECOMMENDED BY THE SLEEVE MANUFACTURER FOR THE
WASHERS
REQUIRED SERVICE.
LIFTER BAR
STAINLESS STEEL TAPPING SLEEVE
N.T.S.
SHEET NO. DWG. NO. W.1 1
1 OF 1 DATE JULY 01, 2016
SLIP TYPE (
VALVE BOX
CONCRETE COLLAR IN
PAVED AREAS CONC.
PROTECTOR RING IN
NON -TRAFFIC AREAS.
(SEE VALVE BOX
DETAIL W.7)
min.
max.
TRACER WIRE
COMPACTED SOIL (TYP)
o r r
VARIABLE SIZE PLUG
r:
TAPPED 2"
SLOTTED VALVE BOX
r FITS ON TOP OF 2" PIPE
' BRICK TO BE PLACED UNDER PIPE
/
2 O 12"LONG BRASS NIPPLE.
WHEN REQUIRED PIPE BEYOND
BRASS NIPPLE SHALL BE SCH 80
PVC CONNECTED w/ BRASS F.I.P.
x PACK JOINT FOR PVC
ADAPTOR
2"0 BRASS BALL VALVE
2"0 BRASS NIPPLE (12")
2" BRASS F.I.P. x PACK JOINT
FOR PVC ADAPTOR
2" MAIN LINE VALVE
2" VALVE INSTALLATION
N.T.S.
DWG. NO. W.15A
SHEET NO.
DATE JULY 01, 2016
1 OF 1
DATE I REVISION
2016-Wl1 SSTAPPING SLEEVE.dwg
ONCRETE COLLAR IN
PAVED AREAS CONC.
PROTECTOR RING IN
ASPHALT
NON -TRAFFIC
in. @
(SEE VALVE BOX
GRADE
DETAIL W.7)
�1
12
' 4 min.
8
r
6"max.
"
TRACER WIRE
VALVE BOX
FLANGE
BRICK
COMPACTED SOIL TYP
SLOTTED VALVE BOX
FITS ON TOP OF 2" PIPE
' //. BRICK TO BE PLACED UNDER PIPE
r
2" PVC SDR-21 WATER PIPE
\_2" BRASS F.I.P. x PACK JOINT
FOR PVC ADAPTOR
2 O BRASS NIPPLE (12")
2"0 BRASS BALL VALVE
2"0 BRASS NIPPLE (12")
VARIABLE SIZE WATER MAIN
VARIABLE SIZE MAIN LINE TAPPED 2"
NO. DATE REVISION
2016-W15A 2 VALVE INSTALLATION.dwg
TOP TO BE FLUSH WITH
VALVE BOX PROTECTOR
FINISH GRADE AND LEFT
RING SHALL BE PLACED WHERE
NOTES:
EXPOSED
VALVE IS LOCATED IN NOW
TRAFFIC AREAS. SEE VALVE
1. ALL MATERIALS SHALL BE IN ACCORDANCE
PAVEMENT
BOX PROTECTOR RING DETAIL.
WITH HCPW STANDARDS.
4" min.
2. RESILIENT WEDGE GATE VALVE SHALL BE AS
3000 PSI POURED
IN PLACE CONCRETE I
COLLAR
I TURF 6"max.
TRACER WIRE
MANUFACTURED BY MUELLER CORP.,
AMERICAN DARLING OR CLOW CORP.
2" min. @
FINAL GRADE .- .''."
' """ '-
3. ALL VALVES SHALL HAVE 2" SQUARE
OPERATING NUT AND SHALL OPEN
COUNTERCLOCKWISE.
__
CONCRETE COLLAR ' '
4. VALVE BODY, BONNET AND GATE SHALL BE
SHALL BE PLACED ""''
IN ACCORDANCE WITH AWWA C-509/C-515
WHERE VALVE IS IN A
TRAFFIC AREA
AND NSF61.
