20140323 Ver 1_Site Plan_20140401

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WALKER MODS LOT 54 LOT 53 LOT 40 I WAS 2N0 VODS WALKER LOT 19 LOT 18
t \ / PB 67 PC 4500 ®I WALKER C �S LOT 52 WALKER 67 C S PB 65 PC 197 �7 / WALKER MOODS LOT 17
\ \ WALKER M000S \ I / PB 85 PG 197 WALKER 85 NO /
•
PS 87 PC 450 / PB PG 197 f97 L fKER K
\ \ WALKER OT 6 WALKER MtXiDS -I 8
PB 5 PO
LOT 68 \ / _- -- L PB BS PC f97
WALKER MtlODS _
PH 87 PG 450 _
33 34 38 39
TAFT WOODS
\ O 32580 SF. 25592 SF. ` 23569 SFF \\ 23842 SF. l 40 I \ PS 71 Pc IM
22874 SF. 0.55 AC.
0.75 AC 0.59AC./
\
LOT 67 / \\ 39618 SF. " / ` 0.54 AC LOT zo
0.53 AC. \ \� 26809 SF. I TAFT WOWS \
-� 30 0. 91 Ac. O l
O f STREET A / 350.62 AC.� r 1JS
22885 SF. \\ l __ 26124 SF.
29 0.53 AC. i _ o \7� 0.60 AC � \ � WINDHAM WA Y
LOT 66 QJ / / / \ �/ .. 3 / I TAFT W ODS
WALKER MOODS 23077 SF. ' " rl Pc f35
PB 69 P9 M �0 ` 0.53 AC. / // \ \ � 36 22264 S� 0.55 ACF
O25 22666 SF. O 0.51 A I
\ 0.52 AC. 335 62 SF.
33911 SF. 0.77 AC.
0.78 AC. / 23
\26683 SF. O I S7REET'�' '�
0.61 AC. \ •a 22122 SF. M
/ 23112 SF.�I �L 0.51 AC.
:.... . ��� 26 \ / 22 0.53
�/ \
27 23265 SF. 23940 SF. / - U
.. / _ W LOT 18 WOODS
(� 27226 SF. ' 0.53 AC. 0.55 AC. / i '"'r':� ' '"' 43 PB 71 PG IJ5
` 0.63 Arm,,, / -� / / / � .:::.'� .. \ � 27405 SF. W
L17LL1Y SRE : 0.63 AC.
22806 SF C\
0.52 AC. \ \ \ 29754 SF. \ 44 \ O /
/ / J 0.58 CF \ \0.68 AC \ ... O \
® \ \ 2� \ \ \ \ 37547 SF. �� \
26450 SF.
O \ > 0.86 AC. ` \
0.61 AC. ` \ 29875 SF.
�\ \ \ \\ 30061 SF. 0.69 AC. l 7 rAFr°TMVOOS \
9 AC. .. . .. ... \ / ... � .. .. LOT 11 \ P8 67 PC 196
or PS 67 PG 196
20327 Sf\ 46
0.47 AC. 27090 SF. ` \
9 \� �\0.62AC. \ \
\20731 SF. t U
0.48 AC. C •x2.5777 SF. 35310 SF. \
\'59 AC. / 0.81 AC.
LOT 10
TAFT POODS
/ .,,, 67 PC 196
I 24432 SF. \ \ \ l l . • • 21907 SF. I I I 28472 SF.
1Nf LOGARO15 AT / 0.56 AC. �� \ .• • 0.50 AC. I 0.65 AC. ) \
FLOOERS PLANTAnaV \ 26252 SF.
PS 61 PC 170 / / \ I / SLEEKER DRl IiE
\ \0.60 AC/ '.'. • ... � --� ..,. . • .. � -••�
/ 21651 SF. , \\ \\ , / \ 15 t I i �48
/ C 0.50 AC \ \\/l 12 22614 SS,
0.52 ACS 1 1 20.48 SF. /
LOT 8 I
4 \ 33794 SF. TAFr PG WOODS
19
/ ` :.. Pe e7 Pc 196 /
C 19795 SF. \ \ 78 AC. _
1
-_ -"� 0.45 AC. \\ \ ,4 �
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....... 20.549ACF / 24672 SF. \
17259 SF. \ l 0.57 AC / I
°hF \ 0.40 AC. \\\ \ 23476
\ D 54 AC. L_ _ -� / PrAr57°�s96 /
tsj9 19154 SF. \ \ " / LOT 4
0.44 AC \ .. : 6 PG 196
/ 60, St \ /
�0 \\ \� .� LOTS \ /
f TAFT WOODS
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101. 30509 SF. \ .. .. PS 67 PC 196 \
beLA 0.70 AC. \ \ ..... \ /
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26486 SF. /
F \0.61 AC. \
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0.69 AC. LOT �1 5
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NOW OR FORMERLY ' ' ..
GARY K. LYNCH
D8 2800 PG 166 .. ................. ... ".........'.' ... J�C
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DEVELOPER /OWNER
42 East LLC
8,310 Bradford Way
Raleigh, North Carolina 27675
ATTN.- Mr. Terry Stephens
Office (919) 577 -8263
Fax [phone]
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GRAPHIC SCALE
( IN FEET )
1 inch = 200 ft.
