20190648 Ver 1_Full_Planset_20190514

CONSTRUCTION PLANS FOR:
lt)UAIL
RUN
� HAS
/ 1
OWNER / DEVELOPER:
PENNY ROAD DEVELOPERS, LLC
10305 PENNY RD.
RALEIGH, NC 27606
BEFORE YOU DIG!
CONTACT ONE -CALL CENTER
1-800-632-4949
SHEET IND
X
S-1
COV
R
S-2
OVERALL
SITE LAYOUT
S-3
UTILITY
PLAN
S-4
GRA
ING, DRAINAGE, AND EROSION CONTROL PLAN
S-5
STO
MWATER DRAINAGE PLAN
S-6
PLA
/PROFILE -BARK WAY
S-7
PLA
/PROFILE - BELLINI COURT
S-8
PLA
/PROFILE -FETCH COURT & BELLA VITA WAY
S-9
DETAILS
S-10
DET
ILS
5-11
DETAILS,
5-12
DETAILS
5-13
DETAILS
5-14
DETAILS
noch
nglneers , P.A.
CONSULTING ENGINEERS &,SURVEYORS
1403 NC Highway 50 South - Benson, NC 27504
Phone: [phone] Fax: [phone]
E-mail: [e-mail]
N.C. Firm License #C-2061
PETER E. NORFLEET TEMPLE DATE
ATE: February 21, 2019
PROJEC NO.: 4914
REVISED: 04-01-2019: HRW COMMENTS
EE PROJECT: 4914
S-1
OF 14

Approximates f -
100 Year � 1ss
< 1 Phase Breakdown Data Sheet One o f One
5 rs� PP Net Area of Phase 4A = 24.297 Ac. in Traverse Net Area of Phase Six = 31.421 Ac. In Traverse
% Flood limit � A \ ( )
Required Area of Dedicated Oen Space = 4.859 Ac. Required Area of Dedicated Open Space = 6.284 Ac.
\ q P P Preliminary Subdivision Plan
30' RCP Area of Dedicated Open Space = 4:297 Ac. (In Traverse)
�o� � 0 �" Oen ' . �� � Area of Dedicated Open Space in 6.777 (In Traverse)
y P Area of Roads = 4.003 Ac.
)Kipling �` / (// 1 Area of Roads in 2.498 Ac. Phases 4-6
Spa e Area of lots in = 15.022 Ac. Area of lots := 23.121 Ac.
0 r, I 7 �� 10 Grav !and Soil Path 20. Access Easement per 38 Lots 61 Lots Approved under the Compatibility tibili t
pp p y Design Concept
QJ� 0� F ��, Maplum 2003-335 and Deed Book 1843, Page 481 Average Lot Size 17,219 sq. ft Average Lot Size = 16,510 sq. ft
ite \ 1h o 26,142 to be'reloc ted at the developers expense Smallest Lot Size in 15,100 s . ft. Smallest Lot Size = 15,100 sq. ft.
q
�, c� sq. ft. ;; Quoil Glen Subdivision
` Cumulative Net Area = 93.129 Ac. (in Traverse)
Bruce L. Rendall\ �\ 4 �f%'78 Wetlands Net Area of Phase 4B 12.248 Ac. (In Traverse) Cumulative R = Black River Township Harnett
Required Area of Dedicated Open S Required Area of Dedicated Open Space 18.626 Acres p t t County, NC
1431 / ; ` � 0 \ ands Note q p pace = 2.450 Ac. Cumulative Area of Dedicated Open Space = " '
1437 Kim. Austin Rendall ��__ Ql� J 25,447 / � _ \ Any impact to include but not limited to, Area of Dedicated Open Space = 2.898 Ac. (In Traverse P20.347 Ac. (In Traverse) Scale: - - -
Deed Book 2645, Pae 32 / s s�. ft _ )20 Date: 5 8 18
Page ,� clearing and/or filling will be subject to Area of Roads = 1.420 Ac: one RA -30 and CONS
Map Book 22, Page 95 \ (�- 6 �� prior inspection, permitting and approval Area of lots = 7.930 Ac.
\ 1432 1yo • by the Army Corps of Engineers, 19 Late PIN: 0652- 93-2092.000 & 0652-83- 6751.000
dao �0 0 5 15,326 NG L1ENR and or NC DWQ Average Lot Size _ 18,180 sq. ft Street Tree Requirements Notes
\ Smallest Lot size - 15100 s ft: PID: 110662 0022 & 110662 0022 36
24,888 O p O/sq. ft. 1, ...5, //' �\ � � �J ` q•
I V� / sq. ft. �'T 6 >S� �p �+ \ \� The subdivider/developer shall either plant or retain existing healthy trees so tha there is at 0 120 240
(-\ ' Cumulative Net Area = 36.545 Ac. In Traverse
j � ) least one (1) deciduous tree for every 50 linear feet of street. Street trees shall be planted or
Cumulative Required Area of Dedicated Open Space = 7.309 Acres retained' along both sides of news created
4' P P g y public streets. Street trees shall be s aggered on
I sides of the right(s)-of-wayon local or cul-de-sac streets ' GRAPHIC SCALE
\ S Qo, o Cumulative Area of Dedicated Open Space = 9.675 Ac. (In Traverse) in residential subdiv ions.
US \ O\ / O 'Z ; 8G `s 7 �Oty d' C `S l \\ Net Area of Phase Five = 25.163 Ac. (In Traverse) Street trees shall be of species that is expected to attain a minimum height of 5 - 35 feet PREPARED BY
\ > Required Area of Dedicated Open Space = 5033 Ac. at maturity. Where required street trees are located under overhead utility lines, he species �/{ /
`@ NC 2Y S J l '�� %; 4j / 15, 4 �9ti s5,20t o ,per d' q p p shall be of a type to reach a maximum of 20 to 25 feet. All street A/ V CIL & A CIA TES
27 h ry s ft. q F+ p Area of Dedicated 0 en S ace 6.375 Ac. In Traverse fp t trees shall eat least
US ¢ E l / 23,065; 9� q p. \ n /� \ P P = ( ) two (2) ;inches in caliper and a minimum of six (6) feet in height at the time o planting R
sq. ft/; ; 0 " �, \ 1,, \ �� /� > Area of Roads = 3087 Ac. PROFESSIONAL LAND SURVEYOR, P.A. C-0831
15,100 1` Area of lots = 15.701 Ac.
\ \ \ "�cs / , � �• �0.. �� O � Street trees shall be planted in a linear arrangement parallel to the street no less than
71 \ N sq. ft. �o / / 41 Lots five (5) ,feet and no more than 10 feet outside the riht-of-way. Street trees s a/J be planted 98 Depot Street, P.O. BOX 730, Angier, /�/ C. 27$01
o- ,- - Average Lot Size = 16,681 sq. ft at leost:eight (8) feet from utility poles and 10 feet from electrical transformers
Lillington � � ��,-150- f � _ � • .� �, • / � \ c (919} 639-2133 (919} 639-2602 (FAX}
16�20� . � �` Smallest Lot Size = 15,100 sq. ft.
s ft. _ 15,133 ,p �° \ Plans for street tree planting and retention of existing trees shall be approved b the NCDOT Sfar1ClISUJ'Ve mail cam
15,100 ��-q. 35. 9 �0 sq. ft.
1101�/ for all streets proposed to be dedicated as public streets.
sq. ft. Fl \ p �' Cumulative Net Area = 61.708 Ac. In Traverse
v� P nn �o %� p o` 9 �' Cumulative Required Area of Dedicated Open Space = 12.342 Acres Note Owner and Developer
VICINITY MAP /� pe 15, 00 'as v 8Q 15.1 9� �- Cumulative Area of Dedicated Open Space = 16.050 Ac. (In Traverse)
No Scale L-147 .- sq. ft. j cn ��cPo 000 0� \ / /
{ No UNPERMITTED disturbance is permitted 'thin Penny Road ©e velop ers, Inc.
Wetlands s� w 8= I ' the 30 Blue/ine stream buffers as shown hereon.
/ 10305 Penny Road Raleigh, NC 27606 919-362-7336
R W SR 2215 Neills Creek Traverse ! 15,2 �'� 3 A� / / l
}
/ L-1.46 15,100 �d,� O s� \ sq. ft. b/�a, \
sq. ft. 8 �� �� �� Utilities Note
THIS DOCUMENT IS
Course Bearing Distance Course Bearing Distance Q ( � �' � 6 � o / s <\ �/�y // FOR REVIEW PURPOSES
All u till
o• � ties and drainage easements
\ \ g are to be centered In ONLY AND SHOULD NOT
L -T S 2T01'S0" E 5320' L-94 N 4546'16" W 4.90' 15,909 � 2 0 3 6 / � ``S �\ � \\
L-2 S 2949'56" E 57.61' L-95 N 09°1026" W 36.34' 9 �� SL sq'. ft. / S, �s roximat locat 112 { a Public Dedicated Utility or Drainage
e/ I e Easement, refer
6 sq. ft9� l° Y 9 to BE CONSIDERED
L-3 S 33363 � I 1 I �7 '\ � � o •�• °�, ar tt Cdunty W t r Line \ ---_\ A
2 E 59.56 L-96 N 78 44 06" W 9.00' ( a' / 0„ o,� / /`�
L-4 S 3734'15" E 54.92' L-97 N 02'09'45I\ �� >>�'r a' �� ��' � � � �r � '/ os 0o x� w� `�-`( \_. approved construction plans for finalized locations. CERTIFIED PLAT. THIS
E 55.68 o. +tr e \
19,451 �. �0 15,10/ 83 ` ��ry pe PP l�� \ \ ���\ \ I PLAT SHOULD NOT BE
L-5 S 4134'12" E 5717 L-98 N 2525'12" W 67.59' � i sq. ft. o; � i sq. f . �" 59 �-Space
L-6 S 44 40 35 E 54.39' L-99 N 5538'48" W 60.63' , Z r'o `�'? �S 0. 32 4,2 w e ` \ USED FOR CONVEYANCE
4 2 3 \ \--� � W Ex � OF TITLE OR ANY
s o o FH �. \ \
L-7 S 46°1928" E 57.79 L-100 S 82°4315 W 95.20 .� \�\•. 1 �6' `-__: o- •o- � I � \
15, 00 \ .' 19 080 ��27 wex _ OTHER TRANSACTIONS.
L=8 S 4639'07" E 111.26' L-101 N 26'1928" E 179.22' -,� I � � \ 66 � � � 16 330 sq. ft: ��� 58 '� • ��. sq, f , / / � � � w E,c oN .
L-9 S 46 52 23" E 51.63' L-102 N 32 44 24" E 156.42' O ' ` o '� 4 : 4� w x Revise of Phases and Size of Ph uses 10-9- 2 18
L-90 S 4705' i E \ � `� ' sq: ft. �o / J� - '� �� w Ex L-34
05 E 56.33 L-103 N 47°15'41 E 55.39' O 1 8,40 •� s: • 6 3 '�- � 35. j 'h1 \ "` � L-33
L-11 S 47°4628" E 56.46 L-104 N 4553'15" W 44.72' i oq. ft. &0 Q 15,100 �� I N Area et ne e V. P aH L-311 Revise Lots and roads per located Streams etc 10-22-18
v C 1IC 0•. q. ft. 5 5,1 0 \ L- L
L-12 S 48 ° 'i \ 15 435 0 / wn�ei� �"--
22 2 E 37.03 L-105 N 342825" E 102.47 O q Revise Open Space and Lot Along Road 12-3-18
L-13 S 5058'12" E 52.18' L-106 V ` 6 sq. ft. 00 /': L 3>- q. ft. 1Y 0 Ac.
N 34 °10 36 E 92.05 ` h o.
16,026 0 N Relocat Stream Crossingand associated lots and o - -
L-14 S 54 47'12" E 57.76' L-107 N 50 04'48" E 44.41' \ 6" p /sq. ft. C'o 5.949 ¢ 0 N p� _ f� \ oo pen space 12 12 18
<, \ 6 64 �o. sq. ft. j 15,100 ,� -- �- �+ \ shares Tyler Long Lots 38-41 and 44-50 and remove C -D -S 1-23-19
L -15 S 58 43'37" E 52.12' L -108 N 19 29'10" E 87.00' �Qo N-----$(}B@� -=� �f '� \\
h _ _ D 34 8, Page 127
L-16 S 6308'52' E 57.56' L-109 N 68°14'17" E 107.54' i 9,9 0 20,318■ ■ / o. / " 6 U ) % �' \\ Phases 4A 4B and 6 Summaries
L-17 S 68:43'42" E 59.40' L-110 N 2353'06" E 85.75' ��� q. ft. sq. f. �' �� 56_ 0 -Cr IMtlan \ S ace ap tub 2007-635
L-18 S 72°4020" E 54.81' L-111 N 3527'16 W 52.56 s`P 5 '�0 5 7a ��, 15,100 c
\\\ Revise to include only Phases 4- 6 3-21-19
\ 1 t� 654" c5� sq. ft. 8.
J
L-19 S 74 '53777- E 48.77 L-112 N 86 30'50 W 72.68'
L-20 S 754853" E 61.39' L-113 N 1144'05" E 37.86' \ r 21:889 w' \ 7 lam,_ i��� �r87s3, '�k 6 Justjn Hai
L-21 S 7556 20 E 174 \ q /
.37 L-114 N 46 30'10" E 62.23' \ \ � 15,850 -• R � ,� �'f � LJnaysey ire ,
Mafibox Kiosk ,
L-22 S 76-4677E 5390' L-115 N 48-07'12" E 9.03' .�' /� g?• '> ' , sq. --� /g / � ms's -9 rJ 9 °p D�3304, Page ,2�
(� \ 200. o'
L-23 S 775548" E 61.96' L-116 N 6041'19" E 34.11' 4 \ ase \ \ ry "� vim- �,o _ -- ��L�' / s op Number 191-63�
L-24 S 79.1422" E 14.68' L-117 I N 19.13'10" E 37.79'
L�-134 \ Q S 5 / . /� J f / 24 78t• �ry sq. ft. \
L-25 S 8120'46" E 55.07 L-118 N 2531'02" W 4301' ` /
L-26 S 84°17'07" E 51.65' L-119 S 8438'11" W 34.49' tO\21,418 �•'. 8" e / / / / �/ q� )3 / / 4 4, 0 \
� 0• S 18,65. s f
L-27 S 870520" E 56.78' L-120 N 712358" W 29.09' o L-132\ \ sq. ft. O S /^ 9 O R /s t. >2 ,7 1
\ 0 ^ \ q / 1 ti q 0 156 0. �?• J \
L-28 N 89 4937" E 59.40' L-121 N 4733'04" W 3353 \\ J \
L-29 N 870854" E 57.80' L-122 N 07°43'15" E 70.47' --- \ �` o `� s 2ft5 `�� 1, 48 v
L-30 N \� 25, 98 / 15,484 0
852653 E 4562' L-123 N 28°19'06" W 48.76' N q. A ip 16,13 93 97 /,Jac uelJne1. WJl o
"16'6Q9 16,563-'-- sq. ft ( co _. �, , 5,1.00 sq. ft. sq. ft Deed Book ?ly9 Pa 767
\� _-...-__'s�}' 5,100 _ t cn O �o I /
L-31 N $42842" E 5355' L-124 N 782755" W 27.01' `,, \ ---__r_' sof .8 1iI
L-32 N 8246'17" E 52.23' L-125 S 38°10'16" W 55.60' \ _ � q 5 �'� 188 Ma N ber 2007-635 /
5a:. p
L-33 N 80'4527" E 56.65' L-126 N 69°14'46" W 22.83' � `� .y2/' 88.8 188.8'
\ 188.8' (x� 15,100 /
. \ • 01
L-34 N 79 08'45" E 18.98' L-127 N 30 *2528 " W 1 1J. 71' ,� '�� We d s '.`o t4 � �. t t -ta � oo co 15, � o � sq. ft. / I
Run of Branch Traverse L -128 N 33 25'30 " W 58.21 ' p .SL 1 09 u,r
L-129 N 4901'07" W 29.61' i o. ` °0 5,90 9? 91 ft. o p sq. ft. @92 ;r 1 1888' FEMA FLOOD HAZARD STATEMENT
Course Bearing Distance L-130 N 163 �r . \ o, sq. ft x
OS 58 05 W 36.44 / ft _ s9 g DeTE
Edward G/oc w A portion of Lots shown on this plat
L-37 S 7139 53" W 5334' L-131 S 68°14'43" E 113.27' \ / > A g.'- -163-7
Jan llzab e th G/ k 1 y
' - • - 6 ' -' - 15,100 oi are located within the FEMA 100 year
�- L-124 � � ..�, -i63�''.. �.... �. . - \ �
�/ - ry' 1 Zone 'AE , Flood Hazard Area as shown
L-38 S 2920'06'' W 8.29' L-132 N 8520'35" E 32.68' L-126 - -- ss 99 sq. ft. C-) Deed Bk 2732 Pa 797
/ h _ Easement I g
L-39 S 64 5652" W 24:7T L-133 N 5153'44" E 41.99' \ , „ I 15,73 0• .�,. ,�- �SS- ::� - e la i y -�7-^� �_- � � Ma Number 2007- 36 -- on -FEMA map No. 3720064200)
1 8.8 P Effective date: 1%3/06
Wetlan \ s t• w -�0:0= • • 60. �
L-40 S 36°11'51 W 24.78 L-.134 N 833425" E 9.19' � \ / -•A-T-••-•8��'-"' � �
L-41 S 873932" W 30.28' L-135 N 1257'20 E 38.42' \ N \ \ �- 8 #�
2 `�G 1 15,9 C0 A roximate loca' n 8" Harnett Count
L-42 S 16'58'09 " W 14.10' L-136 N 16 36'19" W 69.11' f 1 <, Exr ting ' am tt Coun tyg " � n�� 1 ' Viz° / ,t �� n s . ft. o Har tt County Wa er Line \ w Ex y
e S ni e gEasement � �. s q j" N \, Ex Minimum Build'
• � - � I Ing
L-43 S 733749" W 26.75' L-137 N 2907'03" W 52.31, Penny Road Developers, LLC �, w
L-44 S 673930" W 30.91' L-138 N 4751'44" w 51.76 Deed Boo 4 Pae 221 -
Deed Bbo 3622 Page 968 g w\ �, �� 5 7 0 15,103 1 5 q " �,' �3 "' -- - w E _ _ I Setback Requirements
L-45 8224'33" W 70.13' L-139 N 8458'06" W 54.95' _ Map_>Ntlmt -360 \ /� L� sq. ft. oo - w RA -20R RA -20M RA -30 & RA -40
L-46 S 52°18'15 W 50.18' L-140 Map tuber 2018-200 �6 - Open / s6 , q ft' , 1 _� au 15,1 0 5 eo ,
N 633206 w 94.06' � Ma Numb 2 1 1 4 .s 1 x32.8 ,100 1 ,90 ublic R W
' P � \ \ S . anter /v � _
�`
L-47 6320'02" W 6220' L-141 N 665227" E 50.46' � k � y` __ Map Nie 1.366-"""" � --�� . p� _„_-...._--- � 61 1 t ft. FRONT: 30' from R/W
L-48 59°10'09 W 49.55' L-142 N 245645" E 40.87 / �,IN / I �A a Number \ ss `� ft. q' v\ cn - 1 p \ \ .. ;. -1F3.� - o REAR: 20'
L_49 34°4732" W 46.29' L-143 N 04 01'44" E 52.18' �.`� �,„��ss-----'� _� �C� 8\ r' .R \ SIDE: 10'
L-50 S 89 33'15" W 73.86' L-144 N 21 06'08" E 74.92' \/ \ v 1 ,1 ?0 0• gQ.O b55 «U» n o �\ CORNER LOT SIDE. 20'
n k�J_7;411 01 1 ,909 Carol Anders n
7-51 62'J427" W 81.10 L-145 N 01 0641 " E 93 \ _ �\ \
96' \ Q 1 / /�° 15>10p r d? 5� /��88. sq. ft. y Deed ook045, P e 565
L-52 55 5443" W 26.02' L -146 N 25 °17'50" W 20.96' / , I \\ . / / J \ s+ �� \ ami - /��'/ , �� } \� `~
1 22' 31• _ \:, z\ sq. f ! / 1 8.8' o si__\ Ai - �. a AlnTV-
L-53
L-54
L-55
S 7705'54" W
V 42 *0,525 W
8344'49" W
11.62'
26.66'
40.94'
Run
Course
Of Ditch Travers
Bearing Distance
L-56
61 08'12" W
33 48'
L-147
IN 00 47'14" W
6.20'
L-57
3802'11" W
3781'
L-148
N 323924" E
91.52'
L-58
6201'57" W
21.85'
L-149
N 7822'41" E
40.15'
L-59
S 6021'57" W
22.54'
L-150
N 7723'18" E
37.49'
L-60
6105'45" W
51.91'
L-151
N 3121'41" E
109.25'
L-61
N 37°10'08" W
27.22'
L-152
N 35°15'17" E
124.51'
L-62
S 53 06'41 " W
20.13'
L-153
N 4J'09'1 9 " E
71.62'
L-63
V 64 40'16" W
48.95'
L-154
N 4J'10'52" E
224.97'
L-64
S 55 34'13" W
21.36'
L-155
N 535943" E
11.4.08'
L-65
S 87°32'10" W
40.82'
L-156
S 83'14'07" E
49.45'
L-66
N 6138'48" W
27.63'
L-157
is
68°12'15" E
87.83'
L-67 S 512749" W 27.60' /, - / - - > > f 15,1A0 ��� \ \pace wI
sq ft. \ I t -- - -- --, Harnett County
location 8" /
1! -63� ••-..
L-68 S 87°1434" W 30.25' / 6J 0 Qi 8 9 tx o
o� o Open �1 T Harnett County Water Line
r ^ '�'C / � 510 i
L-69 6641'05" W 2313' s . ft. d
L-70 S 4033'50" W 26.53' \ '� $ �' I �OC q' t C o -�5 4 4 15,535 cn
L-71 S 8505'37" W 79.30' \ Area Retain d I 18,3 4 1606 ^rO' �sq 4 r q
'!