5. VALVE BODY AND BONNET SHALL BE
' w
VALVE BOX " '
COATED ON ALL INTERIOR AND EXTERIOR
SEE DETAIL ""�l J � _ ] ,;;
SURFACES WITH A FUSION BONDED EPDXY
NCDOT CONCRETE „
IN ACCORDANCE WITH AWdVA C-550-90.
BRICK (4 REQUIRED
EACH SECTION.)
6. ALL VALVES 24" AND SMALLER SHALL HAVE
--
A SAFE WORKING PRESSURE OF 250 PSI.
MIN 12 GAUGE, SINGLE
7. SEE VALVE BOX DETAIL FOR ADDITIONAL
-, J--
STRAND, COATED COPPER ....
TRACER WIRE (SHALL BE �,---
INFORMATION.
_
INSTALLED BETWEEN
8. SEE VALVE BOX PROTECTOR RING DETAIL
.. VALVES AND SHALL BE ""-
FOR ADDITIONAL INFORMATION.
'- INSTALLED ON ALL NON
9. VALVE BOX SECTIONS ARE REQUIRED. THE
METALLIC PIPELINES.)
USE OF PIPE IN LIEU OF VALVE BOX
WATER SPLICES SHALL BE WATER
SECTIONS SHALL NOT BE PERMITTED.
ALV
MAIN PPROVED BY THE ALV MAIN
CPW PROJECT
COORDINATOR. „
VALVE IN TRAFFIC
AREA VALVE IN NON -TRAFFIC AREA
GATE VALVE
(N.T.S.)
SHEET NO. DWG. NO. W.6
1 OF 1 DATE JULY 01, 2016
DATE
V-6"
HCPW STANDARD PENTAGONAL
(TYP.)
OPERATING NUT OPEN
w
COUNTER CLOCKWISE.
(2) 2-1/2" NOZZLES & (1) 4-1/2"
NOZZLE WITH FIRE HOSE COUPLING
THREAD IN ACCORDANCE WITH
=
HCPW STANDARD. NOZZLE CAPS
i SHALL BE SECURELY CHAINED TO
THE HYDRANTS BODY.
FIN. GRADE
IJLUUI-
VALVE BOX
IIII
IIII
BIII ARREL
w
g =
1=.
BRICK
I
6" GATE VALVE
-
-
SEE CONCRETE
THRUST BLOCK
m
=
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III
I I1=11 I_ -III -_
III -III -II
DETAIL
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III=III-III III-III-1 ..I I=
SEE NOTE #4
I I
-
III -III- -III
- -III-III
-I -
UNDISTURBED
DI TEE, HYDRANT TEE
-III-II
III III III=III-III= SOIL
OR TAPPING SLEEVE
11-1
III I_I11- "
AS REQUIRED. (SEE
,I
VARIES
TAPPING DETAIL)
7 CU. FT. #57 STONE
M.J. CONNECTION WITH IRON
PLACED TO A LEVEL 4"
RETAINING GLAND M.J.
ABOVE DRAIN OPENING
RESTRAINT SEE NOTE 2 AND
HCPW STANDARD
RESTRAINING DETAIL.
FIRE HYDRANT AND
VALVE INSTALLATION
N.T.S.
SHEET NO. DWG. NO. W.13
1 OF 2 DATE: JULY 01, 2016
DATE
REVISION
2016-W6 GATEVALVE.dwg
REVISION
2016-W13 FHCC.dwg
NOTES:
1. ALL MATERIALS SHALL BE
APPROVED BY HCPW.
2. WHEN INSTALLED IN A PAVED
CONCRETE COLLAR CONCRETE THRUST BLOCK AREA METER BOX SHALL BE
CONIN PAVED AREAS PER DETAIL W.17 SET 1/4" ABOVE FINISHED
RING I N NON -TRAFFIC PROTECTOR PAVEMENT GRADE AND
RING PAVEMENT FEATHERED TO
AREAS. VALVE TO BE TOP OF BOX. COMPOSITE METER
INSTALLED IN 24" 181, BOX (DETAIL WAB) SHALL BE
ACCORDANCE WITH
ASPHALT USED IN PAVED AREAS.
a
DETAIL W.6.