DESIGN ENGINEER
NC Development Engineers, PSI
238 W. Millbrook Road
Raleigh, North Carolina 27609
[phone]
N.- Rhr Pky
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Stonebriar at Tuscany
Drawing Sheet Index
Sheet
Description
Number
�4
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C-
1.0
PROJ ECT COVER SHEET
C-
1.1
OVERALL SITE PLAN
C -
2.0
EXISTING CONDITIONS
C -
2.1
OVERALL GRADING PLAN
C -
2.2
EROSION CONTROL NOTES
C -
2.3
OVERALL EROSION CONTROL PLAN
C -
2.4
TEMPORARY SEDIMENT BASINS 1 & 2
C -
2.5
TEMPORARY SEDIMENT BASINS 3 & 4
C -
2.6
TEMPORARY SEDIMENT BASIN 5
C -
2.7
TYPICAL LOT EROSION CONTROL
C-
2.8
DITCH LINER LAYOUT PLAN
C -
3.0
PLAN PROFILE STREET "A"
C -
3.1
PLAN PROFILE STREETS "A" & "B"
C -
3.2
PLAN PROFILE STREET "C"
C -
3.3
PLAN PROFILE STREET "D"
C -
3.4
STORM SYSTEM A -F CALCULATIONS
C-
3.5
STREAM AND.BUFFERIMPACTS
C -
3.6
STORM PLUNGE POOL DIMENSIONS
C -
3.7
CREEK CROSSING #1 & #2 HEADWALL
C -
4.0
OVERALL UTILITY PLAN
D -
1
EROSION CONTROL DETAILS
D -
2
EROSION CONTROL DETAILS
D-
3
EROSION CONTROL DETAILS
D-
4
STORM DETAILS
D -
5
WATER DETAILS
D-
6
WATER DETAILS
D-
7
NCDOT ROAD DETAILS
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THESE DOCUMENTS ARE INSTRUMENTS
OF SERVICE AND AS SUCH THESE
DRAWINGS, DESIGNS, AND DESIGN'
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3/24/14
DRAWN BY KWR
JOB NO. : _
SHEET N0.
C-1 0

\ WALAR WOODS SECTION 1
LOT 40 \ / LOT 20 LOT 19
\ LOT 54 I LOT 53 L_ WALKER WOODS / WALKER WOODS / WALKER WOODS
' \ / WALKER WOODS p WALKER WOODS \ I PB 65 PG 197
�C PB 67 PG 450 PB 67 PG 450 LOT WOODS �� PB 67 PG 450 / PB 65 PG 197
\ \ m I \ PB 67RPG450
LOT 68
/ _ \
\
\
LOT 18
/ WALKER WOODS LOT 17
PB 65 PG 197 / WALKER WOODS
PB 65 PG 197 /
\ LOT 21
\ TAFT WOODS
PB 71 PG 135
LOT 20
TAFT WOODS
PB 71 PG 135
WINDHAM
l � _
LOT 19 /
TAFT WOODS \
PB 71 PG 135 /
LOT 18 \
TAFT WOODS
PB 71 PG 135
LOT 12
\ TAFT WOODS
LOT 11 \ PB 67 PG 196
TAFT WOODS
\ PB 67 PG 196
LOT 10 \
TAFT WOODS \
PB 67 PG 196
BLEEKE
1
LOT 9 /
TAFT WOODS
PB 67 PG 196 /
I
I
/ LOT 8
TAFT WOODS
/ PB 67 PG 196 /
/
\ \ WALKER WOODS 137' - _ -
PB 67 PG 450 4h � � 198' � � 123' � %- - -163'- % � 113'.. � 80' \� 216'
/ 32 �� ' 34 \W 38 �\ 39 �/ N
i 23842 SF.
N 32580 SF. p ' •� 25692 SF. 23569 SF. \ NNE 0.55 Ac. 40
/ LOT 67 / \\ 39618 SF. \ ` 0.75 C. N 20.534AC. / 0.59 AC /\� _o \ 0.54 AC. \ c 26809 SF.
WALKER WOODS / \\ 0.91 AC. 10' unurr / / / �z 0.62 AC.
/ \ PB 67 PG 450 Nw \ \ EASEMENT I // mN
rn_ STREET A' \ \ Zd / y �
(L0' Pubffc R/W) \ ?' l /
22885 SF. - 87' - 54' \ 26124 SF.
0\ / 0.53 AC. \\ /� 0.60 AC
co
53' • - - 8j'-
LOT 66 `� / / O
WALKER WOODS �O l 23077 SF. �/ Zp5 10' unUTY \ 24 '' + ��\ 23767
0.55 AC.
PB 69 PG 113 w\ ^\ 0.53 AC. EASEMENT \ 22294 SF.
\ Vvo 22666 SF. > '� \ 36 j 0.51 AC. `! n
\ '�� mss• / 2� / 25 \ 0.52 AC. 33562 SF. N I
0� \/ / k$ ' / 19k I' 0.77 AC.*
C �\ \
L 33911 SF. • • • •
0.78 AC. / \> / I ���eJo 42
/ ° O
\ 26683 SF. "tli / / /NN- 2`3 U) sTREEr�o�v� .. �-
�r',z. 0.61 AC. \ i 106 23112 SF. (� (+sue bl1` j'= 180' " ' / 22122 SF.
���.:.:.:.:. \ rk �� / °- 0.53 AC sr6_ _ 102,_ �c^o /�2 \ 0.51 AC
N
1� ti34' \ J71,�Aq < EASEMENT ?
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qD 23265 SF. 23940 SF. � / 0 00 _ I 0.53 AC. tK 0.55 AC. // it �1 .. .'".'.•." \\ 43\ \I
t`
) `rn 27226 SF.
\ O
0.63 AC. -� \ A
90'- 8' �� \ \... \ 27405 SF.
ZO' ,pHNsTON COUNTY y �9j, / / �'� \ EASEMENT 0.63 C.
10' U77LI7r
UTILITY EASEMENT / \ Q° � \i6 R� O_ \ \ \� �`9'♦
\ ...........
.... ' X ' \ `�
\ \ j ' I / � 22806 SF. ( ry l 8 \ \
0.52 AC. Q \ 29754 SF. \ \\
74 ) 25183 SF. \� rn\ 0.68 AC.