L-72 S 49 49'04" W 42.35' ft.
o-, fr\, h 1 8 �i s Wetlan ` LO
L-73 S 0455'16" W 40.98' V o 0 18.179 Ac. 1 '�� / 9\ / d 7 .4' 166.8
y / '�'"0 0 9�' 0 0. '��\ I �: 1 \ ro Site Data nd Notes
�� (NOT PART OF SUB /VISION sq. ft. 15,1 0 _ 6L 15,4 8
L-74 S 305154" W 54.83' � � } / Deed Book 3635, Pae 817, ,
� Gj g � I` t � g Deed Book 3635 Page 823 and Map Number 2018-258
L-75 S 730327" W 42.73' C s 19 _ \ 1 15,312 �, y� Pro ert s own hereon is located Watershed District IV, and the maximum impervious
L-76 S 292643" W 31.51' 0 Ap roximate 1` �� a o �\ P y ,
sq. ft. O area shall be limited to 249' with curb and gutter.
' 8 5,107 - p �� o
100 Year �' 5, 46 o O
L-77 S 67°0740" W 27.03' / \ `, , / l�y8o s ft. e8o' 1�4 \��' \ \ t.�o' ° Propertys own hereon is located in Meduim DensityResidential and Environmental/
L-78 804227" W 2293' o- ' \ `�� � Flood Limit ,� °' 0 1 / 7 ft: "' q" 1 s NSensitive Area.
o- \�, _ O°15,1 4 21.0 � Ly
L-79 S 2257'08" W 16.61' ") sq. ft3 / O r2�, a \��� k \ O a._-
. =� ;..,,, �� � / 3 s . ft. � � � � � o No lot shown hereon shall have direct access to SR 2215.
L-80 S 61°19'44" W 27.84' . �` ` �� N 15,100 2 / f°aw. 2s, N \�\ \ �` SO \ � 93.129 Ac. Net (In Traverse) In Subdivision
L-81 735846" W 24.57' / / `\� re q X88 o ti 6 - \ _ \ 0 18.626 Ac. Net Required 209 Open Space
L-82 S 800744" W 38.81' -� rn / ° o' - \ O: -20.347 Ac In
ry r %� ��- � P c'e 18,41 � �,°" 7�'�' � � c� Traverse Provided Open Space (21.89)
L-83 S 89°11'09" W 27.28' , r QJ �° 1 �� sq: ft. / sq f sq, ft.80 �aZ2 °"�� 6 �� °' Q-157 Lots fanned with Harnett County Municipal Sewer and Water = 1.7 DUA
L-84 68°14 25" W 38.49' \ / _ y 3 7 rft �\ \'- -Minimum -
! j / 100 s� o �1�079 4 --___y��- l t size - 15,100 sq. ft.
L-85 87°45 24" W 3207' %\ o' - ' 1a rs� .. sL �s sq. \ \ o Maximum t size 26,142 sq. ft.
^� 8 0 40 0 o
L-86 675453" W 68.24' , % /% % ��\ - -- -� / _ �, °' �o' 0 5 °' S �?", �- \ Average to size = 16,718 sq. ft.
L-87 6001'14" W 62.20' /� l /" _ _ /i6� rS, S : f 15,100 / - k0• �c'o V �ltetlands \Minimum l t width C� R/W on Cul-de-sac = 40.00
L-88 375959" W 18.23' / / �/ i \ _�i�i,' •" ssG"" r �8 09 q,\Minimum 1 t width ®R/W = 80.00'
}4
L-89 S 7956'33" W 16.73' �� �� �w° 5 ss�.g' �,` ss ft. a 8g' 15%� 15\ j \Approxima ely 214 linear feet in Pointer Drive Extension
L-90 000353" W 26.41' r� / `� `�' `Ja 21,815 sL-80• is h• ft. 67 s . f�\ \3 APProxima ely 214 linear feet in English Springer Drive Extension moo,
r
O \ <y`� 6' - / /O h' 1 ,926 flf 74 15,. 0 y� No �\ 4' \A roxiWay
L-91 34 38'58" W 2284' •� � �. �_ sq. ft. � � \ � 1'� � pp ma ely 638 linear feet in Bark
� 1/ 1l / \ l
L-92 6758'15" W 39.99' r �y v\` \�\\\ 34 �" -80' L} /2'Z• \sq/ff ,88 ft 190.9' 20.4' l2 .4' 17s.s` rn �` =15, 04� �� =APProxima ely 698 linear feet in Bellini Court Zo
\ \\ i 8
L-93 S 7826'18" W 14.57' , \ 4' ,'T5,6 Approwmo ely 375 linear feet in Fetch Court N
26,106 h' _ oo o�
. :a� 41 151 ° ° w -m� / s 15,1 �� o w Approxima ely 1452 linear feet in Bella Vita Wa
/\ �q ft, v -/� 17,612 9 3 151�F4 9• 4 a w -,-..- y o •n
-sq ft. tV t ,13 rj �,C t� / 15,605 ' 1Z - X3�-� Y3 I 66 &q. ft. p \ +v 3 \ N Approxima ly 179 linear feet in Powder Court Z E
40 °' 5177 v 15,1 0 q. f . Q>� ? , ' ` _ sq- sq. ft. as d o
L -zoo � •�96�. •.• ,� L > •. � `�s •.\ �. -..Approxima ly 808 linear feet in Bird Dog Court �z
eso 3 ! q 6 2t 7:APProxima ly 214 linear feet in Cutty Court c� a
�� a ` �\ ti 15,125 15,100,' �-� o o 15, 8 A roxima l 416 linear feet in Florentine o
15' y e ne Court
6 / a0 - Approxima / 980 linear feet in Donatella Court
o sq. 2
- 1 \ \ C_ ON5+ ' 16,104 sq. t. \� 40 s ft. W ` 1 a' SS �-=ss ss ss �S ss�-- =ss ss ss ss ss-� y
t°rn \ Zog 35 �d'q sq. ft. $0. 58.1 1 1 1 / _ ; fi �' N A roxima / 166 linear feet in Boone Court
Li s I. I,- sq. 1 1 '� �¢ i. _ a` = o' _ So= \ z co PP y
N IN � mit _ 8D -gp g'.. X0:.0'.94-91. - • a89.5'- 88 0 - 9' \
b ,2 herr//l Butts ` 23,763 fa e' �, sL - - -,. O o, Approxima ly 257 linear feet in Musket Court
l / go. 2 q SL
Approxima ly 1972 linear feet in Hunting Wood Court
� R De Bok 649, Page 628 ` N Isq. ft. moo: O.B� ' � � ' c 8 3� \ W _ o. � � �,
20' I �. L- 4 1 , oo ��,' \ I Approxima ly 8531 linear feet Total in Development
`----� ! 38 _i'��� er S . ft. s se 55 ( 15,20 / All streets shown hereon are to be 50' Public D '
/ s
\ 9g / ` 1 / 20 ._.--- _ f f • - 4 0 0 „ 58 \�o� sq. ft. Dedicated R/W and 50 Utility Easements.
,-,_.I`� , L -ss \ l ? 5'150 ���i'` - -''�� \ ^ _ 3 5,1oa N �@56 s- �crn," /l constru tion shall be in accordance with Harnett County and/or NC DOT Standards.
36
20 _- \ 3 ft/ �: 2T N 57 , 59 �- �u lots sh l�
;� q / i ( � w Z 1�Jeo- -sq'�' t oo v G cc,, 15,909 N \, o�o L moo l be served by Harnett County Municipal Water and Sewer. Any utilities not located
�' L-94 � /< / / �� �`�'�. �:� \ 21 0 1 o ft. �I, � `L
in the 5 Utility Easements shall have a
R/w % \ • 22,-k65 17, 44 �. �� / `�� \\ s9 15 - --� q. ft. 1 909 " sq. ft. q�. 1' �b y public dedicated dedicated on the recorded plats.
Road ' ' -- -- -� ` \ sq• sq. ft. 1 / �^-- \`�\ \�` 9 N - 1 s� #t 1005' sq. ft. I 15,1 f{ 15q,446\ ti ��/All Drainageeasements are to be permanent & public. The maintenance of all said drainage
1, 2 ---, o z easem en s shall b e res o
/ 2 \ I nsibi/it of individual lot
\ L_s3 \ / / _ _ \ \ \ \ t. g6 \ %� / �� P y owners that border all such easements
/ \ -� \ \ 4 etlands 1 Refer too roved construction la
-8 9' `� ��� �����, \ \ 114.0 110.4\ i P plans for all final utility and drainage locations.
Typical Sin Ease \ L 1�6 / /- ' 85.0'. 85.0' o Developer all conform to all Harnett County yp g �n t � ' �\ / � /� / =T�\ �-. -�.�- 8 ' 8 ° 6 w 0.00 o p and/or North Carolina soil and erosion regulations
a� The homeo vers association shall be responsible for maintains
Note:.) ' �' j `�� % /.r 3op er-ty� �tl� _ \\\\ �\� - O p ng the streetscape buffer
No Scale , 1 11 /%r� � ��'�_ _ �� 17b 1J__ // - �___�� \� - -� all open pace, sidewalks and street trees. Street Trees MAY NOT be removed. EE PROJECT: 4914
A 10' x 70' Sight t Tri lY ' / L3 / / \� -� _�� L' 37 'Fire Hydrants
g ange takes ffi � L � ,�-- � / / \`-,` � \ �and Street Lights shall be installed per Harnett Count Regulations.
precedence over sign easement. / 1 �f l _ �\ en Space /-� \ 6' An lots s acted b Flood Hazard Ares y 9
-� J �� P% p / y P y a will require an elevation certificate prior S 2
/ ( I/ �`'��-� \�` ��k Sherrill Bu t t� % �
`41 Dc•�ed Book 6,49, t7og,� 62 I OF 14
LHBR- 909 P1

Approxim a to t I\
100 Year -
o'` P P
Flood Limit
J Kipling G�,
30" RCP
` ite Op en \
OF
Space
1431 1437 � I
5 '
1432 0 \
74
& /VC
41S 427 27 Bruce L. Rendall nn''
ti Kl in Ren doll �J \
Deed Book 2645, Page 323 �F \
Lillington Map Book 22, Page 95 \
NEW SSMH#9
TOP RIM=170.50
VICINITY MAP / F-1-
�73 INV.OUT=163.41No Scale
20UTILITY '
\ EASEMENT76
� J
�...- -•�' i ���
NEW SSMH-4')
° EMEM_ ' o TOP RIM=170.95
RNM
S \
\ -D
.... / � INV. IN=163.00
$ . INV. OUT=162.80 \ \
ASSEMPCOW F �� \
.NEW 2" WATER
-S-
PVC SDR 21 TYP. C�
• � � /'�/�� / / �� (3' OFF BC TYP.)7 8
\ NEW 6"X6" TEE ?6 \ >C
\ , /
W/6'X2" REDUCER, LOQ
71\ 1-2'GV, & 1-6"'GV
\
sew \ ` ,: �•� � NEW SSM 3
--30' UTILITY EASEMENT TOP RIM=175 P
INV.IN(SE) 68.20 t
\LNV. IN( =168.20
_ NEW SSMH#1 10'X70' SIGHTv� \
TOP RIM=175.00 EASEMENT TYP. `� IN1F. =168.0079
g�-160. _ INV. IN=158.20 \ �Q NEW 12'X8' TAPPING
Ex. SS Manhole - --= ~ '��- INV. OUT -158.00 F/ \ CC \
Ground Elev = 55.0 NEW 6"X2' NEW, fH SLEEVE &VALVE.
„� J INSTALL NEW 8" WATER
% REDUCER & AV / \ \ P WITHIN 4OLF-16'0
Rim Elev = 1 7.34 �� STEEL DRY BORE
Inv to = 14 .15 Op en O / \
s i /' CASING. USE 8' DIP
Inv Out = 46.10 I Q / -
( ) - / ,' Space ` y� 8 o \ `\ \ WITHIN NCDOT R/w
INSIDE DROP MH i � ��� l ` \ (50L17
COTIE NEW I . IN H W/EPDXY 0 i \ \ \
COAT INS E Of MH W/EPDXY C-3SL/ \ \ ,
We t l a n d s i R �' / / \ ' �PVVC SDR 21 TYP 3dR 60
/ ® OFF.BC TYP.) / �ry X-)
/
I \NEW
n I NEW 2" WATER / 61 \ \ NEW SSMH#5
st / .TOP RIM=184.08 ,
i ! PVC SDR 21 IYP. ,
(3' Off SC TYP.} / 1W, W.' IOLIT 176 00 er `
/
/ \ \ NEW 8" WATER
i 6 / NEW SSMH 3A 60 s� 2 PVC SDR 21 TYP. / \ 0'X70' SIGHT
ry I / TOP RIM17.81 (3' OFF BC TYP.) / EASEMENT TYP.
sQ 7/ INV. IN=169.48 \ \ / \ 0*
/�' / INV. ouT=169.28
Z
83 / / Op en \.
Q 1 / \ 4�`k s / /
5 9 Space \
NEW SSMH 7
TOP RIM=196.41
v INV. OUT=190.00
n i / \ 62 \ ® NI". �' / / EW 3 4' TER METER
I..�
• O 1 st i '� ,9�; \ , W 4 EACH L
`l 58, NEW 4' SEWER CL OUT
lYP EA OT
W fX
PF
yv \ V Y NEW 2' BLOWOFF
tt 1` l J J ASSEMBLY \
� � to'xla' slcHr
6 EASEMENT TYP. \. / Area Ret ire e
\ 20' UTILITY
n I � J4
EASEMENT
�tJ � 'NEW B"X6' TEE
i ' W/2-8'GV'S
\ 5 7 & 1-6 GV By Owner
EW SSMH 4
\ TOP RIM=180.50 s 4� '
t /
O Ex. SS Manhate INV. OUT=172.26 /i NEW SSMH 6
/ 1 RIM=192.28 1.000 C.
\J round Elev - 155. \ INV. (NE)=182.7 0(
I Elev = 15 08 \ ,' / INV. I )=1.76 6 PART
/j TInv n = 146. o 1 INV. OUF= 76 (NOT / A /
Inv u 45.96' \ !� \ �� �� / ��"ti /
,' SUBDI VI S ON,
BFE=156.0 � ` / Ak36
3
56 NEW 8"X8" TEE ��' / / ..
'Cr m� • , '
co o ¢ W/2-8'GV'S, 10'X70' SIGHT
1-8"X2" REDUCE ' i EASEMENT TYP.
& 1-2"GV '
CII55W \j W -- G
W W 6� O X' ,rte\ F \ �OJ, / • ' �G \37
�o � \ NEW 2" WATER
+Nz PVC SDR 21 TYP.
20°_QR4INAGE EASEMENT (3' OFF BC TYPy \
\ :END PAVEMENT FOR
Op en / �` \ PHASE 4A AT STA 1+95
Space•NEW 2" BLOWOFF\
ate` 20' UTILITY
\,
54
EASEMENT
\ \
\ EW 8" WATER
'.
/�� ` \+ IIhOX K/OIC -''
NEW SSMH 8 PVC SDR 2, TYP. \
Op e' / ` ¢ \ TOP RIM=190.00 (3' OFF BC TYP.) \38
S a C e \ INV. GUT=182.78 � 9
p `, 4 r 0 INSTALL NEW 8" VALVE & ��3/// �/ 4- 0
Q , TEMPORARY BLOWOFF ASSEMBLY. \ \
5. 7V 5 A C. \� ` D PART 4A WATER CONSTRUCTIO \
i 5352 �\
r
Op en
x. SS Manh le \
Ground Elev 153. , \
Rim Elev = 15 55 ` W,D Spa e \
Inv In = 145.80 e 4
Inv Out = 145.70\\
NOTE: WETLANDS DELINEATED BY:
ADAMS SOIL CONSULTING
1676 MITCHELL ROAD
ANGIER, NC 27501
NC LICENSED SOIL SCIENTIST
LSS #1247
GRAPHIC SCALE
60 0 30 60 120
= 6A �� I i-=�
( IN FEET )
1 inch = 60 ft.
240
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/ — 'ApproximateTEMPORARY SKIMMER BASIN iA WAAFFIES'\
D.A.=1.2AC. _- \ \ \ \ \ SCTIONSEQUENCE
? TOTAL DRAINAGE AREA=I.2AC: / 1 00 Year
Q10=(0.3)(7.21N/HR)(1.2AC.)=2.6CFS t,�_ PP \ \ \ \ \ 1) INSTALL THE TEM'ORARY CONSTRUCTION ENTRANCE. '
VOL: REQ'D-1,8000F AC* 1.2AC =2160CF �I / g` V A 2) INSTALL EROSION CONTROL MEASURES AS SHOWN ON PLANS.
o� 1fl ( `-r Limit t / / �'' ` \ \ \ \ \ \ \ \ \ 3) COMPLETE INSTAL ATION OF SITE DRAINAGE NETWORKS AND SITE SWALES
J Kipling ti SURFACE AREA REQ D=325SF/CFS*(2.6CFS)=845SF / \ \ \
N b TEMP. SILT / / / \ \ \ \ \ \ \ \ WITH ASSOCIATED ER SION CONTROL PROTECTION BEFORE BEGINNING SITE
TOP L-45', TOP W=25 ; D=3 (2:1 SIDE SLOPES) , / i' \ 3 0 � RCP \ i \ \ \ \ \ \ \ \
SURFACE AREA PROVIDED 1,125SF i/ � GRADING.
�? •L.: PROVIDED=2,259CF FENCE AS / / / / \ \ \ \ 4) STRIP TOPSOIL
ite f / SHOWN TYP. / ' / / ` \ \ \ \ \ \ } ' \ \ 5) GRADE SITE.
IR WIDTH 4' / / r ace " \ \ ' \ \ \ \ \ t \ \ \6) GRASS AREAS TH T WILL NOT BE DISTURBED.
SKIMMER SIZE 1 5" \ \ 1 \ 7) INSTALL UTILITIES.
1431 �----- iMMER ORIFICE DIAMETER=1.0" TEMP. IV SIGN BERM �s ��C/ / ) \ \ \ \ \ I I ' \ \ 7) PLACE BASE -COU SE.
1437 D RING TIME: 2.6 DAYS AS SHtpWN / / \ \ \ \ l ` ' \ \
SH?
S / / / 'i \ t / \ \ \ \ \ SEED: AND, MULCALL TO PROVIDE PERMANNT GRUN
ITHN 114 WORKINGH REAS AYS AFOLLOWNG COMPLETION OFEANY PHASE OFER
1432 _ NOTE: INSTALL PIPE 0 �N ` / / / / / 1 \\ \ \ GRADING, AND WITHIN14 WORKING DAYS OR 90 CALENDAR DAYS, WHICHEVER
0o ro o THIS POINT DURING " ' / / f _ �?` ` \� \ 1 \ ' ' \ \ \ \ \ \ PERIOD IS SHORTER, .FOLLOWING COMPLETION OF CONSTRUCTION :OR
o� 74S) 7433 N GRADING OPERATIONS. } , DEVELOPMENT.
v \ COMPLETE INSTALIATION MAINTAIN ALL TEMPORARY MEASURES UNTIL PERMANENT GROUND COVER IS
T 2 PIPE AFTER REM ALESTABLISHED.
\ 01j \/ ,' o / \ \' \
mo G OF 1 � \ �, � � \ \\ � � 10) NO SEDIMENT OR EROSION CONTROL MEASURES ARE TO BE REMOVED
.,
7 j `� \ \ \ ` \ \ \ \ ` \ \ \ \ WI7f0UT THE APPRO A :OF AN NCDEQ INSPECTOR.
S sro' TEMPORARY _S3KIMMER BASIN 11 .111AF I FIR\ 7s 9 GILT CES �'o \ f 1\\ \ ` \ \ \ \ \ \ \ \I 1
�J US 4?7 D.A.=6 6AG \\„ � y
He ?> S TOTAL DRAINAGE AREA=6.6AC. / ; F �� \ / \ \ \ \ \ NOT
t)F COMB14D SELF MONITORING AND. SELF -INSPECTION FORM:
US 427 Bruce L. Ren da/talo=(0,3)(7:21N/HRj(6:SAC.)=14:3CFS / �� \\ f �,'F9 \ ' \ \ \ \
KI r73 i�li? Ren dNOL REQ'D=1,800CF/AC*(6.6AC)=11,880CF go \\ \ \ [" \ ` \ THE SEDIMENTATION POLLUTION C NTROL ACT WAS AMENDED IN 2006 TO REQUIRE THAT PERSONS
URFACE AREA REQ'D=325SF/CFS*(14.3CFS)--4,648SF \ \ �'�' 2 \ \ ' \ \ \ \ \ RESPONSIBLE FOR LAND-DISTURBI G ACTIVITIES : INSPECT A PROJECT AFTER EACH PHASE OF THE
Deed Book 2645, PCI OP DIMENSIONS AS SHOWN, D=3.5' \ \ ) \
Linin ton � , , l / ( � � \' ^�. I � ` \ � y I PROJECT TO .MAKE SURE THAT TH APPROVED EROSION AND SEDIMENTATION CONTROL PIA IS BENE
g Ma Book 22 Pa E2:1 SIDE SLOPES \ \ \ FOLLOWED. RULES DETAILING THE DOCUMENTATION OF THESE INSPECTIONS TOOK EFFECT OCTOBER 1,
Map g SURFACE AREA PROVIDED=4,675SF 16 >J ) , ' �• / \� \\ /� I ` ` \ \ I 2010.