2" SLIP ON CAP \_j
3. METER BOX AND VALVE BOX
2" BRASS SHALL BE IN ACCORDANCE
-4" min. 4" ± 2" 900 ELBO
2" min. @ �6" max. JJ..44���---nnn����� WITH HCPW DETAILS. PROVIDE
FINAL GRADE METER BOX SOLID METER BOX LID.
4. VALVE FOR BLOW -OFF TO BE
INSTALLED AFTER LAST SERVICE.
24"x2" O
BRASS 5. CENTER 2" SDR-21 PIPE IN METER
TRACER WIRE BRICK NIPPLE BOX.
BRICK BRICK 6. BLOW OFF ASSEMBLY NOT TO BE
RE -USED UNLESS APPROVED BY
2" SDR-21 PVC HCPW.
LENGTH AS
2" BALL VALVE
2" BALL VALVE 24"x2" O REQUIRED. TWO
BRASS PIECES MAX.)
12" BRASS NIPPLE NIPPLE
SCH 80
2" SDR-21 PVC SLOTTED MIPT 12" BRASS NIPPLE
VALVE BOX
ADAPTOR
2" BRASS F.I.P x PACK
JOINT FOR PVC
2" BRASS ADAPTOR
2" BRASS F.I.P x PACK 900 ELBOW CONCRETE THRUST BLOCK
JOINT FOR PVC
ADAPTOR PER DETAIL W.17
2"SDR-21 PVC
2" BLOW OFF ON
2" WATER MAIN
N.T.S.
SHEET NO. DWG. NO. W.1 5C
1 OF 1 DATE JULY 01, 2016
DATE
REVISION
2016-W15C 2 BLOWOFF.
411,,',D
■
raolutwnt%
civil engineering I land surveying
409 Chicago Drive, Suite 112, Fayetteville, NC 28306
office 910-426-6777 fax [phone] license number C-2354
I I I
wwwAb site solutions.com
PROJECT NAME
WOODHAVEN
SUBDIVISION
WATER
DETAILS
CLIENT
J&K GENERAL
CONTRACTORS
645 Laurinburg Highway
Raeford, North Carolina 28376
Phone: [phone]
PROJECT INFORMATION
DESIGNED BY:
SEAN/CHRIS
DRAWN BY:
SEAN/CHRIS
CHECKED BY:
SCOTT
PROJECT NUMBER:
1721
,:��o00//ir1�7�d0VVl IIIIIIIW
DRAWING SCALE
NOT TO SCALE
a700//G//N�7�d0VVl IIIIIIIW
DATE RELEASED
MARCH 1, 2021
a700///G/N�7�d0VVl IIIIIIIW
SHEET NUMBER
C-6m3
2016-W17 THRUSTBLOCK.dwg
2016-W19 WATER BEDDING.dwg

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NOTES: MORTAR JOINTS 1/2"± 1/8" THICK.
USE CLASS "B" CONCRETE THROUGHOUT.
J USE FORMS FOR CONSTRUCTION OF THE BOTTOM SLAB.
DEDUCT FOR PIPE(S) FROM TOTAL CU. YDS. OF BRICK MASONRY.
USE #4 BAR DOWELS AT 12" CENTERS.
PROVIDE ALL CATCH BASINS OVER 3-6" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66.
USE TYPE "E", "F" AND "G" GRATES UNLESS OTHERWISE INDICATED.
USE BRICK OR CONCRETE BLOCK WHICH COMPLIES WITH THE REQUIREMENTS
OF SECTION 840 OF THE STANDARD SPECIFICATIONS.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. NO. 840.00.
FOR 8'-0" IN HEIGHT OR LESS, USE 8" WALL. OVER 8'-0" IN HEIGHT, USE
12" WALL TO 6'-0" FROM TOP OF WALL AND 8" WALL FOR THE REMAINING
6'-0". QUANTITIES TO BE ADJUSTED ACCORDINGLY.