�
0.58 AC. \�r_ ', '..'. ".'. ".... \ O \
10' U77U7r \ 37547 SF. \
R+q. +' / / 210 .4 �1 +9. EASEMENT \ \ 0.86 AC
26450 SF. \ O + _ i Zp a, �. \ � 147' -
0.61 AC. \ \ O . ' . \ 29875 SF. / o_ 116 \
' ar, 30061 SF. \ '6p, 0.69 AC. DcDc
�0 \, 0.69 AC ti/ o \\ �� �� ....... .
\
20327
, \
94. /yam 35 mss. s2, _ c
27090 SF. .......
7 I \ ........:.:.:.:.:.:.. / 0.62 AC. \ ; ::
.... co
20731 SF. \ O
0.48 AC. ....... 35310 C. ..:...:.:.. _130'
10 25777 SF. 0.81 AC.
0.59 AC. ` -190'
© \� mss\\ �`�2� .1a1 /' 16 I I I I 47 0
+ EASEMENT // \ \ �1 21907 SF. "� ..... .
\ \ \l N 28472 SF. ..... .
5
�$z 24432 SF. \ 0.50 AC.
In 0.56 AC \ o co i� 0.65 AC.
mZ ....
26252 SF. ! I I EASEMENT ��
N 177' J I
0.60 AC i M ^ /
4 186'-
\ /
21651 SF. \j�s. n l Jc- Q I I ;
C 0.50 AC. \� ~ ,' I 48 h/
/��\ 10' U77LITY q sue. • • .......... ... ... 22614 SF. /
EASEMENT 12 I 0.52 AC. a' ^ ^ 20767 SF. '.•.•.•.•.'••.'.'•','
O \ .. ........ .. •� \ � �� I I � 0.48 AC � .......... •
33794 SF.
0.78 AC \
19795 SF. \ \ \ l 2' 137'
0.45 AC
a \.9 x'`30• rsO.Q�F�� �.;:;.;:;.;:.�� /�^� � 49 � ...:.:.......�•.
23449 SF.
0.54 AC 24672 SF.
29 S. O \\ \. \' l3 // �l 0.57 AC.
68 n 17259 SF. \ > >, sue,, O 1EOA £nMr -�' / / /
16 \ 0.40 AC >/\ \ \ \ 23476 SF. �� / / ....... .
Al 0.54 AC. >, /
.. .... �tK ry
19154 SF. \ ��' \ \ ..:... ....
s�4r '
I 0.44 AC ^ \\ \ s;\ w ::.:...:.:.:."
O� `' ?�' / O \,�� \moo \rn�, COMMON DRIVE WITH °ro
s '\ CROSS ACCESS N
D/,D/` \/ 30.7o9ACF \ \'a�`,, \ ^ . ... ..... EASEMENT FOR
1/ Cy \ \� �'' ... LOTS 50 AND 51
v!/
........
\ 79�,
/
LOT 4
/ TAFT WOODS
/ \ PB 67 PG 196
/ LOT 3 \
TAFT WOODS \
PB 67 PG 196
LOT 2 \
TAFT WOODS \ /
PB 67 PG 196 \ /
LOT 1 /
TAFT WOODS
PB 67 PG 196 Q
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LEGEND
Buffer Zone 1
®
Buffer Zone 2
- - - - -
Easement
- -
Building Setback
W W-
Water Main & Valve
f�
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Hydrant w/ Valve
OAir
Relive Valve
OSanitary
Sewer Manhole
0
Catch Basin or Drop Inlet
®
Flared End Section
•
Sanitary Sewer Clean Out
-�
Water Meter
5�-- -�
Water Main Label (See
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Water Main Legend)
®
Road Curve Tag Number
( Curve Table)
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Phase Line
NO TES:
1. ALL LOTS TO BE SERVED BY PUBLIC WATER. SANITARY SYSTEM
SHALL BE SEPTIC SYSTEMS LOCATED ON EACH LOT.
2. OPEN SPACE TO BE DEDICATED TO HOMEOWNERS ASSOCIA TION.
UNLESS OTHERWISE NOTED.
J. THIS NEIGHBORHOOD WILL HAVE ACCESS TO THE RECREATIONAL
FACILITIES LOCATED IN THE TUSCANY SUBDIVISION.
4. ALL COLLECTOR STREETS TO BE DEDICATED 50' PUBLIC R /W.
UNLESS OTHERWISE NOTED. ALL LOCAL RESIDENTIAL STREETS
SHALL HAVE 45' DEDICATED PUBLIC R /W.
___-4: %
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10, X 70'
SIGHT
7R/ANGLE 50' TAPER
_ ar,ry R/W
OW CF PAi£34M �O•
R/W
TYPICAL ROAD CONNEC77ON
(RESIDENTIAL TO EA7S77NG NCDOT R/W)
NO SCALE
TYPICAL ROADWAY SEC77ON
(RESIDEN77AL TO EXIS77NG NCDOT R/W)
GRAPHIC SCALE
100 0 50 100 200
( IN FEET
1 inch = 100 ft.
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OUN
TYPICAL ROADWAY SEC77ON
(RESIDEN77AL TO EXIS77NG NCDOT R/W)
GRAPHIC SCALE
100 0 50 100 200
( IN FEET
1 inch = 100 ft.
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THESE DOCUMENTS ARE INSTRUMENTS
OF SERVICE AND AS SUCH THESE
DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3 -1 -14
DRAWN BY KWR
JOB NO. : - - --
SHEET X10.