VOL. PROVIDED=13,161CF ' / /
j WEIR WfDTH=8' / / \ / , �? ! \\ I ` \ \ \ �TO SIMPLIFY DOCUMENTATION OF ELF -INSPECTION REPORTS AND NPDES SELF-MONITORING REPORTS,
VICINITY MAP i " — \ \ ' 'DWQ AND DEMLR DEVELOPED A C MBINED FORM. THE SELF -INSPECTION PROGRAM IS SEPARATE FROM
SKIMMER SIZE:. 2.0 ' \ � / � 1 � \ \ ' \ \
`'
No Scale \ SKIMMER ORIFICE DIAMETER=2:0: / ` / y / \ THE WEEKLY SELF-MONITORING P 06RAM OF THE NPDES STORMWATER PERMIT FOR CONSTRUCTION
DEWATERING TIME:.3.2 D YS f / \ \ \ ` \ \ \ \ ACTIVITIES. THE FOCUS OF THE S LF -INSPECTION REPORT IS THE INSTALLATION AND MAINTENANCE OF
—a —� ----� --D --� TEMPORARY DIVERSIqN BERM \ SEE NOTE Q TSB#1 \ EROSION AND SEDIMENTATION C0 ROL MEASURES ACCORDING TO THE APPROVED PLAN. THE
(7 DAY STABILIZAT16N TIME FRAME}z COMPLETE INSTALLAITON OF TORI OUTLET / A i �� T P. SILT \ �``- \ `� \ \INSPECTIONS SHOULD BE CONDUG ED AFTER EACH PHASE OF THE PROJECT; AND CONTINUED UNTIL
1
—_—•—_—•—" _—_—■— TEMPORARY SILT NCE AFTER REMOVA TSB#5. / r i ; A NCE AS / ��` \ \ \ \ \ PERMANENT GROUND COVER IS ABUSHED. THE: FORM CAN BE ACCESSED AT.-
LIMITS
T:
p p asnsss, LIMITS OF DI BED AREA
SOWN TYP. � � , \ \
OUTLET PROTECTION 2 `:: :� : -''% �-,
QST \ ` \ \ � � HTTP://PORTALNCDENR.ORG/WEB LR/EROSION
TOTAL DISTURBED ARFA=19.1%ACRES = I '`a'.: -:: .. _ i �o /
/ DA 4.7ac , / / �� • • � \ , \ IF YOU HAVE QUESTIONS OR CANNOT ACCESS THE FORM, PLEASE CONTACT THE FAYETTEVILLE REGIONAL
a00 Q10=16.9cfs '
----------��x �XfSTING CONTOUR f
/ �V1O=7:5fps ( ;..,:� ....,:•'.:::• .... � , ` 8'12 , � / � V� � �\ �• � \ \ \ \ OFFICE AT (91 Q): 433-3300.
1
-FINISH GRADE CO UR Qfu11=21:5cfs , \� \ J
/ �- / \ \ \ \
"� Vfu 1=6. - � \ NOTE: ASEPARATE- EROSION CONTROL PERMIT WILL BE REQUIRED FOR EAC H, INDIVIDUAL LOT PRIOR TO
$fps .,. •..: `' :�;
SKIMMER BASIN DRAINAGE AREA _ ::..;:::•::; : ':. • --- -< ' Lp /
- - LAND DISTURBANCE.
ZONE=2 N $� ' C } \ / \ V \ \ \
y� NOTE. INSTALL EXCELSIOR M TTIN IN
\ - / \ .
CLASS -B � a CB11 NTE: NO SURFACE WATERS WEI' NDS OR FLOOD ZONE$ ARE TO BE DISTURBED. DURING
\
O Lo=6XDo=12ft / / / ::::' / \ TC IMMEDIT Y U Id �ONSTRU TIOM
.....: , o. / ,o CONSTRUCTION.
Q,
• DEPTH=18" TEMP. -SIT •` � sop � �
l W1=3XD0=6' / FENCE / / / / / , (( \ t! 9 Q / _/ --9UT[!Ei PROTECTION 3 \ \ \
D.A.=1.2AC. - 25XW1=7:5 �i ` \ -PURSUANT TO G.S. 143-215:1 ALL PERIMETER DIKES, SWALES,
TEMPOR•5KWN / / / / / % Q25=2.5cfs / \ DITCHES, PERIMETER SLOPES AND ALL SLOPES GREATER THAN 3
` TOTAL DRAINAGE AREA=I.2AC. / \ �! \ / V25=8.9f \
../ /`� oo yV�` � . \, \ pp�� � F`T'ORIZONTAL TO 1 VERTICAL (3:1) SHALL BE PROVIDED
Q10=(0.3)(7.21N/HR)(L2AC.)=2.6GFS / / / ; / / \ / \ i 7y �' �s ( Qfull=218cfs \ TEMPORARY OR PERMANENT STABILIZATION WITH GROUND COVER
`VOL REQ'D=118OOCF/AC*(1.2AC)=2,16OCF \ -_ /�/ / , S� \ A �Tpo LDS \ ^ VFd 12.9fps _S SOON AS PRACTICABLE BUT IN ANY EVENT WITHIN 7
SURFACE AREA REQD=325SF/CFS*(2:6CFS)=845SF \ — / ��.�, J / 04, ` *_O� �\ DO= 1.5'
CALENDAR DAYS FROM THE LAST LAND DISTURBING ACTIVITY.
`TOP L=45 TOP W=25', D=3 (2:1 $IDE SLOPES) E SLOE :� / / / / /op �� S,00� \\ \ / ZONE=) I� I
SURFACE AREA PROVIDED=1,125SF I ` ( /
VOL PROVIDED=2,259CF r � n / /•'--'��� / J J \ C61 B1 ,� / ` �Ff3,�P� \� \�S / `�y I � La 6XDO--Qk-- ✓ �'
WEIR WIDTH=4 / D60 6" /
j
SKIMMER SIZE 1.5° 150.7, / Jyl �\\\ DEPTH=18"
SKIMMER ORIFICE DIAMETER=1:0" /W1=3XDO=4.5'
�\ �\ \ W2=1.2501==6�
DEWATERING TIME: 2:6 DAYS g ;
SEE NOTE 0 TSB#1
Ex.SS Manhole , / '
Ground Elev = 7.55.0 0 P Q \ ql'
Rim Elev = 1 34/ /
Inv In = i4 .15 I" CTEMPORARY
/
Inv Out = 46.1 ` Q / /, / / / J l ( �/ r^ / \ n / / / / / CIS CK AM — \\ CONSTRUCTION ENTRANCE USE CB
(% TE
� / 1 _2po / PROTECTION /
/ MP SILT � ( �/
�'� J / ��•,� / / ( FEN A5 AT ALL CB'S
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VOL. REQ'D=1,800CF/AC*(3.5AC)=6,300CF /
SURFACE AREA REQ'D 325SF/CFS*(7.6CFS)=2,470SF
TOP L=80, TOP W=40 , D=3' (2:1 SIDE SLOPES)
SURFACE AREA PROVIDED=3,200SF / I Q / / /- 1 \ B •.�° / WAS OU W FX
2
VOL PROVIDED=7,584CF - A4. SILT �\ \ �/� / f / '\ j� � 2 .f
WEIR WIDTH=6' /F N AS
MMR SIZE 15" 5H0 N
Site Area
Stabilization
Stabilization Time
Description
Time Frame
Frame Exceptions
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DEWATERING TIME 3.4 DAYS S
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UPSTREAM AREAS ARE STABLE AGAINST EROSION AND PERMISSION HAS BEENy9 -,
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Map Book 22, Page 95
VICINITY MAP
No Scale
/
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DESIGN CRITERIA
AGGREGATE SIZE - USE 2-3 INCH WASHED STONE.
DIMENSIONS OF GRAVEL PAD:
THICKNESS: 6 INCHES MINIMUM
WIDTH: 12 -FEET MINIMUM OR FULL WIDTH AT ALL POINTS OF
THE VEHICULAR ENTRANCE;AND EXIT
AREA, WHICHEVER IF GREATER
LENGTH: 50 -FEET MINIMUM
LOCATION - LOCATE CONSTRUCTION ENTRANCES AND EXITS TO LIMIT
SEDIMENT FROM LEAVING THE SITE AND TO PROVIDE FOR MAXIMUM
UTILITY BY ALL CONSTRUCTION VEHICLES. AVOID STEEP GRADES,
�O $0.411& AND ENTRANCES AT CURVES IN PUBLIC ROADS.
�O
WASHING - IF CONDITIONS AT THE SITE ARE SUCH THAT MOST OF THE
J�� `: ':" "�`> ': ..:•;;: ; , MUD AND SEDIMENT ARE NOT REMOVED BY VEHICLES TRAVELING
OVER THE GRAVEL, THE TIRES SHOULD BE WASHED. WASHING
t . • a�..; ? ":.' SHOULD BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE
6° MIN. THAT DRAINS INTO A SEDIMENT TRAP OR OTHER SUITABLE; DISPOSAL
' y �..
AREA. A WASH RACK MAY ALSO BE USED TO MAKE WASHING MORE
CONVENIENT AND EFFECTIVE.
2-3" COURSE CONSTRUCTION SPECIFICATIONS
AGGREGATE
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION,
ROOTS, AND OTHER OBJECTIONABLE MATERIAL AND PROPERLY
EXISTING SLOPE FOR VEHICULAR TRAFFIC GRADE IT.
PAVEMENT
EDGE MAINTAIN BERM & VALLEY 2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS
TO PREVENT SEDIMENT LADEN SHOWN ON THE PLANS, AND SMOOTH IT.
„
12' 10 WATER FROM LEAVING SI 3. PROVIDE DRAINAGE TO CARRY WATER TO SEDIMENT TRAP OR
OTHER SUITABLE OUTLET.
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY
24p
6" MIN. FILTER FABRIC 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 STRUCUTRE USED TO TRAP SEDIMENT AND
TEMPORARY CONSTRUCTION ENTRANCE CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL
OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO
(NOT TO SCALE) PUBLIC ROADWAYS.
STORM PIPE CONSTRUCTION SPECIFICATIONS
PLACE RIPRAP SO THAT IT FORMS A DENSE,
BEGIN FILTER FABRIC WELL -GRADED MASS OF STONE WITH A MINIMUM OF
0 END OF PIPE/FES VOIDS. THE DESIRED DISTRIBUTION OF STONES
RIP RAP APRON THROUGHOUT THE MASS MAY BE OBTAINED BY
THICKNESS AS CON77NUE FILTER FABRIC SELECTIVE LOADING AT THE QUARRY, AND
PER PLAN BEYOND RIP RAP APRON CONTROLLED DUMPING DURING FINAL PLACEMENT,
RIP RAP GRAVEL PLACE RiPRAP TO ITS FULL THICKNESS IN ONE
SIZED & PLACED OPERATION. DO NOT PLACE RIPRAP BY DUMPING
AS PER PLAN THROUGH CHUTES OR OTHER METHODS THAT
F. E.S� CAUSE SEGREGATION OF STONE SIZES. TAKE CARE
NOT TO DISLODGE THE UNDERLYING BASE OR
FILTER WHEN PLACING STONES.
STORM PiPE W2
MAINTENANCE
' RIPRAP SHOULD BE INSPECTED PERIODICALLY AND
�j AFTER HEAVY RAINFALLS FOR SCOUR OR
Wl DISLODGED STONES. CONTROL OF WEED AND
(3*Do) BRUSH GROWTH MAY BE NEEDED IN SOME
La LOCATIONS. IMMEDIATELY MAKE ALL NEEDED
(Apron Length) REPAIRS TO PREVENT FURTHER DAMAGE.
RIP RAP APRON STABILIZATION DETAIL
(NOT TO SCALE)
min
9-' 1.5 min. CONSTRUCTION
/
_ _ 1.PLACE STRUCTURAL STONE (CLASS B) TO THE LINES AND DIMENSIONS SHOWN ON
---------
------------
_ _ _ _ _ _ _ _ _ THE PLAN ON A FILTER FABRIC FOUNDATION. THE CREST WIDTH OF THE DAM
SHOULD BE A MINIMUM OF 2 FEET.
2.KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW THE END WHERE
THE DAM ABUTS THE CHANNEL BANKS.
&PLACE SEDIMENT CONTROL STONE (#5 OR #57) ON THE UPSTREAM SIDE OF THE
DAM THAT IS A MINIMUM OF 1 FOOT THICK.
4.PROVIDE AN APRON THAT IS 3 TIMES THE HEIGHT OF THE DAM. THE APRON WIDTH
Fitter Cloth IS AT LEAST 4 FEET LONG. UNDERCUT THE APRON 80 THAT THE TOP OF THE
APRON IS FLUSH WITH THE SURROUNDING GRADE.
Platt View &EXTEND THE STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK TO KEEP WATER
FROM CUTTING AROUND THE ENDS OF THE CHECK DAM.
12' of NCOOT #5 or #57 6.EXCAVATE SEDIMENT STORAGE AREA TO THE DIMENSIONS SHOWN ON THE PLAN.
washed stone 1.5'
Class B Riprop ?�T MAINTENANCE
Z max. at INSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLY AND AFTER EACH
center SIGNIFICANTINCH OR GREATER RAINFALL EVENT AND REPAIR IMMEDIATELY.
Filter Cloth ( )
CLEAN OUT SEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS THAT COULD CLOG THE
CHANNEL WHEN NEEDED.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION
4' to 6' FROM HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE
IMMEDIATELY. IF SIGNIFICANT EROSION OCCURS BETWEEN DAMS, ADDITIONAL
Cross -Section View MEASURES CAN BE TAKEN SUCH AS, INSTALLING A PROTECTIVE RIPRAP LINER IN
THAT PORTION OF THE CHANNEL.
REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT
CHECK DAM WITH WEIR 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 DAM AS NEEDED TO MAINTAIN DESIGN HEIGHT AND
(NOT TO SCALE) CROSS SECTION.
UPSTREAM END OF OVERFLOW
UPSTREAM END OF STORM DRAIN
I 11 -Ili= STORM DRAIN 111=TLI"
LI111 11- " 1/3 PIPE
rl� ILII 8 o DIAMETER
�I1 1111
IL
I-_
INT °< 3/4" EXTERIOR PLYWOOD
11=
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=_�=I1-n=-I_I11 1-1aII 1I=
-
FPoMOLYwoo
TII=
PLYWOOD INLET PROTECTION NOTE:
ALL PARTIALLY COMPLETED STORM DRAINS, UP
TO 24" PIPE SIZE, SHALL BE PROTECTED AT
THE END OF EACH DAY IN ACCORDANCE WITH
STEEL FENCE POST UPSTREAM END OF THESE DETAILS.
(TYPICAL) STORM DRAIN
TI
I, IMC IIS'- UPSTREAM END OF
'=111-911 �I I loll; STORM DRAIN OVERFLOW
11( ! IIRT
1/3 PIPE
ii ii ii I1IL= DIAMETER
I11 u u Il II -I
WASHED STONE FILTER Ill II a °
ACROSS PiPE INLET 111 1,.Aa a WASHED STONE FILTER
I1- ACROSS PIPE INLET
HARDWARE CLOTH II- '
_-
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STONE FiLTER INLET PROTECTION
STANDARD PIPE INLET PROTECTION (PLYWOOD & STONE)
SILT FENCE DETAIL
(NOT TO SCALE)
CONSTRUCTION
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA
STRENGTH SYNTHETIC FILTER FABRICS
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE
GROUND SURFACE. (HIGHER FENCES MAY IMPOUND
VOLUMES OF WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE.)
J. CONSTRUCT THE FILTER FABRIC FROM A CON77N000S ROLL CUT TO THE LENGTH OF THE BARRIER
TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN 7HE FILTER CLOTH ONLY AT A
SUPPORT POST W177-1 4 FEET MiNIMUM OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD S7RENG77-1 FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO 7HE
UPSLOPE SIDE OF THE POSTS EXTEND THE WiRE MESH SUPPORT TO THT BOTTOM OF 77 -IE TRENCH.
FASTEN THE WIRE REINFORCEMENT, THEN FABRIC ON THE UPSLOPE SIDE OF THE FENCE POST. WIRE
OR PLAS77C ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED SPACE POSTS A MAXIMUM OF 8 FEET APART.
SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO 77 -IE GROUND A MINIMUM OF 24 INCHES
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOE NOT REQUIRE WIRE MESH
SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC DIRECTLY TO POSTS WiRE OR PLAS77C
ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
Z. EXCAVATE A 77?ENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE PROPOSED
LINE OF POSTS AND UPSLOPE FROM THE BARRIER (FIGURE 6.62a).
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
9. BACKFILL THE TRENCH WiIN SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. 77-IOROUGH
COMPAC77ON OF 77-1E BACKFILL iS CRi77CAL TO SILT FENCE PERFORMANCE.
10. DO NOT ATTACH FiLTER FABRIC TO EXIS77NG TREES.
11. NO MEASURES ARE TO BE REMOVED UN77L DENR APPROVAL.
INSTALLA77ON SPECIFICATIONS
1. THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN THE MiDDLE OF
THE FENCE. CHECK WITH A LEVEL IF NECESSARY.
2. INSTALL POSTS 4 FEET APART IN CRI77CAL AREAS AND 6 FEET APART ON STANDARD
APPLICATIONS
J. INSTALL POSTS 2 FEET DEEP ON 7HE DOWNSTREAM SIDE OF 7HE SiLT FENCE, AND AS CLOSE AS
POSSIBLE TO THE FABRIC, ENABLING POSTS TO SUPPORT THE FABRIC FROM UPSTREAM WATER
PRESSURE.
4. INSTALL POSTS NTH 77 -IE NIPPLES FACING AWAY FROM THE SILT FABRIC.
5. ATTACH THE FABRIC TO EACH POST WITH 7HREE TIES, ALL SPACED W77ViN THE TOP 8 INCHES
OF FABRIC. ATTACH EACH 77E DIAGONALLY 45 DEGREES THROUGH THE FABRIC, WITH EACH
PUNCTURE AT LEAST 1 INCH VER77CALLY APART. ALSO, EACH 77E SHOULD BE POS177ONED TO HANG
ON A POST NIPPLE WHEN TIGHTENED TO PREVENT SAGGING.
6. WRAP APPROXIMATELY 6 INCHES OF FABRIC AROUND THE END POSTS AND SECURE WITH 3 TIES.
7. NO MORE THAN 24 INCHES OF A 36 INCH FABRIC IS ALLOWED ABOVE GROUND LEVEL.
8. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY DEVIATIONS BEFORE
COMPAC770N.
9. COMPAC77ON iS VITALLY IMPORTANT FOR EFFECTIVE RESULTS COMPACT 77 -IE SOIL IMMEDIATELY
NEXT TO 77 -IE SILT FENCE FABRIC Wl77-1 77 -IE FRONT WHEEL OF THE TRACTOR, SKID STEER, OR
ROLLER EXER77NG AT LEASY 60 POUNDS PER SQUARE INCH. COMPACT THE UPSTREAM SIDE FiRST,
AND THEN EACH SIDE TWiCE FOR A TOTAL OF 4 TRIPS.
MAINTENANCE
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY
REQUIRED REPAIRS IMMEDIATELY.
SHOULD 7HE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE, OR BECOME iNEFFEC7TVE,
REPLACE iT PROMPTLY.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE
NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE TAKE CARE TO AVOID UNDERMINING THE
FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO
GRADE AND STABILIZE IT AFTER THE CON7721BU77NG DRAINAGE AREA HAS BEEN PROPERLY
Drape baffle material overwire strand and
secure with plastic ties at posts and on wire every 12"
9GaugeMin.Nigh ®_.+'" , T
Tension Wire Strand 3' MIN i
Shall Be Secured
To Post To Support
Baffle Material
I
Baffle Material
If the temporary sediment basin will be
converted to a permanent stormwater basin
of greater depth, the baffle height should be
based on the pool depth during use as a
temporary sediment basin.
Note: install three (3) coir fiber baffles in basins
at drainage outlets with a spacing of i14 the
basin length. Two (2) coir fiber baffles can be
installed in the basins less than 20 ft. in length
with a spacing of 113 the basin length,
4' Max.
POROUS BAFFLES DETAIL FiGURE 6.65b
(NOT TO SCALE)
CONS7RUC770N SPECIFICA77ONS
Compacted soil 2'
'` min >1
! i { •+ •-fs~•
-- 6' typical �-�---
Figure 6.20a Temporary earthen diversion duce.
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER
OBJECTIONAL MATERIAL.
2. ENSURE THAT THE MINIMUM CONSYRUCTED CROSS SECTION MEETS ALL DESIG
REQUIREMENTS.
3. THAT THE P F HE DIKE I NOT LOWER AT ANY POINT THAN THE
ENSURE E TO O T S
DESIGN ELEVATION PLUS THE SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE
REGRADING AND CLEANOUT.
5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT 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 REPAIRTHE DIVERSION
RIDGE.
CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED TO AVOID GULLY FORMATION
WHEN THE AREA ABOE THE TEMPORARY DIVISERSION IS PERMANENTLY STABILIZED,
REMOVE THE DIVERSION AND FILL AND STABILIZED THE CHANNEL TO BLEND VVITH THE
NATURAL SURFACE.
TEMPORARY DIVERSION DITCH
(NOT TO SCALE)
Ann Ably
'C' Eabeure
water Entry
PERSPECTIVE VIEW unit
PVC End PVC Elbow PVC Vent Schedule40
Cap pip. PVC Pipe
Wat
Surface
PVC End ar
7
Schedule 40
PVC TeePVC Pipe PVC Pipe
z Holes in PVC Tee orifice
underside Fleodble Plate
Hose
e
Bottom Surface
ENb VIEW FRONT VIEW
18" min
f-\dw
6.20.1
1. Grade the basin so that the bottom is level front to back and side to
�
side.
li.i
. Install the coir fiber baffles immediately upon excavation of the basins.
Extend 9 gauge wire to basin side or install T -post to anchor
J. Install posts across the width of the sediment trap (Practice 6.62,
baffle to side of basin and secure to vertical post
Sediment Fence).
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4. Steel posts should be driven to a depth of 24 inches and spaced a
2
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maximum of 4 feet apart. The top of the fabric should be a minimum of 6
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nches higher than the invert of the spillway. Tops of baffles should be a
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minimum of 2 inches lower than the top of the earthen embankment.
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. Instal/ at least three rows of baffles between the inlet and outlet
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discharge point. Basins less than 20 feet in length may use 2 baffles.
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6. Attach a 9 gauge high tension wire strand to the steel posts at a
Variable Depth
height of 6 inches above the spillway elevation with plastic ties or wire
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asteners to prevent sagging. If the temporary sediment basin will be
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onverted to a permanent stormwater basin of a greater depth, the baffle
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eight should be based on the pool depth during use as a temporary
i Secure bottom of baffle to ground with
sediment basin.
1 I 12'staples at 12'maximum spacing,
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
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ertical end posts as shown in Figure 6.65b.
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. Drape the coir fiber mat over the wire strand mounted at a height of 6
Baffle Material
10. Install porous baffles as specified in Practice 6.65, Porous Baffles.
inches above the spillway elevation. Secure the coir fiber mat to the wire
/strand
machine compact it. Over fill the embankment 6 inches to allow for settlement.
with plastic ties or wire fasteners. Anchor the matting to the sides
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structure
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and floor of the basin with 12 inch wire staples, approximately 1 ft apart,
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3. Shape the basin to the specified dimensions. Prevent the skimming device from settling
long the bottom and side slopes of the basin.