CONSTRUCT WITH PIPE CROWNS MATCHING.
CHAMFER ALL EXPOSED CORNERS 1 ".
DRAWING NOT TO SCALE.
GRATE AND HOOD
D. NO. 840.03
STEPS - STD. NO. 840.66
TOP ELEVATION /
6
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840.01
BRICK CATCH
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ONE OF THE FOLLOWING FISH LOGOS MUST APPEAR ON HOOD
DUMP NO ,_ FLOWS TOOIINP NO WASTE! GRAINS TO WATERWAYS
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EXPANSION JOINT
USE ON FLAT GRADES 2 o AND UNDER
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EXPANSION JOINT
t �
ELEVATION
NORMAL CURB AND GUTTER ON LIGHT GRADES
TOP ELEVATION NORMAL GUTTER LINE
8 6„
EXPANSION JOINT
USE ON GRADES OVER 2
EXPANSION JOINT 10" MAX 6'-0"
DEPRESSED GUTTER LINE
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
KCATCH
INIMUM DIMENSIONS AND QUANTITIES FOR BBASIN (BASED ON MIN. HEIGHT, H, WITH NO RISER)*
DIMENSIONS OF BOX AND PIPE TOP SLAB CU. YDS. CONC. IN BOX BRICK MASNARY DEDUCTIONS
PIPE SPAN WIDTH WIDTH SPAN MIN. HEIGHT DIMENSIONS BAR BARS-V BARS-W TOTAL TOP BOTTOM TOTAL BRICKMSNR. TOTAL ONE PIPE
IN WALLS BRICKAND
D A B C G H E F NO. LENGTH NO. LENGTH NO. LENGTH LBS. SLAB SLAB CONC. CONCRETE C.M. R.C.
12" 3'-0" 2'-2" 2'-9" 0.281 0.281 0.883 1.164 0.020 0.042
15" 3'-0" 2'-2" 3'-0" 0.281 0.281 0.963 1.244 0.031 0.047
18" 3'-0" 2'-2" 3'-3" 0.281 0.281 1.043 1.324 0.044 0.065
24" 3'-0" 2'-2" 3'-9" 0.281 0.281 1.204 1.485 0.078 0.121
30" 3'-0" 2'-2" 3'-4" 4" 3" V-2" 4'-4" 4 V-6" 3 4'-l" 3 4'-l" 45 0.147 0.374 0.521 1.606 2.217 0.122 0.184
36" 3'-0" 2'-2" 3'-10" 4'-9" 1'-8" 4'-4" 4 2'-0" 4 4'-l" 3 4'-l" 49 0.187 0.415 0.602 1.914 2.516 0.176 0.261
42" 3'-0" 2'-2" 4'-5" 5'-3" V-5" 3'-6" 4 1'-9" 3 3'-3" 3 3'-3" 38 0.135 0.373 0.508 2.152 2.660 0.240 0.371
48" 3'-0" 2'-2" 5'-0" 5'-9" 2'-0" 3'-6" 4 2'-6" 4 3'-3" 3 3'-3" 41 0.173 0.410 0.583 2.415 2.998 0.313 0.477
54" 3'-0" 2-2" 5'-7" 6'-3" 2-7" 3-6" 4 3'-0" 6 3-3" 3 3'-3" 47 0.211 0.448 0.659 2.806 3.465 0.396 0.595
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BRICK CATCH BASIN
6"
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TOP
ELEV. 6„
USE ON FLAT EXPANSION JOINT
GRADES2% AND UNDER
DEPRESSED GUTTER LINE
EXPANSION JOINT 3-0 00 i 3'-0"
ELEVATION
NORMAL CURB AND GUTTER ON LIGHT GRADES
NORMAL GUTTER LINE
EXPANSION JOINT 6„
8" TOP
USE ON GRADES OVER 2% ELEV.