C -l.l

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0--1
LOT 15
THE GARDENS AT
LOWERS PLANTATION
PB 61 PG 170
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LOT 20
TAFT WOODS
P8 71 PG 135
LOT 19
TAFT WOODS
P3 71 PG 135
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LOT 11
TAFT WOO
PB 67 PG
LOT 10
TAFT WOODS
PB 67 PG 196
LOT 9
TAFT WOODS
PB 67 PG 196
LOT 8
TAFT WOODS
PB 67 PG 19
m
LOT J
TAFT WOODS
PB 67 PG 196
LOT 2
TAFT WOODS
PB 67 PG 196
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THESE DOCUMENTS ARE INSTRUMENTS
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DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
LOT 1 / GRAPHIC SCALE
TAFT WOODS DATE 3-1-14
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TAFT WOODS DATE 3-1-14
PB 67 PG 196 0 40 80 16C
DRAWN BY KWR
IN FEET IJOB NO. : - - --
1 inch = 80 ft. SHEET NO.
— — a C-2.0
THESE DOCUMENTS ARE INSTRUMENTS
OF SERVICE AND AS SUCH THESE
DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
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TAFT WOODS DATE 3-1-14
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Ground Stabilization Table*
Site Area
Description
Stabilization
Time Frame
Stabilization Time
Frame Exceptions
• Perimeter dikes, swales,
ditches and slopes
7 days
None
10
(MAR 1 -
JUN 30)
• High Quality Water
(HQW) Zones
7 days
y
None
1
TALL FESCUE (T)
120 +
• Slopes steeper than 3:1
7 days
If slopes are 10' or less in length and are
not steeper than 2:1, 14 days are allowed
W
O
• Slopes 3:1 or flatter
14 days
7 - days for slopes greater than 50 feet in
length
.p
2) SORGHUM -SUDAN HYBRIDS (T)
0
O
• All other areas with slopes
flatter than 4:1
14 days
None (except for perimeters and HQW
Zones)
70
r i
-
• "Extensions of time may be approved by the permitting authority based on weather or other
site - related conditions that make compliance impracticable. " (Section I LB (2) (b) )
L
G�,�
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Land Resources
James D. Simons, P.G., P.E. Land Quality Section Beverly Eaves Perdue, Governor
Director and State Geologist Dee Freeman, Secretary
Announcement of Self - Inspection Program
The Sedimentation Pollution Control Act was amended in 2006 to require that
persons responsible for land- disturbing activities inspect a project after each phase
of the project to make sure that the approved erosion and sedimentation control
plan is being followed.
Rules detailing the documentation of these inspections take effect October 1, 2010.
The self - inspection program is separate from the weekly self - monitoring program
of the NPDES Stormwater Permit for Construction Activities. The focus of the
self - inspection report is the installation and maintenance of erosion and
sedimentation control measures according to the approved plan. The inspections
should be conducted after each phase of the project, and continued until permanent
ground cover is established.
Excerpts from the North Carolina General Statues and the North Carolina
Administrative Code concerning self - inspections are enclosed. To better explain
the requirements, a list of Frequently Asked Questions is also enclosed, along with
a Self - Inspection Report form. The Self - Inspection Report form will also be
available as an Excel spreadsheet from the Land Quality web site,
http: / /www.dlr.enr.state.nc.us /pages /sedimentation new html
Please take a moment to review the enclosed material. If you have questions,
please contact the Land Quality Section at a DENR Regional Office.
1612 Mail Service Center, Raleigh, North Carolina 27699 -1612 • 919 - 733 -4574 / FAX: 919 - 733 -2876
512 North Salisbury Street, Raleigh, North Carolina, 27604
EROSION CONTROL MEASURES
1. ALL WORK WILL BE DONE IN ACCORDANCE WITH NCDENR. NO LAND
DISTURBING ACTIVITY BEYOND THAT REQUIRED TO INSTALL THE APPROPRIATE
EROSION CONTROL MEASURES MAY PROCEED UNTIL MEASURES ARE APPROVED
BY THE STATE OF NORTH CAROLINA.
2. INITIAL CLEARING SHALL BE LIMITED TO ONLY THAT WHICH IS NECESSARY
TO INSTALL THE EROSION CONTROL DEVICES. AN INSPECTION OF THE EROSION
CONTROL DEVICES SHALL BE MADE PRIOR TO BEGINNING THE CLEARING AND
GRUBBING PHASE.
J. FOLLOWING SITE CLEARING, ALL SEDIMENT BASINS, STORM DRAINAGE
CULVERTS, AND STRUCTURES SHALL BE INSTALLED INCLUDING OUTLET DIFFUSION
PADS. ROCK INLET SEDIMENT TRAPS AND PIPE INLET PROTECTION SHALL BE
PLACED AROUND ALL DRAINAGE STRUCTURES TO COLLECT SURFACE
RUNOFF AND CONTROL SIL TA TION AND RELEASE WATER AT A GRADUAL RATE.
ALL EASEMENTS OUTSIDE THE PAVED AREAS WHERE STORM PIPES ARE INSTALLED
WILL BE GRADED, SEEDED AND MULCHED.
4. STREETS SHALL HAVE STONE BASE PLACED ON THEM FOR
STABILIZATION AND SHOULDERS SHALL BE SEEDED TO STABILIZE THE
SOIL. SEED BED PREPARATION SHALL BE CONDUCTED ACCORDING TO NORTH
CAROLINA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR
ROADS AND STRUCTURES (D. 0. T.). THE GROUND SURFACE SHALL BE
CLEARED OF STUMPS, STONES, ROOTS, CABLES, WIRE, GRADE STAKES, AND
OTHER MATERIALS THAT MIGHT HINDER PROPER GRADING, TILLAGE,
SEEDING OR SUBSEQUENT MAINTENANCE OPERATIONS. GRADES ON THE AREA
TO BE SEEDED SHALL BE MAINTAINED IN A TRUE AND EVEN CONDITION.