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into the mud by excavating a shallow pit under the skimmer or providing a low support under
. Do not splice the fabric, but use a continuous piece across the basin
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skimmer of stone or timber.
0. Adjustments may be required in the stapling requirements to fit
Staple
way
4. Place the barrel (typically 4 -inch Schedule 40 PVC pipe) on a firm, smooth foundation of
individual site conditions.
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MAINTENANCE
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11
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around the pipe. Place the fill material around the pipe spillway in 4 -inch layers and compact it
Inspect baffles at least once a week and after each rainfall. Make any
1
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under and around the pipe to at least the same density as the adjacent embankment. Care
required repairs immediately.
Steel Post
t 2'te Depth
must1be taken not to raise the pipe from the firm contact with its foundation when compacting
Be sure to maintain access to the baffles. Should the fabric of a baffle
Erosion and Sedincera Pollution Control Manual, Mara, 2006.
under the pipe haunches.
collapse, tear, decompose, or become ineffective, replace it promptly.
Material should be secured to the bottom
Remove sediment deposits when it reaches half full, to provide adequate
ides of basin using 120 landscape staples
storage volume for the next rain and to reduce pressure on the baffles.
Place a minimum depth of 2 feet of compacted backfill over the pipe spillway before
UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE
Take core to avoid damaging the baffles during cleanout, and replace if
damaged during cleanout operations. Sediment depth should never exceed
ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE
half the designed storage depth.
After the contributing drainage area has been properly stabilized, remove all
VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN TH
baffle materials and unstable sediment deposits, bring the area to grade,
and stabilize it.
Compacted soil 2'
'` min >1
! i { •+ •-fs~•
-- 6' typical �-�---
Figure 6.20a Temporary earthen diversion duce.
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER
OBJECTIONAL MATERIAL.
2. ENSURE THAT THE MINIMUM CONSYRUCTED CROSS SECTION MEETS ALL DESIG
REQUIREMENTS.
3. THAT THE P F HE DIKE I NOT LOWER AT ANY POINT THAN THE
ENSURE E TO O T S
DESIGN ELEVATION PLUS THE SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE
REGRADING AND CLEANOUT.
5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT 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 REPAIRTHE DIVERSION
RIDGE.
CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED TO AVOID GULLY FORMATION
WHEN THE AREA ABOE THE TEMPORARY DIVISERSION IS PERMANENTLY STABILIZED,
REMOVE THE DIVERSION AND FILL AND STABILIZED THE CHANNEL TO BLEND VVITH THE
NATURAL SURFACE.
TEMPORARY DIVERSION DITCH
(NOT TO SCALE)
Ann Ably
'C' Eabeure
water Entry
PERSPECTIVE VIEW unit
PVC End PVC Elbow PVC Vent Schedule40
Cap pip. PVC Pipe
Wat
Surface
PVC End ar
7
Schedule 40
PVC TeePVC Pipe PVC Pipe
z Holes in PVC Tee orifice
underside Fleodble Plate
Hose
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Bottom Surface
ENb VIEW FRONT VIEW
18" min
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6.20.1
1MMER SEDIMENT BASIN
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basin is completely dewatered (m land 24 hams).
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surface water away from the bare areas. Complete the embankment before the area i
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cleared. Stabilize the emergency spillway embankment and all other disturbed areas
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I' Freeboard Embankment
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10. Install porous baffles as specified in Practice 6.65, Porous Baffles.
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Tnftow Baffles
machine compact it. Over fill the embankment 6 inches to allow for settlement.
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structure
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3. Shape the basin to the specified dimensions. Prevent the skimming device from settling
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into the mud by excavating a shallow pit under the skimmer or providing a low support under
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1MMER SEDIMENT BASIN
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basin is completely dewatered (m land 24 hams).
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surface water away from the bare areas. Complete the embankment before the area i
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1MMER SEDIMENT BASIN
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basin is completely dewatered (m land 24 hams).
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runoff:
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1. Clear,grub, and strip the area under the embankment of all vegetation and root mat.
9. Erosion control -Construct the structure so that the disturbed area is minimized. Divert
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Remove all surface soil containing high amounts of organic matter and stockpile or dispose of it
surface water away from the bare areas. Complete the embankment before the area i
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cleared. Stabilize the emergency spillway embankment and all other disturbed areas
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tap of principal spBk-v elevation
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10. Install porous baffles as specified in Practice 6.65, Porous Baffles.
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machine compact it. Over fill the embankment 6 inches to allow for settlement.
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structure
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11. After all the sediment -producing areas have been permanently stabilized, remove the
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3. Shape the basin to the specified dimensions. Prevent the skimming device from settling
structure and all the unstable sediment. Smooth the area to blend with the adjoining
areas and stabilize properly. (References: Surface Stabilization).
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into the mud by excavating a shallow pit under the skimmer or providing a low support under
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skimmer of stone or timber.
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structure
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4. Place the barrel (typically 4 -inch Schedule 40 PVC pipe) on a firm, smooth foundation of
MAINTENANCE
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impervious soil. Do not use pervious material such as sand, gravel, or crushed stone as backfill
•�
Sediment Cross-5ect,an
around the pipe. Place the fill material around the pipe spillway in 4 -inch layers and compact it
INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH
d
storage zone view
under and around the pipe to at least the same density as the adjacent embankment. Care
SIGNIFICANT (ONE-HALF INCH OR GREATER) RAINFALL EVENT AND REPAIR
E�'
1MMER SEDIMENT BASIN
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CONSTRUCTION SPECIFICATIONS
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1. Clear,grub, and strip the area under the embankment of all vegetation and root mat.
9. Erosion control -Construct the structure so that the disturbed area is minimized. Divert
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Remove all surface soil containing high amounts of organic matter and stockpile or dispose of it
surface water away from the bare areas. Complete the embankment before the area i
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properly. Haul all objectionable material to the designated disposal area. Place temporary
cleared. Stabilize the emergency spillway embankment and all other disturbed areas
ry 0 Z
tap of principal spBk-v elevation
sediment control measures below basin as needed.
above the crest of the principal spillway immediately after construction(References:
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2 Ensure that fill material for the embankment is free of roots, woody vegetation, organic
I' Freeboard Embankment
matter, and other objectionable material. Place the fill in lifts not to exceed 9 inches, and
10. Install porous baffles as specified in Practice 6.65, Porous Baffles.
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Tnftow Baffles
machine compact it. Over fill the embankment 6 inches to allow for settlement.
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structure
11. After all the sediment -producing areas have been permanently stabilized, remove the
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3. Shape the basin to the specified dimensions. Prevent the skimming device from settling
structure and all the unstable sediment. Smooth the area to blend with the adjoining
areas and stabilize properly. (References: Surface Stabilization).
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into the mud by excavating a shallow pit under the skimmer or providing a low support under
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skimmer of stone or timber.
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4. Place the barrel (typically 4 -inch Schedule 40 PVC pipe) on a firm, smooth foundation of
MAINTENANCE
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impervious soil. Do not use pervious material such as sand, gravel, or crushed stone as backfill
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Sediment Cross-5ect,an
around the pipe. Place the fill material around the pipe spillway in 4 -inch layers and compact it
INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH
d
storage zone view
under and around the pipe to at least the same density as the adjacent embankment. Care
SIGNIFICANT (ONE-HALF INCH OR GREATER) RAINFALL EVENT AND REPAIR
Figure6.64o Ebsmpie of a sedaaM basin with a skimmer outlet and emergency spillway. From Pwnsyl-la
must1be taken not to raise the pipe from the firm contact with its foundation when compacting
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL
Erosion and Sedincera Pollution Control Manual, Mara, 2006.
under the pipe haunches.
DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE HEIGHT OF THE
S
1MMER SEDIMENT BASIN
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CONSTRUCTION SPECIFICATIONS
V
1. Clear,grub, and strip the area under the embankment of all vegetation and root mat.
9. Erosion control -Construct the structure so that the disturbed area is minimized. Divert
LIJ
Remove all surface soil containing high amounts of organic matter and stockpile or dispose of it
surface water away from the bare areas. Complete the embankment before the area i
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properly. Haul all objectionable material to the designated disposal area. Place temporary
cleared. Stabilize the emergency spillway embankment and all other disturbed areas
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sediment control measures below basin as needed.
above the crest of the principal spillway immediately after construction(References:
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Surface Stabilization).
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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
10. Install porous baffles as specified in Practice 6.65, Porous Baffles.
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machine compact it. Over fill the embankment 6 inches to allow for settlement.
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11. After all the sediment -producing areas have been permanently stabilized, remove the
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3. Shape the basin to the specified dimensions. Prevent the skimming device from settling
structure and all the unstable sediment. Smooth the area to blend with the adjoining
areas and stabilize properly. (References: Surface Stabilization).
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into the mud by excavating a shallow pit under the skimmer or providing a low support under
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skimmer of stone or timber.
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4. Place the barrel (typically 4 -inch Schedule 40 PVC pipe) on a firm, smooth foundation of
MAINTENANCE
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impervious soil. Do not use pervious material such as sand, gravel, or crushed stone as backfill
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around the pipe. Place the fill material around the pipe spillway in 4 -inch layers and compact it
INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH
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under and around the pipe to at least the same density as the adjacent embankment. Care
SIGNIFICANT (ONE-HALF INCH OR GREATER) RAINFALL EVENT AND REPAIR
must1be taken not to raise the pipe from the firm contact with its foundation when compacting
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL
under the pipe haunches.
DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE HEIGHT OF THE
FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT
Place a minimum depth of 2 feet of compacted backfill over the pipe spillway before
UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE
crossing it with construction equipment. In no case should the pipe conduit be installed by
ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE SURE
cutting a trench through the dam after the embankment is complete.
VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN TH
SKIMMER.
5. Assemble the skimmer following the manufactures instructions, or as designed.
REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF WATE
6. Lay the assembled skimmer on the bottom of the basin with the flexible joint at the inlet
IS FLOWING UNDERNEATH OR AROUND THEM.
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
IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE
the basin. This will be used to pull the skimmer to the side for maintenance.
REMOVED AND THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY
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FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE
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
REPOSITIONING THE SKIMMER.
slopes are critical to the successful operation of the spillway. The spillway should be lined with
CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED
laminated plastic or impermeable geotextile fabric. The fabric must be wide and long enough to
REPAIRS WITH FABRIC THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK
cover the bottom and sides and extend onto the top of the dam for anchoring in a trench. The
THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPEC
ALL REPAIR
1
,a�
Peal
edges may be secured with 8 -inch staples or pins. The fabric must be long enough to extend
THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE NECESSARY
hail
down the slope and exit onto the stable ground. The width of the fabric must be one piece, not
IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE SKIMMER AND
POOL AREAS.
joined or spliced; otherwise water can get under the fabric. if the length of the fabric is
insufficient for the entire length of the spillway, multiple sections, spanning the complete width,
O
may be used. The upper section(s) should overlap the lower section(s) so that water cannot
flow the fabric. Secure the the fabric in trench
FREEZING WEATHER CAN RESULT IN iCE FORMING IN THE BASIN. SOME SPECIAL
PRECAUTIONS SHOULD BE TAKEN iN THE WINTER TO PREVENT THE SKIMMER
under upper edge and side of a with staples or
pins.,(Adapted from "A Manual for Designing, Installing and Maintaining Skimmer Sediment
FROM PLUGGING WITH ICE.
w
Basins." February, 1999. J.W. Faircloth & Son).
h-1
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 efficiency. (References: Runoff Control Measures and
Outlet Protection).
EE PROJECT: 4914
S = V
OF 14
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(3)
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Figure 6.174 Temporary Channel Liners; Washington State Department of Ecology
Excavate channel to design
Overlap 6" min. grade and cross-section a°
Design depth
ft
Longitudinal
anchor trench
Overcut channel 2" t0 allOW' itlf�ln - ;Ail/((� �/ !tllA, a i '
'.Y�
during seedbed preparation s ,
P 6"
Typical installation
' with erosion control
blankets or turf x.
reinforcement mats �� w
Intermittent check slot Longitudinal anchor trench
Shingle -lap spliced ends or begin new
roll in an intermittent check slot
Prepare soli and apply seed before
installing blankets, mats or oth�
temporary channel liner, syste
USE STRAW MATTING FOR SLOPE PROTECTION
NOTES:
1. Design velocities exceeding 2 ft/sec require temporary blankets, mats or similar liners to protect
seed and soil until vegetation becomes established.
2. Grass -lined channels with design velocities exceeding 6 ft/sec should include turf reinforcement
mats
Maintenance
1. Inspect Rolled Erosion Control Products at least weekly and after each
significant (1/2 inch or greater) rain fall event repair immediately.
2. Good contact with the ground must be maintained, and erosion must not
occur beneath the RECP.
3. Any areas of the RECP that are damaged or not in close contact with the
ground shall be repaired and stapled.
4. If erosion occurs due to poorly controlled drainage, the problem shall be
fixed and the eroded area protected.
5. Monitor and repair the RECP as necessary until ground cover is
established.
SEEDING SPECIFICATIONS
SEEDBED PREPARATION
THOROUGHLY CULTIVATE LAWN AREAS BY DISCING TO A DEPTH OF 6" AND
RAKING THE SURFACE SMOOTH TO REQUIRED GRADES. APPLY 4,000 LBS. OF
AGRICULTURAL LIME PER ACRE AND 1,000 LBS. OF 10-10-10 OR EQUIVALENT
FERTILIZER PER ACRE.
TEMPORARY SEEDING
WHERE TEMPORARY SEEDING IS REQUIRED PRIOR TO SEEDING OF PERMANENT
LAWNS OR FILL SLOPES, PROCEED AS FOLLOWS:
AUG. 15TH -MAR. 1ST SOW RYE GRAIN AT THE RATE OF
120 LBS. PER ACRE.
MAR. 1ST -AUG. 15TH SOW GRAIN MILLET AT THE RATE
OF 40 LBS. PER ACRE.
PERMANENT SEEDING
SEASON VARIETY RATE(LBS/ACRE)
AUG 15 - NOV 1ST KOREAN LESPEDEZA 50
OR KOBE LESPEDEZA 50
AND TALL FESCUE 60
NOV 15 - MARCH 1ST TALL FESCUE 120
AND ABRUZZI RYE 25
MARCH 1 - APRIL 15 TALL FESCUE 120
APRIL 15 - JUNE 30 HULLED COMMON BERMUDA 12
JUNE 30 - AUG 15 TALL FESCUE 60
AND BROWNTOP MILLET 25
MULCHING
IMMEDIATELY AFTER SEED AREA SOWN, MULCH THE ENTIRE AREA EVENLY WITH
A LAYER OF WHEAT STRAW TO PROTECT AREA FROM EROSION. MULCH TO BE
APPLIED AT A RATE OF 75-100 LBS. PER 1000 SQUARE FEET.
SECURING MULCH:
THE MULCH SHALL BE HELD IN PLACE BY EMULSIFIED ASPHALT BINDER ON
SLOPES 2 TO 1 OR STEEPER, OR AS REQUIRED. APPLY ASPHALT AT 0.10
GALLON PER SQUARE YARD. IN HEAVY TRAFFIC AREAS, USE TYPE "RS" OR
"CRS" TO MINIMIZE REMOVAL OF TACK COAT. SYNTHETIC BINDERS MAY BE
USED AS RECOMMENDED BY THE MANUFACTURER TO ANCHOR THE MULCH.
TEMPORARY CHANNEL LININGS IF REQUIRED SHALL BE INSTALLED IN AREAS AS
SHOWN ON PLANS, OR AS REQUIRED TO PREVENT EROSION. LININGS AREA TO
BE LEFT IN PLACE THROUGHOUT PERMANENT SEEDING PROCEDURE.
MAINTENANCE
I. TEMPORARY SEEDING:
RESEED AND MULCH AREAS WHERE SEEDLING EMERGENCE IS POOR, OR
WHERE EROSION OCCURS, AS SOON AS POSSIBLE. DO NOT MOW.
PROTECT FROM TRAFFIC AS MUCH AS POSSIBLE.
Il, PERMANENT SEEDING:
GENERALLY, A STAND OF VEGETATION CANNOT BE DETERMINED TO BE
FULLY ESTABLISHED UNTIL SOIL COVER HAS BEEN MAINTAINED FOR ONE
FULL YEAR FROM PLANTING. INSPECT SEEDED AREAS FOR FAILURE AND
MAKE NECESSARY REPAIRS AND RESEEDINGS WITHIN THE SAME SEASON, IF
POSSIBLE.
RESEEDING --IF A STAND HAS INADEQUATE COVER, RE-EVALUATE CHOICE
OF PLANT MATERIALS AND QUANTITIES OF LIME AND FERTILIZER.
RE-ESTABLISH THE STAND AFTER SEEDBED PREPARATION OR OVER -SEED
THE STAND. CONSIDER SEEDING TEMPORARY, ANNUAL SPECIES IF THE
TIME OF YEAR IS NOT APPROPRIATE FOR PERMANENT SEEDING.
NOTE: Pursuant to G.S. 113A-57(2), the angle for graded slopes and fills
shall be no greater than the angle that can be retained by vegetative cover
or other adequate erosion -control devices or structures. In any event, slopes
left exposed will, within 14 calendar days of completion of any phase of
grading be planted or otherwise provided with temporary or permanent ground
cover, devices, or structures sufficient to restrain erosion. Pursuant to G.S.
113A-57(3), provisions for permanent ground cover sufficient to restrain
erosion must be accomplished for all disturbed areas within 14 working days
or 90 calendar days (whichever is shorter) following completion of construction
or development.
VEGETATION MANTAINANCE:
IF A STAND HAS INADEQUATE COVER, RE-EVALUATE CHOICE OF PLANT
MATERIALS AND QUANTITIES OF LiME AND FERTILIZER. RE-ESTABLISH THE
STAND AFTER SEEDBED PREPARATION OR OVER -SEED THE STAND. CONSIDER
SEEDING TEMPORARY, ANNUAL SPECIES IF THE TIME OF THE YEAR IS NOT
APPROPRIATE FOR PERMANENT SEEDING.
Figure 6.17e Channel Installation and Slope Installation; Washington State. Ecology Department
Longitudinal anchor "= Terminal slope and
trench 12" channel anchor trench
6"
Stake at 3'-5'
intervals .._..
slot at 25'
intervals
Initial channel Intermittent
anchor trench ,. check slot
NOTE:
1. Check slots to be constructed per manufacturers specifications.
2. Staking or stapling layout per manufacturers specifications.
Slope surface shall be smooth before If there is a berm at the top of
placement for proper soil contact, slope, anchor upslope of the berm.
Stapling pattern as Min. Z" overlaAnchor in 6"x6" min. Trench
per manufacturers p and staple at 12" intervals.
recommendations.
Min. 6" overlap.
Te StaP ( overlaps
P
max. 5" spacing.
Do not stretch blankets/matting tight-allowBring material down to a level area,. turn the end under 4" and staple at i2"
the rolls to conform to any irregularities. intervals.
For slopes less than 3H:1V, rolls Lime, fertilize, and seed before installation. Planting
may be placed in horizontal strips. of shrubs, trees, etc. should occur after installation.
E
noch
nginee`rs, P. A.
Consulting Engineers Surveyors
1403 NC Hwy 50 South
Benson, NC 27504
[phone]
Intensity -Dura
Intensity (in/hr)
UJI
tion-Freuenc Data
CB18
174.07
CB17
27
Time
STORM DRAINAGE - PIPE SCHEDULE
STAPLES
(2 PER BALE)
Duration
5 min. 10 min.
15 min.
30 min.
1 hr.
10 r.
7.22 6.13
5.25
3.71
2.41
25 r.
8.19 7.01.
6.03
4.32
2.84
50 r.
8.96 7.71
6.64
4.8
3.17
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174.20
CB18
174.07
CB17
27
15
STORM DRAINAGE - PIPE SCHEDULE
STAPLES
(2 PER BALE)
STRAW BALE BINDER WIRE-
10 mil PLASTIC LINING-
/ PLYWOOD
0.50
10 mil PLASTIC
SANDBAG -�
LINING --� \
�- - SECTION A -A
3' � ff
1.1
Pipe
Beg. Inv.
NATIVE MATERIAL 48"X24" BLACK LETTERS
� PAINTED WHITE, -
(OPTIONAL) J 6" HEIGHT
End Inv.
LATH AND
NOT TO SCALE
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Dia.
Slope
Material
� `-
/
Rat. C
FLAGGING ON
BERM I
Q10
Q25
050
�
2.5
3 SIDES -�
7.1
P15
172.70
(ft.)
CONCRETE LAG SCREWS
(%)
�
---10'MINIMUM---- I
1.1
(SF)
(acres)
aY
SECTION 6-6_ WASHOUT -
(cfS)
(cfs)
(cfs)
4.9
WOOD OR
7.3
N07 TO SCALE
171.13
CB14
� O � O
CB13
METAL STAKES
18
0.5
PP
0.012
0.50
(2 PER BALE}
1.40
36" -- WOOD POST
P1
_
\Y SANDBAG
187.92
\
10' MINIMUM---- 3.5"X3.5'XS'
15
0.5
PP
0.012
0.50
8712
0.20
0.7
0.8
0.9
4.9
P2
187.92
CB2
186.09
CB3
199
15
0.9
PP
0.012
0.50
VARIES
'
2.9
B
3.6
�+ B CONCRETE WASHOUT
P3
lJ
CB3
'
�
_
-----� SIGN DETAIL
1.1
PP
PLAN
0.50
VARIES
1.20
------- -•-,
(OR EQUIVALENT)
4.9
5.4
NOT TO SCALE
P4
I
�
184.96
CB4A
28
� BERM
0.5
PP
0.012
0.50
4356
1.50
5.4
6.1
6.7
8.0
•
184.96
CB4A
184.40
CB5
83
18
0.7
PP
10 mil PLASTIC LINING -
TYPE "BELOW GRADE"
8712
-- --
6.1
...- .... .... 1.12" DIA
7.6
9.3
P5
184.40
CBS
.