DEPRESSED GUTTER LINE
10" 6-0"
EXPANSION JOINT 011 I - I MAX
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
MINIMUM DIMENSIONS AND QUANTITIES FOR BRICK CATCH BASIN (BASED ON MIN. HEIGHT, H, WITH NO RISER)*
DIMENSIONS OF BOX AND PIPE
TOP SLAB
DIMENSIONS
CU. YDS. CONC. IN BOX
DEDUCTIONS
ONE PIPE
PIPE
SPAN
WIDTH
WIDTH
SPAN
MIN. HEIGHT
BARS-U
BARS-V
BARS-W
TOTAL
TOP
SLAB
BOTTOM
SLAB
FR MPR MIN Nc UM
HECHT,H
D
A
B
C
G
H
E
F
NO.
LENGTH
NO.
LENGTH
NO.
LENGTH
LBS.
C.M.
R.C.
12"
3'-0"
2'-2"
- -
- -
2'-9"
- -
- -
- -
- -
- -
- -
0.281
0.772
0.015
0.026
15"
3'-0"
2'-2"
3'-0"
0.281
0.829
0.023
0.036
18"
3'-0"
2'-2"
3'-3"
0.281
0.887
0.033
0.049
24"
3'-0"
2'-2"
3'-9"
0.281
1.001
0.059
0.085
30"
3 0"
2 2"
3'-4"
4 3"
1 2"
4 0"
4
1 5"
2
3'-9"
3
3 9"
39
0.123
0.374
1.433
0.092
0.127
36
1 3 0
1 2 2
1 3 -10
1
1 4 9
1 1 8
1 4 0
1 4
1 1' 11
1 3
1 3-9
1 3
1 3-9
43
0.161
0.415
1.714
0.123
0.178
42"
3 -0"
2 -2"
4'-5"
5 -3"
1'-5"
3 -2"
4
1'-8"
2
2'-11 "
3
2 11 "
32
0.112
0.373
1.738
0.180
0.243
48"
3 -0"
2 -2"
5'-0"
5 -9"
2 -0"
3 -2"
4
2 -3"
3
2'-11 "
3
2 -11 "
35
0.145
0.410
2.052
0.235
0.317
54"
3'-0"
2'-2"
5'-7"
6'-3"
2'-7"
3'-2"
4
2'-10"
5
2'-11"
3
2'-11"
41
0.180
0.448
2.387
0.297
0.401
* RISER HAS .321 CUBIC YARDS OF BRICK MASONRY PER FOOT HEIGHT
CONCRETE CATCH BASIN
DETAILS SHOWNING TYPES OF GRATES
USE ACCORDING TO WATER FLOW.
TYPE "G" TYPE "E" TYPE "F"
WATER FLOW ---- SAG WATER FLOW f
2 3/4"
2'-11 3/4"
11- 1 1/2"
B
4 A 1„ 9 7/8"
M � 9 7/8"
11
B 1 1/2"
1 1/2" 5/8"
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840.03 840.03 TYPE - G 840.03
NTS FRAME, GRATES, AND HOOD NTS
IIII ■
IIII
olut10%
civil engineering I land surveying
409 Chicago Drive, Suite 112, Fayetteville, INC 28306
office 1 910-426-6777 fax [phone] license number I C-2354
wwwAD site solutions.com
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REVISIONS
PROJECT NAME
WOODHAVEN
SUBDIVISION
STORM WATER
DETAILS
CLIENT
J&K GENERAL
CONTRACTORS
645 Laurinburg Highway
Raeford, North Carolina 28376
Phone: [phone]
PROJECT INFORMATION
DESIGNED BY:
SEAN/CHRIS
DRAWN BY:
SEAN/CHRIS
CHECKED BY:
SCOTT
PROJECT NUMBER:
1721
DRAWING SCALE
NOT TO SCALE
-i%O///////ir1171d11llllll IIIIIIIW
DATE RELEASED
MARCH 1, 2021
.:��o00/cr1171d0VVl IIIIIIIW
SHEET NUMBER
C-604