MAINTENANCE SHALL INCLUDE ANY NECESSARY REPAIRS TO PREVIOUSLY
GRADED AREAS. ALL GRADED AREAS SHALL BE THOROUGHLY TILLED TO A
DEPTH OF AT LEAST FOUR (4) INCHES BY PLOWING, DISKING, HARROWING,
OR OTHER APPROVED METHODS UNTIL THE CONDITION OF THE SOIL IS
ACCEPTABLE. ON SITES WHERE SOIL CONDITIONS ARE SUCH THAT HIGH
CLAY CONTENT AND EXCESSIVE COMPACTION CAUSE DIFFICULTY IN GETTING
CLODS AND LUMPS EFFECTIVELY PULVERIZED, THE CONTRACTOR SHALL USE
THE ROTARY TILLAGE MACHINERY UNTIL THE MIXING OF THE SOIL IS
ACCEPTABLE AND NO CLODS OR CLUMPS REMAIN LARGER THAN 1 112 INCHES
IN DIAMETER. A FIRM AND COMPACT SEED BED IS REQUIRED AND AFTER
BEING GRADED, THE SEED BED SHALL BE LIGHTLY COMPACTED WITH A LAND
ROLLER, SUCH AS A CUL TIPACKER, BEFORE AND AFTER SEEDING.
LIMESTONE SHALL BE DOLOMITIC AGRICULTURE GROUND LIMESTONE
CONTAINING NOT LESS THAN 10 PERCENT MAGNESIUM OXIDE. LIME SHALL
BE UNIFORMLY APPLIED AT THE RATE OF 2 TONS PER ACRE. FERTILIZER
SHALL BE UNIFORMLY APPLIED AT A RATE OF 500 POUNDS PER ACRE OF
10 -20 -20 ANALYSIS. THE FERTILIZER SHALL BE INCORPORATED INTO THE
UPPER THREE OR FOUR INCHES OF PREPARED SEED BED JUST PRIOR TO THE
LAST TILLAGE OPERATION, BUT IN NO CASE SHALL IT BE APPLIED MORE
THAN THREE DAYS PRIOR TO SEEDING. FERTILIZER SHALL BE USED
IMMEDIA TEL Y AFTER DELIVERY OR STORED IN A MANNER THAT WILL NOT
PERMIT IT TO HARDEN OR DESTROY ITS EFFECTIVENESS.
WHEN HYDROSEEDING EQUIPMENT IS USED FOR SEEDING, FERTILIZER
SHALL BE APPLIED SIMULTANEOUSLY WITH SEED, USING THE ABOVE RATES
OF APPLICATION. SEED SHALL BE CERTIFIED SEED OR EQUIVALENT BASED
ON NORTH CAROLINA SEED IMPROVEMENT ASSOCIATION REQUIREMENTS FOR
CERTIFICATION. ALL SEED SHALL BE FURNISHED IN SEALED STANDARD
CONTAINERS. SEED WHICH HAS BECOME WET, MOLDY, OR OTHERWISE
DAMAGED PRIOR TO SEEDING WILL NOT BE ACCEPTABLE. SEEDING SHALL
BE ACCOMPLISHED WITH HAND PLANTERS, POWER -DRAWN PLANTERS, HAND
PACKERS, OR HYDROSEEDING EQUIPMENT AT THE FOLLOWING RATES:
SEED BED PREPARATION (OFFSITE DRAINAGE EASEMENTS AND SHOULDERS
ON PUBLIC STREETS):
LIME - 2 TONS PER ACRE
FERTILIZER (10- 20 -20) - 500 POUNDS PER ACRE
SEEDING MIXTURE.•
(JANUARY 1 - MARCH 31)
COMMON BERMUDA GRASS (UNHULLED) - 20 POUNDS PER ACRE
(APRIL 1 - JULY 31)
COMMON BERMUDAGRASS (HULLED - 15 POUNDS PER ACRE
WEEPING LOVEGRASS - 5 POUNDS PER ACRE
CENTIPEDE - 8 POUNDS PER ACRE
(AUGUST 1 - DECEMBER 31)
COMMON BERMUDA GRASS (UNHULLED) - 15 POUNDS PER CARE
TALL FESCUE - 120 POUNDS PER ACRE
CENTIPEDE - 8 POUNDS PER ACRE
SEED BED PROTECTION.
STRAW MULCH - 2 TONS PER ACRE (VISUAL)
ASPHALT TACK - 0.03 GALLONS PER SQUARE YARD
5. SEED OR OTHERWISE PROVIDE GROUND COVER DEVICES OR STRUCTURES
SUFFICIENT TO RESTRAIN EROSION FOR ALL EXPOSED SLOPES WITHIN 7
WORKING DAYS OR 14 CALENDAR DAYS OF COMPLETION OF ANY PHASE
OF GRADING. (SEE "GROUND STABILIZATION TABLE" THIS SHEET FOR SCHEDULE)
5. ALL EROSION AND SEDIMENTATION CONTROL DEVICES SHALL BE
INSPECTED BY THE CONTRACTOR AFTER EACH RAINFALL. WHEN
INSPECTION REVEALS THE TRAP TO BE REDUCED TO 509 OF DESIGN
CAPACITY OR THE DEVICE TO BE DEFICIENT IN ITS INTENDED
PURPOSE SUCH AS FABRIC DETERIORATION FOR SILT FENCES THE
CONTRACTOR SHALL RESTORE THE DEVICE TO ITS ORIGINAL
CONDITION.
7 ALL EROSION AND SEDIMENTATION CONTROL DEVICES SHALL REMAIN
IN PLACE AND BE MAINTAINED BY THE CONTRACTOR UNTIL ALL
SEEDING IS ESTABLISHED AND CONSTRUCTION AREAS HAVE BEEN
STABILIZED.