. e • , � s � ° � �-- - STEEL WIRE
137
-----
.-
PP
0.012
0.50
STAPLE
2.40
8.7
----------_----..-
10.8
o.,,.
10 mil PLASTIC
LINING -� PLAN STRAW BALE DETAIL
0.6
178.61
�- 10 mil PLASTIC LINING
0.02
1.5
0.05
5,.,
NOT TO SCALE (TYP)
178.83
Outlet
/
182.79.
no
P9
�E�a
TYPE "ABOVE GRADE" WITH STRAW BALES
178.76
3.65
�
185.86
CB6
185.70
CB7
33
WOOD FRAME SECURELY
0.5
PP
0.012
0.50
4356
0.10
FASTENED AROUND
SECTION
SECTION B -B
0.4
4.9
P7
185.70
CB7
ENTIRE PERIMETER
_
NOT TO SCALE
45
15
1.3
_-
0.012
WITH iVUO STAKES
4356
0.20
0.7
0.8
0.9
-
no
P12
0.6
166.66
1.00
0.88
1.5
0.68
1.56
166.06
inlet
166.66
170.00
no
10' MINIMUM----- I
177.89
CB8
177.76
CB9
27
15
0.5
PP
TWO -STACKED
0.50
21780
0.50
D
2.0
2.2
4.9
P9
2X12 ROUGH
CB9
169.87
CB10
VZJi
15
NOTES
PP
0.012
T WOOD FRAME
21780
1.00
3.6
o
4.5
12.8
f
e
e
166.57
CB11
145
18
2.3
PP
1. ACTUAL LAYOUT TO BE DETERMINED IN THE FIELD-
0.50
17424
3.60
13.0
�
O
16.1
17.2
2. A CONCRETE WASHOUT SIGN SHALL BE INSTALLED
166.57
CB11
164.40
CB12
�
�
�
3.2
WITHIN 30' OF THE TEMPORARY CONCRETE WASHOUT
FACILITY.
0.012
VARIES STAKE
(TYP}
8712
�7
ry
16.8
3. MATERIALS USED TO CONSTRUCT TEMPORARY CONCRETE
20.3
P12
�
CB12
163.50
FESZ
182
WASHOUT FACILITIES SHALL BE REMOVED FROM THE SITE
0.5
PP
0.012
;+ ,
-m.{
4.70
17.0
OF THE WORK AND DISPOSED OF OR RECYCLED.
21.1
17.2
�'
4. HOLES, DEPRESSIONS OR OTHER GROUND DISTURBANCE
O
�
CAUSED BY THE REMOVAL OF THE TEMPORARY CONCRETE
I
�
WASHOUT FACILITIES SHALL BE BACKFILLED, REPAIRED, AND
--
�
STABILIZED TO PREVENT EROSION.
V�.
0
�
10 mil PLASTIC LINING --�
TYPE "ABOVE GROUND"
NOT TO SCALE
WITH WOOD PLANKS
Notes:
1. Q=CIA
2. Qfull=(1/1630)*[D"(8/3)]*[S"(1/2)]
3. TW assumed to be at 1/2 Pipe Diameter.
4. Cd 0.65 (grooved end projecting)
& Ke 1.0 + 0.5(End Section Conforming to Fill Slope) = 1.5
6. HW (Inlet Controlled) = (Inlet Invert)ft. + (1/2 Pipe Diameter)ft. + {[Q/(Cd*A)]2)/(2*g)ft.
7. HW (Outlet Controlled) = (Outlet Invert)ft. + (Tailwater)ft. + H(ft.)
H=hf+hm
hf = 2,660,000*(L*Q2*n2)/(D5.33)
hm = 522*Ke*Q2/D4
P18
174.20
CB18
174.07
CB17
27
15
STORM DRAINAGE - PIPE SCHEDULE
PP
0.012
0.50
13068
0.30
1.1
Pipe
Beg. Inv.
Beg. @
End Inv.
End @
Len.
Dia.
Slope
Material
"n"
Rat. C
D.A. per CB
Total D.A.
Q10
Q25
050
Qlull
2.5
2.7
7.1
P15
172.70
(ft.)
(in.)
(%)
146
15
1.1
(SF)
(acres)
(cfs)
(cfS)
(cfs)
(cfs)
4.9
5.4
7.3
P14
171.13
CB14
171.00
CB13
27
18
0.5
PP
0.012
0.50
8712
1.40
5.1
P1
188.08
CB1
187.92
CB2
33
15
0.5
PP
0.012
0.50
8712
0.20
0.7
0.8
0.9
4.9
P2
187.92
CB2
186.09
CB3
199
15
0.9
PP
0.012
0.50
26136
0.80
2.9
3.3
3.6
6.7
P3
186.09
CB3
185.10
CB4,
93
15
1.1
PP
0.012
0.50
17424
1.20
4.3
4.9
5.4
7.2
P4
185.10
CB4
184.96
CB4A
28
18
0.5
PP
0.012
0.50
4356
1.50
5.4
6.1
6.7
8.0
P4A
184.96
CB4A
184.40
CB5
83
18
0.7
PP
0.012
0.50
8712
1.70
6.1
7.0
7.6
9.3
P5
184.40
CBS
183.50
FES1
137
18
0.7
PP
0.012
0.50
30492
2.40
8.7
9.8
10.8
9.2
P8
0.6
178.61
1.00
0.02
1.5
0.05
0.07
178.83
Outlet
178.83
182.79.
no
P9
0.6
178.76
3.65
P6
185.86
CB6
185.70
CB7
33
15
0.5
PP
0.012
0.50
4356
0.10
0.4
0.4
0.4
4.9
P7
185.70
CB7
185.10
CB4
45
15
1.3
PP
0.012
0.50
4356
0.20
0.7
0.8
0.9
8.1
no
P12
0.6
166.66
1.00
0.88
1.5
0.68
1.56
166.06
inlet
166.66
170.00
no
P8
177.89
CB8
177.76
CB9
27
15
0.5
PP
0.012
0.50
21780
0.50
1.8
2.0
2.2
4.9
P9
177.76
CB9
169.87
CB10
234
15
3.4
PP
0.012
0.50
21780
1.00
3.6
4.1
4.5
12.8
P10
169.87
CB10
166.57
CB11
145
18
2.3
PP
0.012
0.50
17424
3.60
13.0
14.7
16.1
17.2
P11
166.57
CB11
164.40
CB12
68
18
3.2
PP
0.012
0.50
8712
4.10
14.8
16.8
18.4
20.3
P12
164.40
CB12
163.50
FESZ
182
24
0.5
PP
0.012
0.50
26136
4.70
17.0
19.2
21.1
17.2
P18
174.20
CB18
174.07
CB17
27
15
0.5
PP
0.012
0.50
13068
0.30
1.1
1.2
1.3
4.9
P17
174.07
CB17
172.70
CB15
134
15
1.0
PP
0.012
0.50
13068
0.60
2.2
2.5
2.7
7.1
P15
172.70
CB15
171.13
CB14
146
15
1.1
PP
0.012
0.50
13068
1.20
4.3
4.9
5.4
7.3
P14
171.13
CB14
171.00
CB13
27
18
0.5
PP
0.012
0.50
8712
1.40
5.1
5.7
6.3
7.9
P13
171.00
CB13
169.87
CB10
43
18
2.6
PP
0.012
0.50
13068
1.70
6.1
7.0
7.6
18.4
P18
Project
Quail Glen
1.16
Location:
Harnett County, North Carolina
HEADWATER CALCULATIONS
Project No.
4914
Outlet
Date
February 6, 2019
Cd
Prepared By
Fleet Temple
Area (acres)
hf = Head Loss Due To Friction (ft.)
Outlet Control
hm
Flow (cfs)
hm = Head Loss Due To Minor Losses (ft.)
Controlling
Headwater
Intensity (in/hr)
n = Manning Roughness Coefficient
Over -
topping
Rational Runoff Coefficient
Ke = Aggregate Loss Coefficient
P15
Pipe Length (ft.)
Cd = Coefficient of Discharge
3.04
Flow (cfs)
HW = Headwater
0.29
Diameter (in.)
TW = Tailwater
Outlet
P18
0.6
174.86
1.16
0.01
1.5
HEADWATER CALCULATIONS
0.02
175.25
Outlet
175.25
Pipe
Cd
inlet Control
HW
TW
hf
Ke
Outlet Control
hm
H
}{W
Controlling
Headwater
Headwater
Elevation
T.C. Elevation
Over -
topping
179.10
no
P15
0.6
173.86
3.04
0.57
1.5
0.29
0.86
175.03
Outlet
175.03
P1
0.6
188.72
0.86
0.00
1.5
0.01
0.01
188.79
Outlet
188.79
192.98
no
P2
0.6
188.78
1.56
0.34
1.5
0.13
0.47
188.12
Inlet
188.78
192.98
no
P3
0.6
187.25
1.90
0.36
1.5
0.29
0.65
187.65
Outlet
187.65
190.99
no
P4
0.6
186.26
1.76
0.06
1.5
0.22
0.28
187.00
Outlet
187.00
190.20
no
P4A
0.6
186.23
1.79
0.24
1.5
0.28
0.53
186.72
Outlet
186.72
190.20
no
P5
0.6
186.19
0.75
0.80
1.5
0.56
1.36
185.61
Inlet
186.19
189.50
no
170.37
Outlet
170.37
171.67 no
P19
201.42
DI1
196.42
FES3
106
18
4.7
P6
0.6
186.49
1.31
0.00
1.5
0.00
0.00
187.01
Outlet
187.01
190.76
no
P7
0.6
186.34
1.90
0.00
1.5
0.01
0.01
187.01
Outlet
187.01
190.76
no
P8
0.6
178.61
1.00
0.02
1.5
0.05
0.07
178.83
Outlet
178.83
182.79.
no
P9
0.6
178.76
3.65
0.63
1.5
0.20
0.83
174.35
Inlet
178.76
182.79
no
P10
0.6
172.95
3.78
1.91
1.5
1.26
3.17
173.52
Outlet
173.52
174.97
no
P11
0.6
170.35
2.26
1.16
1.5
1.63
2.80
169.46
Inlet
170.35
174.97
no
P12
0.6
166.66
1.00
0.88
1.5
0.68
1.56
166.06
inlet
166.66
170.00
no
P18
0.6
174.86
1.16
0.01
1.5
0.02
0.02
175.25
Outlet
175.25
179.10
no
P17
0.6
174.83
2.33
0.13
1.5
0.07
0.20
175.23
Outlet
175.23
179.10
no
P15
0.6
173.86
3.04
0.57
1.5
0.29
0.86
175.03
Outlet
175.03
177.73
no
P14
0.6
172.23
2.93
0.05
1.5
0.19
0.24
174.17
Outlet
174.17
176.23
no
P13
0.6
172.27
3.65
0.13
1.5
0.28
0.41
173.93
Outlet
173:93
176.23
no
P16
172.83
CB16
172.70
CB15
27
15
0.5
PP
0.012
0.50
13068
0.30
1.1
1.2
1.3
4.9
P16
0.6
173.49
2.33
0.01
1.5
0.02
0.02
175.05
Outlet
175.05
177.73 no
F--- = ' Z
P10A
170.07
CB10A
169.87
CB10
27
15
0.7
PP
0.012
0.50
21780
0.50
1.8
2.0
2.2
6.0
SEE STANDARD DRAWING 840.25 FOR ATTACHMENT OF
FRAMES AND GRATES NOT SHOWN.
0.247
CHAMFER ALL EXPOSED CORNERS 1".
1.082
0.038
DRAWING NOT TO SCALE.
24"
•..
21-0'r
3'-8r'
0.362
P10A' 0.6 170.79 3.65 0.02 1.5 0.05 0.07 173.59 Outiet 173.59
174.97 no
1.227
0.059
0.085
30"
31.1311
21.0"
41-011
0.362
0.247
0.988
1.350
0.092
0.127
36"
31-811
22r„OOtr
4'-6"
0.362
0.247
1.112
1.474
0.132
0.178
P11A
166.77
CB11A
166.57
CB11
27
15
0.7
PP
0.012
0.50
13068
0.30
1.1
1.2
1.3
6.0
P11A
0.6
167.43
3.78
0.01
1.5
0.02
0.02
170.37
Outlet
170.37
171.67 no
P19
201.42
DI1
196.42
FES3
106
18
4.7
PP
0.012
0.50
26136
0.60
2.2
2.5
2.7
24.7
P19 0.6 202.23 0.75 0.05 1.5 0.05 0.10 197.27 Inlet 202.23
204.42 no
i
PLAN
-- FRAME AND GRATES
TOP
IL
AD -
61f 'a` 611
.. tr 4,1-1-4
r1 -t `_,
6 4u
no
fl.
OUTLET PIPE 1 311 .
SEE NOTE
SECTION X -X
CONCRETE APRON 4"
SEE DETAIL
611 p 6rf
• OUTLET PIPE
4'1
611 SEE NOTE
MAX. PIPE THIS SIDE - 18"
SECTION Y -Y
DITCH GRADE
.� -
t t
MINIMUM
Z
GENERAL NOTES:
INLET
0 �
USE CLASS "B" CONCRETE THROUGHOUT.
SPAN
WIDTH
PROVIDE ALL GRATED DROP INLETS OVER 3'-6" IN
DEPTH WITH STEPS 12"
< y
H�
ON CENTER. USE STEPS WHICH COMPLY WITH STD.
'DRAWING 840.86.
D
OPTIONAL CONSTRUCTION -MONOLITHIC POUR, 2"
KEYWAY, OR #4 BAR DOWELS AT
C�C3=
L 12" CENTERS AS DIRECTED BY THE ENGINEER.
H PER
FT. HT.
CC
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM
SLAB.
LU
<
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM
SLAB OF BOX, ADD TO SLAB
U 0
Q � N
AS SHOWN ON STD. NO. 840.00.
0.362
F--- = ' Z
CONSTRUCT WITH PIPE CROWNS MATCHING.
0.958
LJ
0 F- O a _J
MAX. DEPTH OF THIS STRUCTURE FROM TOP OF BOTTOM SLAB TO TOP ELEVATION
0
IS 12 FEET.
21-01t
��
1
USE STANDARD FRAMES AND GRATES 840.22 (SHOWN),
840.24(SHOWN), 840.20,
0-
840.29, AND AND 84-0.33.
0.023
0.036
18"
31-811
s�
SEE STANDARD DRAWING 840.25 FOR ATTACHMENT OF
FRAMES AND GRATES NOT SHOWN.
0.247
CHAMFER ALL EXPOSED CORNERS 1".
1.082
0.038
DRAWING NOT TO SCALE.
24"
•..
CONCRETE APRON 4"
SEE DETAIL
611 p 6rf
• OUTLET PIPE
4'1
611 SEE NOTE
MAX. PIPE THIS SIDE - 18"
SECTION Y -Y
DITCH GRADE
.� -
t t
l l t t t i
E t 1 I --
1
t t r -'--'-MEDIAN D.I.
DETAIL
(APRON SUPPORT NOTCH)
CL
0
LL
0 W
Z J UJ
H
Q lam.
W %.L.;
X C'?
d
Z C�
N IW
C/)
CU
T- #4 BAR
W
r-
611`"
Z
DOWEL "A"
SHEET 14F 1
840 a 1 8
NCDO
ROCK DOUGHNUT INLET PROTECTION
(NOT TO SCALE)
CONSTRUCTION SPECIFICATIONS
1. CLEAR THE AREA OF ALL DEBRIS THAT MIGHT HINDER
EXCAVATION AND DISPOSAL OF SPOIL.
2. INSTALL THE CLASS B OR CLASS 1 RIPRAP IN ASEMI-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 NCDOT #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 PROPERLY, AND STABILIZE WITH
GROUND COVER.
MAINTENANCE
INSPECT ROCK PIPE THEFT PROTECTION AT LEAST WEEKLY AND
AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT
AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE
SEDIMENT STORAGE AREA TO ITS ORIGINAL 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,
CHECK THE STRUCTURE FOR DAMAGE. ANY RiPRAP DISPLACED
FROM THE STONE HORSESHOE MUST BE REPLACED 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.
MAXIMUM .PLACEMENT OF POST USiNG HOGWIRE WITH
APPROVED EROSION CONTROL FABRICS TO BE 10 FEET. VARIES (SEE PLAN)
MAXIMUM PLACEMENT OF POST WITHOUT HOG WiRE USING �z' MIN'
APPROVED EROSION CONTROL FABRICS TO BE
8 FEET TO 8 FEET APART. POST
POST METAL T POST 5 FEET OR 6 FEET IN HEIGHT SILT -FENCE � SILT -FENCE
DEPENDING ON FILL SLOPE. OVER HOG WIRE OVER HOG WIRE
FABRIC 36 INCHES IN WIDTH (MUST MEET ENGINEERS
SPECIFICATIONS FOR EROSION CONTROL)
STONE #4 WASHED STONE TO BE PLACED 12 INCHES
DEEP AT SILT FENCE TOP VIEW
HOG WIRE
METAL FENCE POST METAL
SILT -FENCE.,,` SILT -FENCE FENCE POST SILT -FENCE
OVER HOG WIRE OVER HOG WIRE
1.5 FT. �
MIN.
Z
q , 0W 1.d F?: 1 �
M
SEDIMENT
CONTROL STONE STRUCTURAL STONE
� 1-5 FIT-
6�� ct;.. MIN.
N
FRONT VIEW
CRASS SECTION
NOTE:
STRUCTURAL STONE SHALL BE
(CLASS "B" STONE FOR EROSION.
CONTROL PURPOSES.
MINIMUM
DIMENSIONS AND QUANTITIES
FOR CONCRETE GRATED DROP
INLET
PIPE
SPAN
WIDTH
HEIGHT
CUBIC YARDS OF
CONCRETE: IN BOX
DEDUCTIONS
FOR ONE PIPE
D
A
B
H
BOTTOM
SLAB
H PER
FT. HT.
H MIN.
TOTAL
TOTAL
C.S.
R.C.
121'
3'-8"
2'-0"
2'-6'r
0.362
0.247
0.597
0.958
0.020
0.032
15"
3'-8J1
21-01t
2'-9'r
0.362
0.247
0.659
1.021
0.023
0.036
18"
31-811
21-01?
31 ^ O r'
0.362
0.247
0.720
1.082
0.038
0.049
24"
31-8J1
21-0'r
3'-8r'
0.362
0.247
0.865
1.227
0.059
0.085
30"
31.1311
21.0"
41-011
0.362
0.247
0.988
1.350
0.092
0.127
36"
31-811
22r„OOtr
4'-6"
0.362
0.247
1.112
1.474
0.132
0.178
l l t t t i
E t 1 I --
1
t t r -'--'-MEDIAN D.I.
DETAIL
(APRON SUPPORT NOTCH)
CL
0
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DOWEL "A"
SHEET 14F 1
840 a 1 8
NCDO
ROCK DOUGHNUT INLET PROTECTION
(NOT TO SCALE)
CONSTRUCTION SPECIFICATIONS
1. CLEAR THE AREA OF ALL DEBRIS THAT MIGHT HINDER
EXCAVATION AND DISPOSAL OF SPOIL.
2. INSTALL THE CLASS B OR CLASS 1 RIPRAP IN ASEMI-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 NCDOT #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 PROPERLY, AND STABILIZE WITH
GROUND COVER.
MAINTENANCE
INSPECT ROCK PIPE THEFT PROTECTION AT LEAST WEEKLY AND
AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT
AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE
SEDIMENT STORAGE AREA TO ITS ORIGINAL 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,
CHECK THE STRUCTURE FOR DAMAGE. ANY RiPRAP DISPLACED
FROM THE STONE HORSESHOE MUST BE REPLACED 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.
MAXIMUM .PLACEMENT OF POST USiNG HOGWIRE WITH
APPROVED EROSION CONTROL FABRICS TO BE 10 FEET. VARIES (SEE PLAN)
MAXIMUM PLACEMENT OF POST WITHOUT HOG WiRE USING �z' MIN'
APPROVED EROSION CONTROL FABRICS TO BE
8 FEET TO 8 FEET APART. POST
POST METAL T POST 5 FEET OR 6 FEET IN HEIGHT SILT -FENCE � SILT -FENCE
DEPENDING ON FILL SLOPE. OVER HOG WIRE OVER HOG WIRE
FABRIC 36 INCHES IN WIDTH (MUST MEET ENGINEERS
SPECIFICATIONS FOR EROSION CONTROL)
STONE #4 WASHED STONE TO BE PLACED 12 INCHES
DEEP AT SILT FENCE TOP VIEW
HOG WIRE
METAL FENCE POST METAL
SILT -FENCE.,,` SILT -FENCE FENCE POST SILT -FENCE
OVER HOG WIRE OVER HOG WIRE
1.5 FT. �
MIN.
Z
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M
SEDIMENT
CONTROL STONE STRUCTURAL STONE
� 1-5 FIT-
6�� ct;.. MIN.
N
FRONT VIEW
CRASS SECTION
NOTE:
STRUCTURAL STONE SHALL BE
(CLASS "B" STONE FOR EROSION.
CONTROL PURPOSES.
T #5 or #F
washed stone
TEMPORARY STONE OUTLET
FOR SILT FENCE
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CONSTRUCTION SPECIFICATIONS wV
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING V
THE INLET.
2. DRIVE 5 -FOOT STEEL POSTS 2 FEET INTO THE GROUND
SURROUNDING THE INLET. SPACE POSTS EVENLY AROUND THE
PERIMETER OF THE INLET, A MAXIMUM OF 4 FEET APART.
3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH.
SECURE THE WIRE MESH TO THE STEEL POSTS AT THE TOP,
MIDDLE, AND BOTTOM. PLACING A 2 -FOOT FLAP OF THE WIRE
MESH UNDER THE GRAVEL FOR ANCHORING iS RECOMMENDED.
4. PLACE LEAN GRAVEL (NCDOT #5 OR #57 STONE) ON A 2:1 SLOPE MAINTENANCE.
WITH A HEIGHT OF 16 INCHES AROUND THE WIRE, AND SMOOTH
TO AN EVEN GRADE.
5. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT
STABILIZED, REMOVE ACCUMULATED SEDIMENT,
AND
(1/2 INCH OR GREATER) RAINFALL EVENT. CLEAR THE MESH WIRE OF
ESTABLISH FINAL GRADING ELEVATION.
ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR
6. COMPACT THE AREA PROPERLY AND STABILIZE IT WITH
SUBSEQUENT RAINS. TAKE ARE NOT TO DAMAGE OR UNDERCUT THE
GROUNDCOVER.
WIRE MESH DURING SEDIMENT REMOVAL. REPLACE STONE AS
NEEDED.
T #5 or #F
washed stone
TEMPORARY STONE OUTLET
FOR SILT FENCE
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CONSTRUCTION SPECIFICATIONS wV
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING V
THE INLET.
2. DRIVE 5 -FOOT STEEL POSTS 2 FEET INTO THE GROUND
SURROUNDING THE INLET. SPACE POSTS EVENLY AROUND THE
PERIMETER OF THE INLET, A MAXIMUM OF 4 FEET APART.
3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH.
SECURE THE WIRE MESH TO THE STEEL POSTS AT THE TOP,
MIDDLE, AND BOTTOM. PLACING A 2 -FOOT FLAP OF THE WIRE
MESH UNDER THE GRAVEL FOR ANCHORING iS RECOMMENDED.
4. PLACE LEAN GRAVEL (NCDOT #5 OR #57 STONE) ON A 2:1 SLOPE MAINTENANCE.
WITH A HEIGHT OF 16 INCHES AROUND THE WIRE, AND SMOOTH
TO AN EVEN GRADE.
5. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT
STABILIZED, REMOVE ACCUMULATED SEDIMENT,
HARDWARE CLOTH &GRA VEL PROTECTION
(NOT TO SCALE)
0
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Ei PROJECT: 4914 '-
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ttt� z
OF 14
AND
(1/2 INCH OR GREATER) RAINFALL EVENT. CLEAR THE MESH WIRE OF
ESTABLISH FINAL GRADING ELEVATION.
ANY DEBRIS OR OTHER OBJECTS TO PROVIDE ADEQUATE FLOW FOR
6. COMPACT THE AREA PROPERLY AND STABILIZE IT WITH
SUBSEQUENT RAINS. TAKE ARE NOT TO DAMAGE OR UNDERCUT THE
GROUNDCOVER.
WIRE MESH DURING SEDIMENT REMOVAL. REPLACE STONE AS
NEEDED.
HARDWARE CLOTH &GRA VEL PROTECTION
(NOT TO SCALE)
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Ei PROJECT: 4914 '-
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ttt� z
OF 14

10'-0" Street
Tree Esm't
See Notes
E Utility Esm't 7,_6»
V
loge _ 1�2» /ft
10'-0" Street
Tree Esm't
See Notes
k Utility Esm't 10'-6"
��o O
�1 1/2" �Q
50' Right-of-way ^•�
TYPICAL 35' B -B ROAD SECTION
Not To Scale
50' Right -of -Way
10'-0" Street
» 2,_g'3'_g„ , „ 2, Tree Esm't
14'-g"
12 -D 5 -0 See Notes
Pavement Sidewalk Utility Esm't
1 2"
2929. %ft 1/4" /ft v?"
» •.. 1,
1
2'-6" ROLLED TYPE GUTTER
2" S-9.5 B Superpave Asphalt Mix
9" STBC, Type A or C 2'-6" Rolled Type 2'-6-
1-112" S-9.5 B Superpave Asphalt Mix Curb & Gutter
8" ABC, Type B 6" 1 2'-0'
TYPICAL 29' B -B ROAD SECTION 1,2" RADIUS ( 3" RADIUS
o, 3" RADIUS' 04
Not To Scale =
N
a
C s
2'-6" CURB & GUTTER
Roadway
Section
i
cV
STD. 840.038 FRAME,
GRATE AND HOOD
1U _U PLAN VIEW
10'-0" S-1 1/2' • 10'-0'
DEPRESSEDGUTTER UNE
RPp• (FLOW UNE)
i EXSPANSION JOINT
SEE STANDARD N0. 840.01
RENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL CATCH BASINS OVER 3'-8" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.68.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. NO. 840.00.
USE TYPE "E", "F" AND "G" GRATES UNLESS OTHERWISE INDICATED.
FOR 8'-0" IN HEIGHT OR LESS USE 6" WALLS AND BOTTOM SLAB. OVER
8'-0" TO 16'-0" IN HEIGHT USE 8" WALLS AND BOTTOM SLAB. ADJUST
QUANTITIES ACCORDINGLY.
CONSTRUCT WITH PIPE CROWNS MATCHING.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
50' Right-of-way
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10'-0" Street
"
36,-0" 2.5 2,
Pavement
d
14 1/2"
:.•
: a
1 T -g" »
15 -D
2'-g'-0" , »
5 -0
1.5
Tree Esm't
See Notes
Slope As Required 1�2,. eft
4:
= M
000
Z o -n
_.04
z a W
m a
2'-2"
Pavement
� 4
Z N
Sidewalk
=
Utility Esm't
o
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G
0.015
0.026
15"
0 0 - 00-
1%ft
t7
3'-0"
Z'.l. ami
Z
V
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2%
2�
0.023
0.036
1/4» /ft
,a LQ
2'-2"
.o
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Q
z=c=0
�v=
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0.235 0.887
W Z
2" S-9.5 B Superpave Asphalt Mix��:
1 -
co W -
WHERE 42" TO 54" PIPE IS USED
Z r
2+-6"
("�
9" STBC, Type A or C
2'-6" Rolled
Type
1-1/2" S-9.5 B Superpave Asphalt Mix
Curb & Gutter
0.235 1.001
0.059
s" ABC, Type B
30"
3'-0"
CURB TRANSITION SECTION
TYPICAL 35' B -B ROAD SECTION
Not To Scale
50' Right -of -Way
10'-0" Street
» 2,_g'3'_g„ , „ 2, Tree Esm't
14'-g"
12 -D 5 -0 See Notes
Pavement Sidewalk Utility Esm't
1 2"
2929. %ft 1/4" /ft v?"
» •.. 1,
1
2'-6" ROLLED TYPE GUTTER
2" S-9.5 B Superpave Asphalt Mix
9" STBC, Type A or C 2'-6" Rolled Type 2'-6-
1-112" S-9.5 B Superpave Asphalt Mix Curb & Gutter
8" ABC, Type B 6" 1 2'-0'
TYPICAL 29' B -B ROAD SECTION 1,2" RADIUS ( 3" RADIUS
o, 3" RADIUS' 04
Not To Scale =
N
a
C s
2'-6" CURB & GUTTER
Roadway
Section
i
cV
STD. 840.038 FRAME,
GRATE AND HOOD
1U _U PLAN VIEW
10'-0" S-1 1/2' • 10'-0'
DEPRESSEDGUTTER UNE
RPp• (FLOW UNE)
i EXSPANSION JOINT
SEE STANDARD N0. 840.01
RENERAL NOTES:
USE CLASS "B" CONCRETE THROUGHOUT.
PROVIDE ALL CATCH BASINS OVER 3'-8" IN DEPTH WITH STEPS 12"
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.68.
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR #4 BAR DOWELS AT
12" CENTERS AS DIRECTED BY THE ENGINEER.
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB
AS SHOWN ON STD. NO. 840.00.
USE TYPE "E", "F" AND "G" GRATES UNLESS OTHERWISE INDICATED.
FOR 8'-0" IN HEIGHT OR LESS USE 6" WALLS AND BOTTOM SLAB. OVER
8'-0" TO 16'-0" IN HEIGHT USE 8" WALLS AND BOTTOM SLAB. ADJUST
QUANTITIES ACCORDINGLY.
CONSTRUCT WITH PIPE CROWNS MATCHING.
CHAMFER ALL EXPOSED CORNERS 1".
DRAWING NOT TO SCALE.
50' Right-of-way
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BACK OF CURB
X
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"
36,-0" 2.5 2,
Pavement
PIPE
D
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a
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° m ----
L
Slope As Required 1�2,. eft
4:
= M
000
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z a W
m a
2'-2"
-- --
C? H
. jSjo ADD
Std. 2'-6" 03o [14 PLAN
Rolled Curb z X
SECTION X -X
FF
BE
TYPICAL CUL-DE-SAC 17
Not To Scale C7 z
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a
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T'. ,•9 o.. D' •tl. 0' •.O' 0.7
N
SECTION Y -Y '
�mRISERz
C > VARIESHT.-
01 17 c A
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v 6"
M g1 °' Do SEE NO
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H VARIESHT.
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WHERE 42" TO 54" PIPE IS USED J
DETAIL SHOWING METHOD i
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7'
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z
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lu
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GALVANIZED 'U" SUPPORT POST S
To SECURED wl7H cNCRE77
12
IN 12PLAN OF TOP SLAB SECTION S -S
" DIAMETER POST HOLE
OF 36' DEP7H (MINIMUM). n Z
FINISHED GRADE o I"'
Z H
CON
II -M CD 6"--{ E--{ #8 "W" BARS #4 BAR
II° I f
ii n = m > #4 BARS "V" iv
z @ EQUAL SPACES
�o>
„� II1=1I 4-4 0
u '=I III 0 #4 BARS "U" 1n
°II1-1I =
If••, =1 I W M SECTION R -R DOWEL
IIIIIIII rn (A G)
=1111 Z o
70
SHEET 2 OF 2
STOP SIGN DETAIL
NTS
Roadway
Section
EXSPANSION JOINT
ELEVATION
o B
0
C
D•
D o
o .
D"
6.
.o
SECTION J -J
WHERE 30" TO $6" PIPE IS USED
STD. NO. 840.66
Oy p
<Q H z 43" NOTE: USE TYPE "E", 'IF" AND "G" GRATE
-j5(0 'e v H 0 M UNLESS OTHERWISE NOTED.
LLJr �Z m0 -n"101
LLJQZLL OZ --t --1m
Q = =-n >m
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Cn
p
0
0 Z
N
OW
LL 1-4 J
OOCD�
z,,-ar--n
00"
O=-Mj'Z
PIPE
D
DIMENSIONS OF BOX AND PIPE
SPAN WIDTH WIDTH SPAN IMIN.
A B C G
z H>>
a
O
6"
CL r>�
< H
NO
4:
A
UJO
z a W
m a
2'-2"
-- --
� 4
Z N
HOOD ELEVATION
=
m a
:A A
.p I
ofU.
pi
p
0
0 Z
N
7oH*z
>co00
3'-078"
PIPE
D
DIMENSIONS OF BOX AND PIPE
SPAN WIDTH WIDTH SPAN IMIN.
A B C G
HEIGHT
H
COVER
DIMENSION
E F
O
6"
-
BARSW
N0. ILENGTH I
G
4:
6"
12"
z a W
m a
2'-2"
-- --
2'-9"
D D
HOOD ELEVATION
=
Q H
_ = a-
0
Z
0.235 0.772
0.015
0.026
15"
0 0 - 00-
2'-2"
t7
3'-0"
Z'.l. ami
Z
V
Z
wo
o
;HEET 1 OF 2
0.235 0.829
0.023
0.036
18"
,a LQ
2'-2"
.o
3'-3"
o,
Q
z=c=0
�v=
L
..
0.235 0.887
W Z
SECTION M -M
1 -
co W -
WHERE 42" TO 54" PIPE IS USED
Z r
U
N
J z v
M M W
PLAN PLAN
- EXPANSION JOINTS
4'-6" 4'-E
STD. 840.03
PLAN
CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
TOP
all
USE ON FLAT ELEV. EXPANSION JOINT
GRADES 296 AND UNDER
3'-0"1I DEPRESSED GUTTER LINE
EXPANSION JOINT I Go
ELEVATION
NORMAL CURB AND GUTTER ON LIGHT GRADES
NORMAL GUTTER LINE
8. EXPANSION JOINT 6,
USE ON GRADES VER 2% ELEV.
DEPRESSED GUTTER LINE
EXPANSION JOINT i 10n I 6'-0"
MAX.
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
:A A
.p I
ofU.
pi
p
0
PLAN PLAN
- EXPANSION JOINTS
4'-6" 4'-E
STD. 840.03
PLAN
CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
TOP
all
USE ON FLAT ELEV. EXPANSION JOINT
GRADES 296 AND UNDER
3'-0"1I DEPRESSED GUTTER LINE
EXPANSION JOINT I Go
ELEVATION
NORMAL CURB AND GUTTER ON LIGHT GRADES
NORMAL GUTTER LINE
8. EXPANSION JOINT 6,
USE ON GRADES VER 2% ELEV.
DEPRESSED GUTTER LINE
EXPANSION JOINT i 10n I 6'-0"
MAX.
ELEVATION
NORMAL CURB AND GUTTER ON STEEP GRADES
* RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT
A ALIGN FRAME WITH INSIDE
EDGE OF WALL TO ALLOW
FOR VERTICAL ADJUSTMENT -/°•'o.`
WALL SECTION-
SECTION
ECTION SECTION - RR
rn PLAN
700 z FRAME, GRATE, & ,HOOD ASSY
C:
O
M M C/)
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CA
41
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H C7 SECTION - AA
v" v
-
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NO a 6„
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z
T r, Err
316 r1 31_011 Sitrr
�"G SECTION - '. KK
SHEET1 OF 2 SHEET 1 OF 2
840.02 840.03
v
z
1
►L ►M
DETAIL SHOWING TYPES OF GRATES
MINIMUM DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH BASIN(BASED ON MIN. HEIGHT, H, WITH NO RISER)
7oH*z
>co00
3'-078"
PIPE
D
DIMENSIONS OF BOX AND PIPE
SPAN WIDTH WIDTH SPAN IMIN.
A B C G
HEIGHT
H
COVER
DIMENSION
E F
BARS -U
NO. LENGTH
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BRASS MARKER PLATE MARKED PLATE
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AT S ",
LAYING .�'� , g , /
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CAST THE LETTERS "MV" IN CONDITIONS DESCRI TION PROJECT USE �`
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TYPICAL VALVE BOX DETAIL W TIE HYDRANT TO MAIN LINE 2-0
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NO SCALE to
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TYPICAL FIRE HYDRANT INSTALLATION DETAI W NO ES:
VALVE Box No SCALE Q6� 1. INSTALL METER AT R/W q
6"-8" ExcEss 2 INSIDE(A) 2'/SLEEVESERVICE LINES MUST BE INSTALLEDLD
LOOPED IN BOX PLACE EMPTY VALVE BOX AT INTERVALS WHERE Co _ cn
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NOTE: No. 1 w w 4. SLEEVES SHOULD BE SCHEDULE 40 PVC PIPE. ( o
DRILL HOLE PRECAST C ONC RETE PROTECTION RING EXISTING STORM SEWER CL 5. SEE DETAIL FOR SERVICE MATERIAL AND METER
F N
VALVE BOX.
FOR TRACER WIR BACKFILL TO EDGE J SETTING ' 2
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I ''•• .II .I 24" MIN.
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NOTES: ENCASEMENT AREA TO INCLUDE 6'
AT PIPE INTERSECTIONS, MULTIPLE 1. CONCRETE SHALL BE 3,000 PSI MIN.
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ONE VALVE. FAIRLY DRY, THUS MAKING THE CONCRETE WEDGE
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' WITH 10 MIL. POLYETHYLENE PRIOR TO POURING X
BLOCKING. 2" PVC LEEVE W/ 3/4" CARRIER uS cn
5. VOLUME OF THRUST BLOCKING SHALL BE AS SHOWN X cu
P.V.C. PIPELINE
ON THE THRUST BLOCKING SCHEDULE. w s
LENGTH OF ENCASEMENT Z O p a
TO BE STORM SEWER 0 _j co
TRACER WIRE TO BE LAID Q �' > > p co w
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NOTES:
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SINGLE 3/4" SERVICES z I- N I- a- _
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2. PLACE TRACER WIRE IN VALVE BOX AT 1,000" INTERVALS OR AS NOTED ON THE PLANS, TYPICAL. a a aof CL
NO SCALE R W p �C Q Q 0 W p Q o
3. DO NOT SPLICE WIRE WHEN BEGINNING A NEW SPOOL INSTEAD INSTALL A VALVE BOX AND ATTACH EACH WIRE WITH A °•. °• 4 A 9 _ �m = 0 r
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X PROPERTY LINE 0- ? c
w
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18" MIN. d" W
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III III I III I I J A III 111 I I „ „ 004 aq9 .Qn . �� .pq� .�.q ..o ..:..:..•:.•:.•:.:•::
24 MIN. - 12 0 OR LESS :•: op'D°t94°od.¢opb:ap0°i14ao�- .:}:..:•.•:.:.•:..,.:.:{:::.: o COMPACTED TO 100 %MAXIMUM, DRY DENSITY z BACKFILL AS
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VALVE NUT ONLY -•
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N1TH GRIP RING Mlll--QE 2-4BRASS RE
PIPE NIPPLE 2" DIA
RICK TO OR LONGER TO BRING PIPE
2 BRASS SUPPORT UP TO FINISHED GRADE
THREADED VALVE BOX
PIPE NIPPLE
PIPE O.D. PLUS 18" FOR PIPES UNDER 33" O.D. PIPE O.D. + 18" FOR PIPES UNDER 33" O.D.
PIPE O.D. PLUS 24" FOR PIPES OVER 33" O.D. PIPE O.D. + 24" FOR PIPES OVER 33" O.D. a
NOTE: C
1. "SERVICE CONNECTION" IN PROPOSAL TO INCLUDE SERVICE SADDLE,
MIN 18" < 45' BEND, CORPORATION COCK AND ALL LABOR INVOLVED IN <D
MAKING A COMPLETE SERVICE CONNECTION.
B 4' o
PIPE NIPPLE 2" DIA MIN. 1/3 C.Y. AT 3000 P.S.I. '•4 . eCONCRETE ••
2. SERVICE PIPING TO BE 3/4"
D CAP ON PLUG
WITH 2"THREADED PORT 3. ALL BRASS FITTINGS SHALL BE COMPRESSION TYPE EE PROJECT: 4914 ~
LTi
TYPICAL PERMANENT BLOW—OFF ASSEMBLY DETAIL W
TYPICAL WATER SERVICE CONNECTION S 012 z
NO SCALE 4 TYPICAL THRUST BLOCK DETAIL(W'TYPICAL TRENCH IN BITUMINOUS SURFACE AREAS DETAIL W USING TAPPINGS SADDLE DETAIL W
NO SCALE
OF 14
NOTE: SEE TYPICAL VALVE BOX DETAIL NO SCALE
Q NO SCALE 1 3
FOR BRICK INSTALLATION
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NOTES:
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45° BEND
SERVICE LINE TO
CORPORATION METER CONNECTION
CORPORATION
COCK-A.Y. MCDONALD
NEW COMPACTED eacKFILL
plpE C
C
1. PAVEMENT SHALL BE CUT TO TRUE LINE AND
REMOVED BEFORE TRENCH IS CUT.
2. STONE AND PAVEMENT TO BE PLACED WITH LEASTE
INTERFERENCE To TRAF
TRAFFIC,
3. STABILIZED AGGREGATE TO BE SECURED FROM AN
APPROVED QUARRY.
WATER LINE
H
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cn
o
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4. ALL PAVEMENT REPAIRS TO BE IN ACCORDANCE
WITH N.C.D.O.T. SPECIFICATIONS.
SERVICE SADDLE - A.Y. MCDONALD OR EQUAL
STYLE HINGED 38 1 FOR 3 4°
SERVICE SADDLE 9 A.Y. MCDONALD OR EQUAL
TRENCH WIDTH
J
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PIPE O.D. PLUS 24" FOR PIPES OVER 33" O.D. PIPE O.D. + 24" FOR PIPES OVER 33" O.D. a
NOTE: C
1. "SERVICE CONNECTION" IN PROPOSAL TO INCLUDE SERVICE SADDLE,
MIN 18" < 45' BEND, CORPORATION COCK AND ALL LABOR INVOLVED IN <D
MAKING A COMPLETE SERVICE CONNECTION.
B 4' o
PIPE NIPPLE 2" DIA MIN. 1/3 C.Y. AT 3000 P.S.I. '•4 . eCONCRETE ••
2. SERVICE PIPING TO BE 3/4"
D CAP ON PLUG
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LTi
TYPICAL PERMANENT BLOW—OFF ASSEMBLY DETAIL W
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NO SCALE 4 TYPICAL THRUST BLOCK DETAIL(W'TYPICAL TRENCH IN BITUMINOUS SURFACE AREAS DETAIL W USING TAPPINGS SADDLE DETAIL W
NO SCALE
OF 14
NOTE: SEE TYPICAL VALVE BOX DETAIL NO SCALE
Q NO SCALE 1 3
FOR BRICK INSTALLATION

Jdf L
w
D
[3
1�•
Z
SERVICE LINE
FROM STREET
METER SETTER
CENTERED
IN BOX
BRICK SUPPORT
1' FROM EDGE OF ROW a
METER BOX LID, CAST IRON
" X 18"
SS NIPPLE
�/4 inch Gate Volve
Required or,
Ctistarner side
Within 12 inches of
the Meter Box
METER TO BE INSTALLED N V. Locution down stream of the cuL-oil vove
METER SETTER WITH
DOUBLE CHECK VALVE
1. METER AND SERVICE LINE NOT IN CONTRACT UNLESS SPECIFIED (BACKFLOW PREVENTER)
2. INCLUDE STONE IN PRICE OF METER BOX.
3. METER SETTER SIZE AS NOTED ON PLANS.
4. ALL BRASS FITTINGS SHALL BE COMPRESSION TYPE.
TYPICAL 3/4" METER SETTER INSTALLATION DETAI
NO SCALE
PLAN
ELEVATION { A )
0
24"X18" I#crTeeirsr n eo
VI
ISOMETRIC
+ + + + + + + + + +
+ + + + + + + + + +
+ + + + + + + + + +
+++++++ I8MA++++++ +
+ + + Ae7I~ + + A
++++METER. +++
+ + + + + + + + + +
16 314"
CAST IRON
11"
TYPICAL METER BOX DETAIL FOR 3/4" SERVICE
NO SCALE
HAND PLACED
DENSELY COMPACTED
BACKFILL TO 1 FT.