CONTROL CONSTRUCTION SEQUENCE
1. OBTAIN PLAN APPROVAL AND OTHER APPLICABLE PERMITS. THIS PROJECT REQUIRES
WATER QUALITY PERMITS ISSUED BY THE US CORPS OF ENGINEERS AND BY THE STATE OF
NORTH CAROLINA RELATED TO WETLAND, STREAM, AND BUFFER DISTURBANCES AND
CONDITIONS RELATED TO THOSE DISTURBANCES. OBTAIN COPIES OF THESE PERMITS AND
RELATED CONDITIONS PRIOR TO CONSTRUCTION.
2. CONTACT DEVELOPER, ENGINEER, AND NCDNR ((919)791 -4200) TO ARRANGE A
PRECONSTRUCTION CONFERENCE AT LEAST ONE WEEK PRIOR TO BEGINNING CONSTRUCTION
ACTIVITIES OTHER THAN THE INSTALLATION OF TREE PROTECTION FENCING.
J. CONSTRUCT SKIMMER BASIN AND GRA VEL SIL T FENCE OUTLETS WITH EXCA VA TED
STORAGE FIRST AND INSTALL DEVICES (DIVERSIONS, SILT FENCING, BERMS, ETC. TO DIRECT
STORMWA TER FLOWS TO BASINS IMMEDIA TEL Y THEREAFTER. COMPLETE ONE AREA AT THE
TIME INCLUDING DIVERSIONS BEFORE MOVING TO THE NEXT AREA OR BEGINNING GENERAL
GRADING OPERATIONS. SEED, MULCH, ANCHOR BASINS, BERMS, DIVERSION DITCHES,
IMMEDIATELY UPON CONSTRUCTION.
4. THIS SECTION IS DIVIDED INTO TWO POSSIBLE PHASES EACH PHASE CAN BE
CONSTRUCTED INDEPENDENTLY PROVIDED THAT ALL EROSION CONTROL MEASURES NECESSARY
TO TREAT ALL OF THE DISTURBED AREA IS INSTALLED PRIOR TO THE GRUBBING AND
GRADING OPERATIONS BEGIN. DIVERSIONS SHALL BE UTILIZED TO PREVENT SEDIMENT LADEN
STORMWATER TO FLOW WHILE BUILDING THE SITE UP IN ELEVATION & MAINTAINING POSITIVE
DRAINAGE & RUNOFF CONVEYANCE TO THE BASIN. IF WORKING IN OR ADJACENT TO THE
STREAM CROSSING, THE DIVERSION BERMS AND /OR DITCHES SHALL BE MAINTAINED AND
RECONSTRUCTED AT THE END OF EACH DAY ESPECIALLY WHEN RAINFALL IS EXPECTED OR
IMMINENT.
6. DO NOT BEGIN GENERAL GRADING OPERATIONS UNTIL ALL EROSION CONTROL DEVICES
FOR A GIVEN DRAINAGE BASIN ARE INSTALLED AND FUNCTIONAL.
7 MAINTAIN ALL DEVICES, THOUGH OUT THE PROJECT UNTIL DISTURBED AREAS ASE
STABILIZED WITH PERMANENT SURFACES (PAVEMENT) OR VEGETATION IS ESTABLISHED.
8. PROVIDE ADDITIONAL TEMPORARY SEDIMENT CONTROL DEVICES AS REQUIRED.
9. CLEAN SEDIMENT TRAPS AND BASINS WHEN ONE -HALF FULL.
1,0. SEED AND MULCH DENUDED AREAS WITHIN.
TEMPORARY COVER - 7 WORKING DAYS / 14 CALENDAR DAYS
SLOPES - 14 CALENDAR DAYS
PERMANENT- 7 WORKING DAYS/ 14 CALENDAR DAYS
BEGINNING FROM THE TIME OF COMPLETION / SUSPENSION OF ANY
PHASE OF GRADING. (SEE "GROUND STABILIZATION TABLE" THIS SHEET FOR SCHEDULE)
11. MAINTAIN SOIL EROSION AND SEDIMENTATION CONTROL MEASURES UNTIL PERMANENT
GROUND COVER IS ESTABLISHED.
12. CALL NCDENR FOR ON -SITE MEETING TO OBTAIN APPROVAL FOR REMOVAL OF
TEMPORARY EROSION CONTROL MEASURES. STABILIZE THESE AREAS AND INSTALL
APPLICABLE PERMANENT MEASURES (RIP RAP OUTLET PROTECTION AND /OR LEVEL
SPREADERS).
13 WHERE THE CONSTRUCTION OF PERMANENT LEVEL SPREADERS IS NOT POSSIBLE BECAUSE
OF CONFLICTS WITH SEDIMENT TRAP LOCATIONS, CONSTRUCT LEVEL SPREADERS WHEN TRAPS
ARE REMOVED AFTER SITE IS STABILIZED.
14. WHERE FINAL SECTION OF STORM DRAINS CONFLICT WITH SEDIMENT TRAP LOCATIONS,
TEMPORARILY TERMINATE STORM DRAIN INTO TRAP UNTIL SITE IS PERMANENTLY STABILIZED.
REMOVE SEDIMENT TRAP AND INSTALL DRAIN INCLUDING OUTLET PROTECTION AND
PERMANENT LEVEL SPREADER. PLAN WORK TO MINIMIZE TIME OF EXPOSURE OF PIPE OUTLET
TO UNSTABILIZED AREAS PROVIDE TEMPORARY RIP RAP OR GEOTEXTILES TO PROTECT
DOWNSTREAM DISTURBED AREAS IF COMPLETION IS DELAYED WHILE RAIN IS FORECAST.
EROSION CONTROL MAINTENANCE PLAN
ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED WEEKLY
AND AFTER EACH RUNOFF PRODUCING RAINFALL. STRUCTURES THAT SHALL BE
INSPECTED INCLUDE.•
1. TEMPORARY SEDIMENT BASIN.
SEDIMENT SHALL BE REMOVED FROM THE BASIN AND THE BASIN SHALL BE RESTORED
TO ITS ORIGINAL DIMENSIONS WHEN 1.0 FOOT OF SEDIMENT HAS ACCUMULATED. THE
SEDIMENT SHALL BE DISPOSED OF AND THE CONTAMINATED PART OF THE GRAVEL
SHALL BE REPLACED. THE STRUCTURE SHALL BE CHECKED FOR DAMAGE AND THE
SPILL WA Y SHALL BE MAINTAINED. DAMAGES SHALL BE REPAIRED IMMEDIA TEL Y. WHEN
SETTLEMENT OF THE EMBANKMENT OCCURS, FILL SHALL BE PLACED SIX INCHES ABOVE
DESIGN GRADE. STONE SHALL BE REPLACED WHEN DISPLACED FROM THE FILTER.
2. TEMPORARY ROCK CHECK DAM.
REMOVE SEDIMENT AND RESTORE SEDIMENT STORAGE AREA TO ITS ORIGINAL
DIMENSIONS WHEN SEDIMENT ACCUMULATES TO THE MAXIMUM DEPTH ALLOWED. ADD
STONE TO FILTER BERM AS NECESSARY TO MAINTAIN DESIGN DIMENSIONS
J. SILT FENCE.•
ANY FABRIC WHICH COLLAPSES, TEARS, DECOMPOSES OR BECOMES INEFFECTIVE SHALL
BE REPLACED IMMEDIATELY. SEDIMENT DEPOSITS SHALL BE REMOVED WHEN SEDIMENT
BEHIND THE FENCE REACHES SIX INCHES.
4. STOCKPILES.•
STOCKPILES SHALL BE CHECKED FOR SEDIMENTATION AND STABILIZATION.
SILT FENCE SHALL BE INSTALLED ON LOW SIDES
5. SEEDING, FERTILIZING, AND MULCHING:
SEEDED AREAS SHALL BE INSPECTED FOR FAILURE AND NECESSARY REPAIRS AND
RE- SEEDINGS SHALL BE MADE WITHIN THE SAME SEASON, IF POSSIBLE.
6. CONSTRUCTION ENTRANCE AND EXIT-
INSPECT CONSTRUCTION ROAD SURFACE REGULARLY, MAINTAIN IN A CONDITION TO
PREVENT SEDIMENT FROM LEAVING THE SITE, AND TOP WITH ADDITIONAL STONE WHEN
NEEDED. SWEEP EXISTING ROADWAY TO REMOVE ANY ACCUMULATED SEDIMENT.
7. TEMPORARY DIVERSION DITCHES.-
REMOVE SEDIMENT FROM THE FLOW AREA AND REPAIR DIVERSION RIDGE AFTER EACH
RAINFALL.
8. GRAVEL INLET PROTECTION.
REMOVE SEDIMENT FROM AROUND INLET AFTER EACH STORM. CLEAN OR REPLACE
STONE AS NEEDED.
EROSION AND SEDIMENTA TION CONTROL PROVISIONS-
1. ROCK INLET SEDIMENT TRAP TO BE INSTALLED AROUND EACH CATCH BASIN
AND DROP INLET AND ALL LOCATIONS INDICATED ON PLANS.
2. AREAS TO BE PERMANENTLY SEEDED INCLUDE STREET SHOULDERS,
DRAINAGE EASEMENTS AND ALL DISTURBED AREAS.
J. STOCKPILE TOPSOIL FOR USE IN BUILDING SHOULDERS AND LANDSCAPING.
SILT FENCE SHALL BE INSTALLED ON LOW SIDES
4. ALL RIP RAP SHALL HAVE FILTER CLOTH UNDERLINER, AND SHALL BE
INSTALLED IN THE QUANTITY AND LOCATION INDICATED ON PLAN.
5. ADDITIONAL EROSION CONTROL MEASURES BEYOND NCDENR REQUIREMENTS
MAY BE REQUIRED BY THE TOWN OF CLAYTON ENGINEER.
6. MINIMIZE CLEARING.
7. NO PERSON SHALL INITIATE LAND DISTURBING ACTIVITY PRIOR TO RECEIPT
OF NCDENR EROSION CONTROL PLAN APPROVAL. PROVIDE COPY OF
APPROVAL TO THE TOWN OF CLAYTON.
8. SEED AND MULCH DENUDED AREAS WITHIN.
TEMPORARY COVER - 7 WORKING DAYS / 14 CALENDAR DAYS
SLOPES - 14 CALENDAR DAYS
PERMANENT- 7 WORKING DAYS/ 14 CALENDAR DAYS
BEGINNING FROM THE TIME OF COMPLETION / SUSPENSION OF ANY PHASE
OF GRADING. (SEE "GROUND STABILIZATION TABLE" THIS SHEET FOR
SCHEDULE)
9. CONTRACTOR SHALL INSPECT AND MAINTAIN AS NEEDED ALL EROSION
CONTROL DEVICES ON A WEEKLY BASIS AND AFTER EACH STORM EVENT.
FAILURE TO KEEP ALL EROSION CONTROL DEVICES IN PROPER WORKING
ORDER MAY RESULT IN A STOP WORK ORDER OR CIVIL PENALTIES PER DAY.
10. THE TOWN OF CLAYTON ENGINEER AND /OR NCDENR RESERVES THE RIGHT
TO REQUIRE ADDITIONAL EROSION CONTROL MEASURES SHOULD THE PLAN
OR ITS IMPLEMENTATION PROVE TO BE INADEQUATE.