ABOVE TOP OF PIPE
BEDDED PIPE -
MINIMUM STONE
EMBEDMENTAS
INDICATED. GREATER IF
REQUIRED BY
MANUFACTURER -
SHAPED STONE
TO PROVIDE BEARING
ALONG ENTIRE LENGTH
OF PIPE BARREL
HAND PLACED
DENSELY COMPACTED
BACKFILL TO 1 FT,
ABOVE TOP OF PIPE
BEDDED PIPE -
MINIMUM STONE
EMBEDMENTAS
INDICATED. GREATER IF
REQUIRED BY
MANUFACTURER -
SHAPED STONE
TO PROVIDE BEARING
ALONG ENTIRE LENGTH
OF PIPE BARREL
D18k3" D14
24" + O.D. MAX.
12" + O.D. MIN.
SANITARY SEWER
(0'—B' DEPTH)
PIPE LAYING
CONDITION "A"'
DI&3 1 D12
""
/ } PIPE
/ O.D. 24H + O -D. MAX,
12"+O.D. MIN.
SANITARY SEWER
(<8'-16' DEPTH)
PIPE LAYING
CONDITION "13"
TYPICAL PIPE LAYING CONDITION DETAIL_
NO SCALE
NO
TE:
1. THE FLOW CHANNEL THROUGH MANHOLES SHOULD BE MADE
TO CONFORM IN SHAPE AND SLOPE TO THE SEWER MAIN -
2. CHANGE IN DIRECTION OF THE CHANNEL SHALL NOT BE
EXCEED 90 DEGREES.
3. SEE DETAIL S-24 FOR TYPICAL MANHOLE: STRUCTURE.
TYPICAL MANHOLE INVERT DETAIL S
NO SCALE r1
I d °
PLACED
.-I
NOTE-
NOTE: PIPE SHALL BE BEDDED UP TO
V inside
ABOVE T
EASEMENT SHALL BE PROVIDED FOR SERVICE
SPRING LINE AND MINIMUM 4" BELOW
RW
CAST IRON VALVE BOX
WHERE SERVICE CONNECTION IS PLACED
N_�I
ENT AS
r.. •I
I• I
ENCOUNTERED.
I. a
I = I
-TUBER -
! dl
D STONE
CRASSLEANOUT PLUG
D GAP
I''!I
E LENGTH
OF PIPE
PSK MANHOLE CONNECTOR I :' 1
Ex. MANHOLE
(OR APPROVED EQUAL) PIPE
w
- _
TO MANHOLE CONNECTOR I; I
aw
1- a 1
UNDISTURBED EARTH
III I
CORE BORE
PROPOSED
EJC. MANHOLE
In_
SEWER I
I •. BRICK &MORTAR INVERT
I' • I, g II • E
co
BEDDED PIPE - O.D.-'-- BE INSTALLED AT 1 112 TO 2° DEEP.
1}r� AT'SLOPE
-
ON ALL INVERTS
4" PVC VERTICA
CORE BORE
AT EX.
MANHOLE
TYPICAL PIPE LAYING CONDITION DETAILS
NO SCALE
FINISHED GRADE
BASE COURSE
COMPACTED FILL
FRAME & COVER
•
1.5" MIN.
} STD. MANHOLE
I. RING & COVER
;d 4
RAM -N E K
SEALANT
TYPICAL SEWER SERVICE CNNECTION DETAIL S
NO SCALE 29
USE MIN. 4 EA. 318" ANCHOR
BOLTS TO SECURE FRAME TO MANHOLE
---BASE COURSE
COMPACTED FILL
.o a
NOTE:
FRAME CONCRETE ENCASEMENT SHALL ONLY BE
USED IN AREAS WHERE COVE=R IS TO BE FLUSH
WITH PAVEMENT OR CONCRETE. CONCRETE
ENCASEMENT SHALL NOT BE USED IN
NON -TRAFFIC AREAS AND ABOVE GRADE
INSTALLATIONS.
TYPICAL STANDARD MANHOLE
FRAME & COVER DETAIL S
NO SCALE r71
HA PLACED
DENSELY CC MPACTED
BACKFI L TO 1 FT.
ABOVE T P OF PIPE
BEDDIED PIPE -
SHAPED SI
TO PROVIDE
ALONG ENTIRE
OF PIPE
RELPIPE
O.D. 24'" + D.D. MAX.
MON.
SANITARY SEWER
(DUCTILE IRON ONLY)
(0'-16' DEPTH)
PIPE LAYING
CONDITION "C"
HAN
PLACED
DENSELY CC
NOTE-
NOTE: PIPE SHALL BE BEDDED UP TO
V inside
ABOVE T
EASEMENT SHALL BE PROVIDED FOR SERVICE
SPRING LINE AND MINIMUM 4" BELOW
RW
CAST IRON VALVE BOX
WHERE SERVICE CONNECTION IS PLACED
BOTTOM OF PIPE WHEN WET AREAS ARE
ENT AS
INDICATED. AGR
OUTSIDE OF RNV DUE TO PHYSICAL CONSTRAINTS.
OUTSIDE
ENCOUNTERED.
IRED BY
WI CHARLOTTE HUB
-TUBER -
HAND PLACED
D STONE
CRASSLEANOUT PLUG
D GAP
DENSELY COMPACTED
E LENGTH
OF PIPE
BARREL
BACKFILL TO I FT.-- - ---
w
w
- _
�
z
aw
o
UNDISTURBED EARTH
III I
I I I I I �-
- - ELECTRONIC MARKER BALLS AT 1 GOP ON
In_
-PIPE- CENTER & AT BENDS, MARKER BALLS SHALL
co
BEDDED PIPE - O.D.-'-- BE INSTALLED AT 1 112 TO 2° DEEP.
-
4" PVC VERTICA
NOTE: MARKER BALLS SHALL BE INSTALLED
SCH 40 PVC VE
TICAL
SHAPED SUBGRADE - - CONCURRENTLY WITH PIPE=. MARKER
W
- I BALLS SHALL NOT BE INSTALLED AFTER
SHALL PROVIDE BEARING - -
MAX.
4" SWEEP WYE
TRENCH HAS BEEN COMPLETELY
ALONG ENTIRE LENGTH #
STOP AT R/W
SCH 40 PVC
BACKFILLED.
OF PIPE BARREL
SERVICE LINE
112 PIPE O.D.
SCH 40 PVC
24" + O.D. MAX.
45° SANITARY TEE IN-LINE WYE
12" + O.D. MIN.
(SAME MATERIAL FITTING, FOR NEW
AS MAIN) CONSTRUCTION OR
NOTE:
ROMAC-CB SADDLE
FORCE MAINS 8"0 AND SMALLER SHALL
PLUG
FOR TAP ON EXISTING
HAVE MINIMUM OF 3' COVER. FORCE
(DO NOT GLUE)
SANITARY SEWER MAIN.
MAINS LARGER THAN 8R. SHALL HAVE A
_
TEE BRANCH
MINIMUM OF 3'-fi" C{3VER.
Q
SLOPE MIN. 1 /m
.5:
FORCE MAIN
PIPE LAYING
v
cr;
O
SANITARY SEWER
CONDITION "E"
rl
I
MAIN
TYPICAL PIPE LAYING CONDITION DETAILS
NO SCALE
FINISHED GRADE
BASE COURSE
COMPACTED FILL
FRAME & COVER
•
1.5" MIN.
} STD. MANHOLE
I. RING & COVER
;d 4
RAM -N E K
SEALANT
TYPICAL SEWER SERVICE CNNECTION DETAIL S
NO SCALE 29
USE MIN. 4 EA. 318" ANCHOR
BOLTS TO SECURE FRAME TO MANHOLE
---BASE COURSE
COMPACTED FILL
.o a
NOTE:
FRAME CONCRETE ENCASEMENT SHALL ONLY BE
USED IN AREAS WHERE COVE=R IS TO BE FLUSH
WITH PAVEMENT OR CONCRETE. CONCRETE
ENCASEMENT SHALL NOT BE USED IN
NON -TRAFFIC AREAS AND ABOVE GRADE
INSTALLATIONS.
TYPICAL STANDARD MANHOLE
FRAME & COVER DETAIL S
NO SCALE r71
HA PLACED
DENSELY CC MPACTED
BACKFI L TO 1 FT.
ABOVE T P OF PIPE
BEDDIED PIPE -
SHAPED SI
TO PROVIDE
ALONG ENTIRE
OF PIPE
RELPIPE
O.D. 24'" + D.D. MAX.
MON.
SANITARY SEWER
(DUCTILE IRON ONLY)
(0'-16' DEPTH)
PIPE LAYING
CONDITION "C"
HAN
PLACED
DENSELY CC
OPACTED
BACKFI
L TO 1 FT,
ABOVE T
OF PIPE
BED
D PIPE -
MINIMU
STONE
EMBED
ENT AS
INDICATED. AGR
TER IF
REQ
IRED BY
MANUF
-TUBER -
SNAP
D STONE
TO PROVIDE
BEARING
ALONG ENTIR
E LENGTH
OF PIPE
BARREL
r O12
D18z3'° d
Yz PIPE
O.D.
24" + Q.D. MAX.
SANITARY SEWER
(DUCTILE IRON ONLY)
(}16' DEPTH)
PIPE LAYING
CONDITION "D"
TYPICAL PI E LAYING CONDITION DETAIL S
NO SCALE 7
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NOTE:
IN NDN -TRAFFIC AREAS,TOP OF FRAME AND COVER SHALL BE
INSTALLED AT LEAST 2 FT ABOVE FINISH GRADE OR
AT LEAST 1 FT ABOVE FLOOD STAGE.
i__ __ ____ .
8"
8" MAX. PA FOR ER 0
iD SPACER
2,-O„ 3'-U'
OR 4'-0"
r
d;
;-
ECCENTRIC
TAPER UNIT
STANDARD MANHOLE;
RING AND COVER
USE 4 EA. W" ANCHOR BOLTS
TO BOLT FRAME TO SPACER.
USE ROPE C
MA TI SEAL
S
BETWEEN FRAME AND SPACER.
MANHOLE STEPS
16" O.C.
SEE DETAIL S-27
JOINTS SHALL BE SEALED
,,WITH A RUBBER O-RING
GASKET OR ROPE MASTIC SEAL.
CEMENT GROUT All JOINTS
INS
'\: ' � 117E AND OUT
.. RISER UNIT .
'• 4' DIA. MIN. _
y _ .
O•
O■t
■ ■ : ■r
(REQUIRM OVER 1Z) I
I
�
111 .r
.s .................�sr sa. rc�.rFa �, ear i............. io ;.
l ■ t■ .-r_r �_r_ ._r-i_i_■i_t_�-i_*_s=@_r • OZr_r-e= ?
5„
BRICK & MORTAR INVERT
MIN.
� MIN. 6" GRAVEL BEDDING
TYPICAL STANDARD PRECAST CONCRETE MANHOLE DETAI#__.
NO SCALE
NOTES:
1. SEE DETAIL S-28 FOR TYPICAL INVERT.
NOTE: Mill vl 1,",-1-1— —1
1 EA. JOINT OF DUCTILE IRON PIPE SHALL BE CENTERED
UNDER STORM PIPE FOR ALL CROSSINGS.
TED SOIL
COPOLYMER POLYPROPYLENE
PLASTIC M.A. INDUSTRIES MODEL
U@ PSI -PF OR APPROVED EQUAL.
TYPICAL POLYPROPYLENE PLASTIC STEP DETAIL
NO SCALE
NOTE.
1. PIPE SIZE FOR DROP TO EQUAL
INFLOW SEWER PIPE SIZE.
2. FITTINGS FOR DROPS SHALL BE C-900
OR SCHEDULE 4D PVC.
3, SAW --CUT OR DRILL ALL HOLES FOR
PIPE AND BOLTS.
4. DROP -MANHOLE MANDATORY WHEN
DIFFERENTIAL BETWEEN INVERTS IS
GREATER THAN 24".
S. SEE DETAIL S-28 FOR TYPICAL INVERT
MANHOLE STEI
SEE DETAIL S-27
Y"x 2" SS
SUPT
RUR R
NO SCALE
TANDARD PRECAST MANHOLE
RUBBER BOOT
PE 316 S.S.
PANSION ANCHORS
91l' BEND
RULE 15A NCAC 2T.0305 PROVIDES DESIGN CRITERIA FOR SEWER LINE EXTENSIONS
TYPICAL STORM SEINER CROSSING INCLUDING REQUIRED SEPARATION DISTANCES. THE RULE REQUIRES THAT SEWER
SEINER DETAIL FOR SANITARYr_S_'�
SYSTEMS BE LOCATED AT LEAST 50 FEET AWAY FROM ALL WETLANDS AND PROVIDES
NO SCALE Q1 ALTERNATIVE CRITERIA FOR INSTANCES WHEN THE SETBACK CANNOT BE
MAINTAINED. THE FOLLOWING PROVISIONS ARE RELEVANT TO THIS POLICY:
NOTE:
1 EA. JOiNT OF DUCTILE IRON PiPE SHALL BE CENTERED
UNDER WATER LINE FOR ALL CROSSINGS.
TYPICAL WATER LINE CROSSING
FOR SANITARY SEWER DETAIL S
NO SCALE 32
(f) The following minimum separations shall be provided for the sewer system except as allowed
by Paragraph (g) of this Rule:
Waters classified WS (except WS -I or WS -V), B, SA, ORW, HQW, or SB from normal high
water (or tide elevation) and wetlands ... 50 feet
(g). Alternatives where separations in Paragraph (f) of this Rule cannot be eachieved.
(5) for all other separations, materials, testing methods and acceptability standards meeting
water main standards (15A NCAC 18C) shall be specified..
TEST PROCEDURES FOR HYDROSTATIC TESTING OF GRAVITY SEWER WITHIN 50FT OF
WETLAND LIMITS:
2016 HCDPU REQUIRED UTILITY NOTES
(Revision 6 - June 2016) .
The folWAT w :
ing utility notes should be added to the coversheet of utility plans for projects located in Harnett County
ER
A. The Fire Marshal's Office shall approve all hydrgnt types and locations in new subdivisions. However, Harnett
County Department of Public Utilities (HCDPU) prefers the contractors to install one of the following fire hydrants:
L Mueller - Super Centurion 250 A--423 model with a 5j4" main valve opening three way (two hose nozzles and
one pumper nozzle);
2 American Darll g - Mark B -84-B model with a 534" main valve opening three way (two hose nozzles and one
pumper nozzle;
3. aterous - P cer B-67-250 model with a 534" main valve opening three way (two hose nozzles and one
pumper nozzle or approved equal for standardization.
B.Fire hydrants are installed at certain elevations. Any grade change in the vicinity of any fire hydrant which impedes
its operation shah become the responsibility of the Utility Contractor for correction. Corrections will be monitored by
the HCDPU Utility Construction inspector and the Harnett County Fire Marshal.
C.The Professional Engineer (PE) shall obtain and provide the NCDENR "Authorization to Construct" permit to the Utility
Contractor before the construction of the water line shall begin. The Utility Contractor must post a copy of the
NCDENR Authorization to Construct" permit issued by the North Carolina Department of Environment and Natural
Resources - Division of Environmental Health, Public Water Supply Section (NCDENR--DEH,PWSS) on site prior to the
start of construction. The permit must be maintained on site throughout the entire construction process of the
proposed water lines that will serve this project.
D.The Utility Contractor shall l notifY Harnett County. Department of
Public Utilities(HCDPU) and the Professional Engineer
(PE) at least two days prior to construction commencing. The Utility Contractor must schedule a pre -construction
conference with Mr. Alan Mass, HCDPU Utility Construction inspector at least two (2) days before construction will begin
and the Utility Contractor must coordinate with HCDPU for regular inspection visitations and acceptance of the water
system(s). Construction work shall be performed only during the normal working hours of HCDPU which is 8:00 am -
5:00 m Monde through Friday. Holiday n
R Y 9
d and weekend wank is not ermitted b HCDPU
Y Y
P Y
E.The Professional Engineer (PE) shall provide HCDPU and the Utility Contractor with a set of NCDENR approved plans
marked 'Released For Construction" at ieast two days prior to construction commencing. The Registered Land Surveyor
(RLS) should stake out all lot corners and the grade stakes for the proposed finish grade for each street before the
Utility Contractor begins construction of the water line(s). The grade stakes should be set with a consistent offset
from the street centerline so as not to interfere with the street grading and utility construction,
F. The Utility Contractor shall provide the HCDPU Utility Construction Inspector with material submittals and shop
drawings for all project materials Prior to the construction of any water line extension(s), and associated water
services ces r n Harnett County. The materials to be used an the project must meet the established specifications of
HCDPU and be approved by the Engineer of Record prior to construction. All substandard materials or materials not
approved for use in Harnett County found on the project site must be removed immediately when notified by the
HCQPU Utility Construction Inspector.
G.The water main(s), fire hydrants, service lines, meter setters and all associoted appurtenances shall be constructed in
strict in accordance with the standard specifications of the Harnett County Department of Public Utilities (HCDPU).
The Utility Contractor shaif be responsible to locate the newly instolted water main(s), water service lines and all
o ci
sea gted meter setters and meter boxes for other utility companies and their contractors until the new water
main(s) have been approved by the North Carolina Department of Environment and Natural Resources - Division of
nvir nm I
E n a eta Health, Public Water Supply Section (NCDENR-DEH, PWSS)and accepted by HCDPU.
H. Prior to acceptance, all services will be inspected to insure that they are installed at the proper depth. All meter
boxes must be flush with the ground level at finish grade and the meter setters must be a minimum of 8" below the
meter box lid. Meter setters shall be centered in the meter box and supported by brick, block or stone.
I. The Utility Contractor shall provide the Professional Engineer (PE) and HCDPU Utility Construction inspector with a set
of red line drawings identifying the complete water system installed for each project. The red line drawings should
Identify the materials, pipe sizes and approximate depths of the water lines as well as the gate valves, fire hydrants,
meter setters, blow off assemblies and all associated appurtenances for all water line(s) constructed in Harnett County.
The red line drawings should, clearly identify any deviations from the NCDENR opproved plans. All change orders must
be approved by HCDPU and the Professional Engineer (PE) in writing and properly documented in the red line field
drawings.
J. Potable water mains crossing other utilities and non—potable water lines (sanitary sewer, storm sewer, RCP, etc.) shall
be laid to provide a minimum vertical distance of twenty --four (24) inches between the potable water main and all
other utilities.
NCDOT requires the new water mains to be Installed, under the storm water lines. The potable water
main shall be installed with twenty—four (241 inches of vertical separation and with ductile iron pipe when designed to
be placed under a non -potable water line such as sanitary sewer or storm sewer lines. If these separations cannot
be maintained then the water main shall be installed with ductile iron pipe. Both the potable water main and the
non -potable water line must be cast iron or ductile iron pipe p p p (DIP) if the state minimum separations cannot be
maintained. The ductile iron pipe must be laid so the mechanical joints are at least (10') feet from the point where
the potable water main crosses the non -potable water line.
K.Potable water mains installed porallel to non -potable water lines (sanitary sewer, storm sewer, RCP, etc.) shall be $aid
to provide a minimum horizontal distance of ten (10') feet between the potable water main and sanitary sewer mains,
sewer laterals and services. The horizontal separation between the potable water main and any other utility or storm
sewer shall not be less than five (5) feet. The potable water main must be ductile iron pipe if this horizontal
separation of ten (10') feet cannot be maintained. The ductile iron pipe shall extend at least ten (10') feet beyond
the point where the minimum required horizontal separation of ten (10) feet can be re—established.
L.Meter setters shall be installed in pairs on every other lot line where possible to leave adequate space for other
utilities to be installed at a later time. The meter setters shall be installed of least one (1') foot inside the
right-of-way and at least three (3') to five (5') feet from the property line between the lots.
M. HCDPU requires that meter boxes for 34" services shall be 12" wide x 17" long ABS plastic boxes at least 18" in
height with cast iron lids/covers. Meter boxes for 1" services shall be 17" wide x 21' long ABS plastic boxes at least
18" in height with plastic lids and cast iron flip covers in the center of the lids. Meter boxes for 2" services shall be
20" wide x 32" long ABS plastic boxes at least 20" in height with plastic lids and cast iron flip covers in the center
of the lids.
N. Master meters must be installed in concrete vaults sized for the meter assembly and associated appurtenances so
as to provide at least eighteen (18) inches of clearance between the bottom of the concrete vault and the bottom of
the meter setter. The master meter must be provided test ports if the meter is not equipped with test ports from
the manufacturer in accordance with the HCDPU established standard specifications and details. Ductile iron pipe must
be used for the master meter vault piping and valve vault piping. The Utility Contractor must provide shop drawings
for the meter vaults to HCDPU prior to ordering the concrete vaults.
0. The Utility Contractor will install polyethylene SDR -9 water service iines that cross under the pavement inside a
schedule 40 PVC conduit to allow for removal and replacement in the future. Two (2) independent ala" water service
lines may be installed inside one (1) - two (21 inch schedule 40 PVC conduit or two (2) independent 1" water service
lines may be installed Inside one (1) - three (3") inch schedule 40 PVC conduit, but each water service shall be
topped directly to the water main. Split services are not allowed by HCDPU.
P.The water main(s), fire hydrants, gate valves, service lines, meter setters and associated appurtenances must be rated
for 200 psi and hydrostatically pressure tested to 200 psi, The hydrostatic pressure test(s) must be witnessed by the
HCDPU Utility Construction Inspector. The Utility Contractor must notify HCDPU when they are ready to begin filling in
lines and coordinate with Harnett County to witness oil pressure testing.
Q. The Utility Contractor shall conduct a pneumatic pressure test using compressed air or other Inert gas on the
stainless steel tapping sleeve(s) prior to making the tap on the existing water maim. This ,pneumatic pressure test
must be witnessed by the HCDPU Utility Construction Inspector. The Utility Contractor shall use Romac brand stainless
steel topping sleeve(s) or approved equal for all taps made In Harnett County. All new water line extensions must
begin with a resilient wedge type gate valve sized equal to the diameter of the new water line extension in order to
provide a means of isolation between Harnett County's existing_ water mains and the new water line extensions under
construction.
R.AII water mains will be constructed with SDR -21 PVC Pipe or Class 50 Ductile iron Pipe rated for at least 200 psi or
greater. All pipes must be Protected during loading, transport, unloading, staging, and installation. PVC pipe must be
protected from extended exposure to sunlight prior to installation,
S.AII water mains will be flushed and disinfected in strict accordance with the standard specifications of the Harnett
County Department of Public Utillties. All water samples collected for bacteria testing will be collected by the HCDPU
Utility Construction Inspector end tested in the HCDPU Laboratory.
T.AII Fittings larger than two (2") inches diameter shall be ductile iron. HCDPU requires that mechanical joints be
assembled with grip rings as "Megalug" fittings are not approved by Harnett County for pipe sizes smaller than twelve
inches (12') diameter. PVC pipe used for water mains shall be connected by slip joint or mechanical joint with grip
rings. Glued pipe joints are not allowed on PVC pipe used for water mains In Harnett County.
U. HCDPU requires that the Utility Contractor Install tracer wire in the trench with all water lines. The tracer wire
shall be 12 ga. insulated, solid copper conductor and it shall he terminated at the tap of the valve boxes or manholes,
No spliced wire connections shall be made underground on tracer wire Installed in Harnett County. The tracer wire
may be secured with duct tape to the top of the pipe before backfilling.
V.The Utility Contractor will provide Professional Engineer (PE) and the HCDPU Utility Construction Inspector with a set of
red line field drawings to identify the installed locations of the water Iine(s) and all associated services. All change
orders must be pre -approved by HCDPU and the Professional Engineer (PE) In writing and properly documented in the
red line field drawings.
W. The Utility Contractor shall spot dig to expose each utility pipe or line which may conflict with construction of
proposed water line extensions well in advance to verify locations of the existing utilities. The Utility Contractor shall
provide both horizontal and vertical clearances to the Professional Engineer (PE) to allow the PE to adjust the water
line design in order to avoid conflicts with existing underground utilities. The Utility Contractor shall coordinate with
the utility owner and be responsible for temporary relocation and/or securing existing utility pales, pipes, wires, cables,
signs, and/or utilities including services in accordance with the utility owner requirements during water line installation,
grading and street construction.
}[.Prior to the commencement of any work within established utility easements or NCDOT right-of-ways the Utility
Contractor is required to have a signed NCDOT encroachment agreement posted on site and notify all concerned utility
companles in accordance with G.S. 87-102. The Utility Contractor must call the NC One Call Center at 811 or
[phone] to verify the location of existing utilities prior to the beginning of construction. Existing utilities
shown in these plans are taken from maps famished by various utility companies and have not been physically
located or verified by the P.E. (I.e. TELEPHONE, CABLE, WATER, SEWER, ELECTRICAL POWER, FIBER OPTiC, NATURAL
OAS, ETC.). The Utility Contractor will be responsible to repair any and all damages to the satisfaction of the
related utility company.
Y.The Utility Contractor shall provide HCDPU with at least one (1) fire hydrant wrench and one (1) break -away flange kit
for every subdivision with fire hydrants developed in Harnett County. These items must be provided to HCDPU before
the final inspection will be scheduled by the HCDPU Utility Construction Inspector. In addition, the Utility Contractor
shall install a 4" x 4" concrete valve marker at the edge of the right-of-way to identify the location of each gate
valve installed in the new water system with the exception of the fire hydrant isolation valves. The contractor shall
measure the distance from the center of the concrete marker to the center of the valve box. This distance (in linear
feet) shall be stamped on the brass plate located on the top of the concrete valve marker. In lieu of installing the
concrete valve markers, the Utility Contractor may provide at least two measurements from two independent permanent
above ground structures to the Professional Engineer (PE) In the red line drawings to identify the valve locations. The
Professionot Engineer (PE) must include these measurements in the As --Built Record Drawings submitted to HCDPU.
2.The Utility Contractor will be responsible for any and all repairs due to leakage damage from poor workmanship during
the one (1) year warranty period once the water system improvements have been accepted by Harnett County.
Harnett County will provide maintenance and repairs when requested and bill the Developer and/or Utility Contractor if
necessary due to lack of response within 48 hours of notification of warranty work. The Utility Contractor will be
responsible for any and all repairs due to damages resulting from failure to locate the new water tines and associated
appurtenances for other utilities and their contractors until the water lines have been approved by NCDENR and
accepted by HCDPU. The final inspection of water system improvements cannot be scheduled with HCDPU until the
streets have beenved• the rights-of-way
pa e and utility easements have been seeded and stabilized with an adequate
stand of grass in place to prevent erosion issues on site.
AA The Engineer of Record is responsible to insure that construction is, at all times, in compliance with accepted
sanitary englneering practices and approved plans and specifications. No field changes to the approved plans are
allowed without prior written approval by HCDPU. A copy of each engineer's field report is to be submitted to
HCDPU as each such inspection is made on system improvements or testing is performed by the contractor. Water
REMOVE ALL DEBRIS FROM MAIN PRIOR TO TESTING and sewer infrastructure must pass all tests required by HCpPU specifications and those of all applicable regulatory
agencies. These tests include, but are not limited to: air test, vacuum test, mandrel test, visual test, pressure test,
�� r� bacteriological test, etc. A HCDPU inspector must be present during testing and all test results shall be submitted
INSTALL 8 MJ CAP (TAPPED 2) ON EACH END OF INSTALLED SEWER MAIN & SECURE WITH to HCDPU. All tests must be satisfied before the final inspection will be scheduled with the HCDPU Inspector. The
"STIFF KNEE" AGAINST MANHOLE WALL Engineer of Record must request in writing to schedule the final inspection once all construction is complete. The
Developer's Engineer of Record and the HCDPU Utility Construction Inspector shall prepare a written punch list of any
IED SOIL FILL PIPE WITH WATER & PERFORM HYDROSTATIC TEST FROM LOW END OF PIPE defects or deficiencies noted during the final inspection, should any exist. Upon completion of the punch list, the
Developer's Engineer of Record will schedule another inspection. In the event the number of inspections performed
TEST DURATION IS TO BE 2 HOURS 200 PSI by the HCDPU exceeds two, additional fees may be accessed to the Developer.
HCDPU & ENGINEER REPRESENTATIVE ARE TO BE PRESENT DURING TESTING
"FIELD -LOC" GASKETS TO BE USED ON SEWER MAINS IN THESE AREAS
SANITARY SEWER
A. The Professional Engineer (PE) shall obtain ani supply a copy of the sewer permit for the construction and operation
of the wastewater collection system to the U City Contractor before the construction of the sanitary sewer line, sewer
lift station and associated force main shall b gin. The Utility Contractor must post a copy of the sewer permit
issued by the North Carolina Department of E vironment and Natural Resources - Division of Water Quality
(NCDENR-DWQ) on site prior to the start of nstruction. The permit must be maintained on site during the
construction of the sewer system improvemen s.
B. The Utility Contractor shall notify Harnett Coll ty Department of Public Utilities (HCDPU) and the Professional Engineer
(PE) at least two days prior to construction ornmencing. The Utility Contractor must schedule a pre --construction
conference with Mr. Alan Mass, HCDPU Util'ty oastruction Inspector at least two (2)days before construction will
begin and the Utility Contractor must coordint to with HCDPU for regular inspection visitations and acceptance of the
wastewater system(s). Construction work shal be performed only during the normal working hours of HCDPU which is
8:00 am - 5:00 pm Monday through Friday. Holiday and weekend work is not permitted by HCDPU.
C. The Professional Engineer (PE) shall provide HCDPU with a set of NCDENR approved plans marked 'Released For
Construction" at least two days prior to consiructlion commencing. HCDPU will stamp the approved plans as
"Released for Construction" and provide copies to the utility contractor. The Registered Land Surveyor (RLS) shall
stake out all lot corners and establleh grade takes for the proposed finish grade for each street and sewer line
before the Utility Contractor begins constructi n or installation of the manholes, sanitary sewer gravity line(s), sewer
lift stations and/or sanitary sewer force main s). The grade stakes should be set with a consistent offset from the
street centerline so as not to interfere with t ie street grading or utility construction.
D. The Utility Contractor shall provide the HCDPU Utility Construction Inspector with material submittals and shop
drawings for oil project materials prior to the construction of an gravity sewer lines manholes sewer lift
g P j P Y9 Y ()� ().
stotion(s) and associated farce main(s) in Ha nett County. the materials to be used on the project must meet the
established specifications of HCDPU and be a roved by the Engineer of Record prior to construction. All
substandard materfols or materials not appro d for use in Harnett County found on the project site must be
removed immediately when notified by the HGI PU Utility Construction Inspector.
E. The sanitary sewer lateral connections should a installed 90' (perpendicular) to the sanitary sewer gravity lines with
schedule 40 PVC pipe. HCDPU requires the U Ellty Contractor to provide the Professional Engineer (PE) with accurate
measurements for locating sanitary sewer serN ice lateral and associated each sanitary sewer clean—out. These
measurements should be taken from the near mt downstream manhole up along the sanitary sewer main to the
in—line wye fittlng (or tapping saddle) and th another measurement from the in—line wye fitting (or tapping saddle)
to the 4" x 4" long sweep combination wye fl ting at the bottom of the sewer clean-out stack. These field
measurements must be provided to the Profs sional Engineer (PE) in the red line drawings from the Utility
Contractor for proper documentation in the A -Built Record Drawings submitted to HCDPU.
F. The Utility Contractor shall be responsible to Dcate the newly installed sanitary sewer gravity line(s), sanitary sewer
force main(s), sanitary sewer service l t r i(s and all associated sewer clean-out(s) in the proposed sanitary sewer
system for other utility companies and their contractors until the new sanitary sewer line(s) and associated
appurtenances have been approved by the Noi th Coralino Department of Environment and Natural Resources -
Division of Water Quality (NCDENR-DWQ) and ccepted by HCDPU. All new sanitary sewer lines must have at tecst
three (3 ft. ) feet of cover and extend under all existing water main and stoma water lines with a least 24" of
vertical clearance below the bottom of the ex sting water main and storm water lines.
G The sanitary sewer gravity line(s). manhole(s), sanitary sewer service lat
rol(s) and associated clean -outs shall be
constructed in strict accordance with the sta dard specifications of the Harnett County Department of Public Utiilties.
The sanitary sewer gravity line(s) must pneum tically pressure tested with compressed air at 5 psi and the sanitary
sewer force main(s) must hydrostatically pres re tested with water or air at 200 psi. Sanitary sewer manholes must
be vacuum tested to 10 inches of mercury and cannot drop below 9 inches in 60 seconds for 4 ft, diameter
manholes, 75 seconds for 5 ft. diameter man ales. Ali tests mentioned above must be witnessed by the HCDPU
Utility Construction Inspector and Engineer.
H. Prior to acceptance, oil sewer service laterals will be inspected to insure that they are installed at the proper depth.
Ail sewerclean-outs must be installed so the 4" x 4" long sweep combination wye is at least three (3') feet but no
more than four (4') feet below the finish gra unless otherwise approved in writing by HCDPU. The sewer cleanouts
shall hove a four (41 schedule 40 PVC pipe i tubbed up from both ends of the 4" x 4" long sweep combination wye
to be at least two (2') feet above the finish grade and cover each end with a four (4") inch temporary cop to keep
out dirt. sand, rocks, water and construction ebris.The vertical stack on each clean-out must be provided with a
concrete donut farP rotection.
I. Once the sanitary sewer gravity line(s) have ben installed, pneumatically pressure tested and in place for at least
30 days, the Utility Contractor must contact he HCDPU Utility Construction inspector to witness the mandrel test on
each PVC sanitary sewer gravity line. The Uti ity Contractor will notify HCDPU to schedule the mandrel testing. The
mandrel and proving ring must be supplied by the Utility Contractor. Closed circuit video camera inspections (at the
Utility Contractor's expense) may be required y the HCDPU Utility Construction Inspector If the mandrel and mirror
tamping testing cannot be completed with sotisfoctory results. The sanitary sewer lines should be flushed clean
using a sewer ball of the proper diameter bel re any mandrel testing can be performed. The Utility Contractor is
responsible to remove all dirt, sand, silt, gray , mud and debris from the newly constructed sewer lines exercising
care to keep the Harnett County's existing sa itary sewer systems clean. Sanitary sewer force main(s) shall be
pressure tested to 200 psi for at least 2 hours like water lines.
J. The Utility Contractor shall be responsible to I ante the newly installed sanitary sewer system(s) for other utility
companies and their contractors until the new sanitary sewer system(s) have been approved by the North Carolina
Department of Environment and Natural Resou ces - Division of Water Quality (NCDENR-DWQ)and accepted by HCDPU.
K. HCDPU requires that the Utility Contractor ins all tracer
wire in the trench with all sanitaryewer orce mains. The tracer wire shall be 12 a. insulated solid copper
s 9 PP
conductor and it shall be terminated at tt e top of the valve boxes or manholes. No spliced wire connections
shall be made underground on tracer wire Installed in Harnett County. The tracer wire may be secured with duct
tape to the top of the pipe before backfilllng. The tracer wire is not required for the gravity sewer line(s)
between manholes.
L. The Utility Contractor shall provide the Profes €onal Engineer (PE) and HCDPU Utility Construction Inspector with a set
of red line drawings identifying the complete tewer system installed for each project. The red line drawings should
identify the materials, pipe sizes and approxi ate depths of the sewer lines as well as the installed locations of the
manhole(s), sanitary sewer gravity line(s), san ary sewer service laterals, clean -outs, sewer lift station(s) and
associated force main(s). The red line drawin s should clearly identify any deviations from the NCDENR approved
plans. All change orders must be approved b HCDPU and the Professional Engineer (PE) in writing and properly
documented in the red line field drawings.
M. Prior to the commencement of any work withli established utility easements or NCDOT right-of-ways the Utility
Contractor is required to notify all concerned itility companies in accordance with G.S. 87-102. The Utility
Contractor must call the NC One Call Center it 811 or [phone] to verify the location of existing utilities
prior to the beginning of construction. Existi g utilities shown in these plans are taken from maps furnished by
various utility companies and have not been piysically located by the RE, (i.e. TELEPHONE, CABLE, WATER, SEWER,
ELECTRICAL POWER, FIBER OPTIC, NATURAL GA , ETC.).
N. The Utility Contractor shall spot dig to expose each existing utility pipe or line which may confiict with construction
of proposed sanitary sewer line extensions wel In advance to verify locations of the existing utilities. The Jtility
Contractor shall provide both horizontal and v /tical clearances to the Professional Engineer (PE) to allow the PE to
adjust the sanitary sewer line design In order to avoid conflicts with existing underground utilities. The Utility
Contractor shall coordinate with the utility owner and be responsible for temporary relocation of existing utilities
and/or securing existing utillty poles, pipes, w es. cables, signs and/or utilities including services in accordance with
the utility owner's requirements during sanitary sewer line installation, grading and street construction.
0. When making a tap on an existing sewer forco main, the Utility Contractor must hove a permit from the North
Carolina Department of Environment and Natufal Resources -- Division of Water Quality (NCDENR-DWQ) prior to began
the top work. The Utility Contractor shall corduct a pneumatic pressure test using compressed air or other inert
gas on the stainless steel tapping sleeve and gate valve prior to making the tap on on existing sanitary sewer force
main. This pneumatic pressure test must be witnessed by the HCDPU Utility Construction Inspector. The Utility
Contractor shall use RoMac brand stainless stael tapping sleeve(s) or approved equal for all taps made on sanitary
sewer force mains in Harnett County. The Ut lity Contractor shall use Romac brand Style ',CB" sewer saddles with
stainless steel bonds or approved equal for all taps made on existing sanitary sewer gravity lines in Barnett County.
P. The Utility Contractor shall provide a grease ti ap for each sanitary sewer service lateral that will be connected to a
restaurant, food processing facility and any otier commercial or industrial facility as required by the Harnett County
Fat, Oil & Grease Ordinance. The grease trap must be rated for a minimum capacity of at least 1,000 gallons
unless otherwise approved in writing by the H DPU Pre -Treatment Coordinator. Garbage disposals should not be
installed in homes and businesses that discha ge wastewater to the Harnett County Sanitary Sewer System as they
are not approved by HCDPU.
Q. Each sewer lift station most be provided with three phase power (at least 480 volts) and constructed to meet the
minimum requirements of the latest version G1 the National Electrical Code (NEC) and Harnett County standard
specifications and details, if three phase pow r is not available from the power company other arrangements must
be approved by HCDPU Engineering prior to th start of construction.
R. Where a new sanitary sewer force main is con ectad to on existing manhole in the Harnett County sewer collections
system the Utility Contractor must pryvide a protective coating(coal tar epoxy for the interior surfaces of the
manhole to protect it ogainst corrosion, orosic n and deterioration from the release of sewer gases such as methane
and hydrogen sulfide.
S. The sewer lift station design and associated a uipment must meet or exceed the MINIMUM REQUIREMENTS FOR
HARNETT COUNTY SEWER LIFT STATIONS 2009 dit€on. Each sanitary sewer lift station must be. constructed with an
all-weather access road that is at least 20 feet wide. The lift station site must be covered with weed blocking
material and at least six (6") inches of # 57 stone (crush and run).
T. Once a sewer lift station has been installed, tie Utility Contractor is responsible to schedule a draw down test with
HCDPU Engineering and Collections staff, the f rafessional Engineer (PE), the Electrician, the original equipment
manufacturer's (OEM) representatives [For botli the Pumps and the Generator]. This draw down test must be
completed with power supplied from the elect cal utility company and with power supplied by the emergency
generator with satisfactory results before final inspections are conducted by the HCDPU Utility Construction Inspector.
U. Once the Utility Contractor completes the instillation of a sewer lift station, the Professional Engineer (PE) must
submit the sewer permit certification and As— wilt Record Drawings to the North Carolina Department of Environment
and Natural Resources -- Division of Water Qu lity (NCDENR—DWQ) and HCDPU for final approval. The Utility
Contractor must supply HCDPU Engineering st ff with three original Operation & Maintenance (0&M) Manuals along
with the associated pump curves and alectriccl schematics for the associated sewer lift station equipment including
all warranty information and documentation.
V. Once the Utility Contractor completes the inst Ilation of a sewer lift station, the Developer must pay HCDPU the
established System Control and Data Acquisitl n (SCADA) fees before the SCADA system will be installed at the new
sewer lift station. The SCADA system must b3 installed and operational before the utilities may be accepted by
HCDPU and placed into operation.
W. HCDPU requires the Utility Contractor to provi a all necessary equipment and devices for the testing and 'inspection
of the sanitary sewer system. The equipment and devices may Include but not limited to Tamping with mirrors,
mandrels, sewer balls, plugs, air compressors nd associated compressed air Tines. If the HCDPU Utility Construction
inspector deems that a closed circuit video .c mera inspection of the newly constructed sewer system is necessary,
then all casts for the closed circuit camera irspection will be the responsibility of the Utility Contractor. All closed
circuit video camera inspections must be recd ded on VHS tapes that will released to HCDPU for record keeping,
review and approval of the sewer system.
X. Any use of sewer plugs to temporarily block Harnett County's existing sanitary sewer lines must be coordinated with
the HCDPU Collections Supervisor at least two (2) days in advance of installing the plugs. The sewer plugs must be
removed as soon as possible once the new scriltary sewer lines have been Inspected, pressure tested, mandrel tested,
approved by the North Carolina Department of Environment and Natural Resources - Division of Water Quality
(NCDENR-DWQ) and accepted by HCDPU to all w the sewer to flow as designed in Hamett County's existing sanitary
sewer tines or when so ordered by the HCDPU Collections Supervisor to limit interruptions to the normal flow of the
sanitary sewer collection The Utilitj Contractor must provide the pumps hoses and necessary connectors
for a temporary pump around setup if require by the HCDPU Collections Supervisor. Mr. Randolph Clegg, HCDPU
Collections Supervisor may be contacted between 8.00 am and 5:00 m Monde through Friday at 910 893-7575
p Y P Y 9 Y ( )
extension 3241.
Y. The Utility Contractor will be responsible foray and all repairs due to leakage or damage resulting from poor
workmanship during the one (1) year warranty period once the sewer system improvements have been approved by
the North Carolina Department of Environment cad Natural Resources - Division of WaterQuality (NCDENR—
DWQ) and
accepted by HCDPU. The Utility Contractor wi I be responsible for any and all repairs due to damages resulting from
failure to locate the new sanitary sewer lines nd associated appurtenances for other utilities and their contractors
until the sanitary sewer lines have been approfed by NCDENR and accepted by HCDPU. HCDPU will provide
maintenance and warranty repairs If necessary due to lack of response within 48 hours of notification of warranty
work. HCDPU will invoice the Developer and/o- Utility Contractor for materials and labor in such cases.
Z. In developments and projects that require utiii y easements to be established for future HCDPU right-of-way, the
Registered Land Surveyor (RLS) must provide 1he HCDPU Right -of ---Way Agent with an official copy of the recorded
pint and legal description of the saideaseme as recorded with the Harnett County Register of Deeds. The
recorded documents must be provided to the ACDPIJ Right -of -Way Agent before the utility improvements within the
said easement can be placed into operation. Any and ail easements that roust be obtained from adjoining property
owners must be provided to HCDPU by the De eloper at no cost to Harnett County. The final inspection of all
sanitary sewer system improvements cannot be scheduled with HCDPU until the streets have been paved; the
rights-of-way and utility easements have beeii seeded and stabilized with an adequate stand of grass in place to
prevent erosion issues on site.
AA. The Engineer of Record is responsible to Tnsur that construction Is, at all times, in compliance with accepted
sanitary engineering practices and approved ph ns and specifications. No field changes to the approved plans are
allowed without prior written approval by HCDP J. A copy of each engineers field report is to be submitted to
HCDPU as each such inspection is made ons tem improvements or testing Is performed by the contractor. Water
and sewer infrastructure must pass all tests r iquilred by HCDPU specifications and those of all applicable regulatory
agencies. These tests include, but are not lin ited to; air test, vacuum test, mandrel test, visual test, pressure test,
bacteriological test, etc. A HCDPU Inspector ust be present during testing and all test results shall be submitted
to HCDPU. All tests must be satisfied before the final Inspection will be scheduled with the HCDPU Inspector. The
Engineer of Record must request in writing to schedule the final inspection once all construction is complete. The
Developer's Engineer of Record and the HCDPU Utility Construction Inspector shall prepare a written punch list of any
defects or deficiencies noted during the final 'r spection, should any exist. Upon completion of the punch list, the
Developer's Engineer of Record will schedule q other inspection. In the event the number of Inspections performed
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