11. THE DEVELOPER SHALL ADHERE TO THE SELF - INSPECTION CRITERIA
SPECIFIED BY NCDENR. SEE ANNOUNCEMENT ON THIS SHEET.
•: / "' 2MM
CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER
ADVERSE SOIL CONDITIONS, IF AVAILABLE.
RIP THE ENTIRE AREA TO 6 INCHES DEPTH. REMOVE ALL LOOSE ROCK,
ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY
SMOOTH AND UNIFORM. APPLY AGRICULTURAL LIME, FERTILIZER, AND
SUPER PHOSPHA TE UNIFORML Y AND MIX W1 TH SOIL (SEE BELOW *).
CONTINUE TILLAGE UNTIL A WELL - PULVERIZED, FIRM, REASONABLY
UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP. SEED ON A
FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY WITH SEEDING
EQUIPMENT OR CUL TIPACK AFTER SEEDING.
MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR
RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE IF STAND
SHOULD BE OVER 609 DAMAGED, REESTABLISH FOLLOWING ORIGINAL
LIME, FERTILIZER AND SEEDING RATES
CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND
FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED.
* APPL Y.• AGRICUL TURAL LIMESTONE - 2 TONS / ACRE (3 TONS /
ACRE IN CLAY SOILS)
FERTILIZER - 1000 LBS /ACRE - 10 -10 -10
SUPER PHOSPHATE - 500 LBA. / ACRE - 209
MULCH - 2 TONS / ACRE - SMALL GRAIN STRAW
ANCHOR - ASPHALT EMULSION ® 300 GALS. / ACRE
SEEDING SCHEDULE & SPECIFICATIONS
FOR ROAD SHOULDERS, SIDE DITCHES, AND SIDE SLOPES (3.• 1 MAX):
DA TE TYPE
AUG 15 - NOV 1
NOV 1 - MAR 1
MAR 1 - APR 15
APR 15 - JUN 30
JUL 1 - AUG 15
FOR SLOPES J. 1 TO 2. 1 MAXIMUM
MAR 1 - JUN 1
TALL FESCUE
APPLICA TION
(LBS /ACRE)
300
TALL FESCUE & ABRUZZI RYE 300 & 25
TALL FESCUE 300
COMMON BERMUDA (HULLED) 25
TALL FESCUE & 120 +
1) BROWNTOP MILLET (T)
OR
2) SORGHUM -SUDAN HYBRIDS(T)
FOR SLOPES J. 1 TO 2.1 MAXIMUM
SERVCA LESPEDEZA (SCARIFIED) 50 +
(MAR 1 -
APR 1)
& 1) TALL FESCUE
& 120 +
(MAR 1 -
JUN 30)
OR 2) WEEPING LOVEGRASS
10
(MAR 1 -
JUN 30)
(OR 3) COMMON BERMUDA (HULLED)
25
JUN 1 -SEPT
1
TALL FESCUE (T)
120 +
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NO TES:
1. (T) INDICATES TEMPORARY SEEDING. RESEED ACCORDING TO
OPTIMUM SEASON FOR DESIRED PERMANENT COVERAGE. DO NOT
ALLOW TEMPORARY COVER TO GROW OVER 12 INCHES HIGH BEFORE
MOWING.
2. CONSULT CONSERVATION ENGINEER OR DISTRICT CONSERVATIONIST OF
SCS FOR OTHER ALTERNATIVE GRASSING MIXES AND THEIR MINIMUM
RATES OF APPLICATION.
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THESE DOCUMENTS ARE INSTRUMENTS
OF SERVICE AND AS SUCH THESE
DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3 -4 -14
DRAWN BY ATB
JOB NO. - - --
SH EET N 0.
C -2.2

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I s 645J ( f \ .d \ \ \ �� / I I '1 �C \ °
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20 0 10
GRAPHIC SCALE
( IN FEET )
1 inch = 20 ft.
Ak
bo
TEMPORAR Ye SEDIMEN T BA SIN 1
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Calculate Skimmer Size
o
C\2
Basin Volume in Cubic Feet
16,384
Cu.Ft.
^d
�-+ Z
Skimmer Size
2.5
Inches
Days to Drain*
3
Days
U
cd
Orifice Radius
1.2
Inches
o
Cn
Orifice Diameter
2.3
Inches
*In NC assume 3 days to drain.
W
Design calculations provided by J.W. Faircloth & Son Inc.
4" Sch 40
coupling
connection
2.5" Faircloth Skimmer° Surface Drain Cut Sheet
J. W. Faircloth & Son, Inc.
www.FairclothSkimmer.com
1 1/2" Vent
with Green tip Inlet s
2 'f2" pvc float
1 %2" Sch 40 SOLID pvc
barrel or "arm"
SUPPLIED BY USER 3 f
a -�
I
1 %2" hose, ss clamps 2 1/2" inlet
2" threaded male fitting extension 4
on outlet end
Patent #: 5,820,751
2.5" HEAD on
center of inlet and
orifice
Skimmer shown in
floating position
1. Skimmer can be attached to a straight 4" sch 40 pipe through the dam but the pipe may need
to be anchored to the bottom at the connection so it is secure. Coupling can be removed and
hose attached to outlet using the threaded 2" fitting. Typical methods used: on a metal structure
a steel stubout welded on the side at the bottom with a 2" threaded coupling or reducers; on a
concrete structure with a hole or orifice at the bottom, use a steel plate with a hole cut in it and
coupling welded to it that will fit over the hole in the concrete and bolted to the structure with
sealant: grout a 4" pvc pipe in a hole in the concrete to connect the skimmer.
2. Dimensions are approximate, not intended as plans for construction.
3. Barrel (solid, not foam core pipe) should be 1.4 times the depth of water with a minimum
length of 6' so the inlet can be pulled to the side for maintenance. If more than 8' long weight
may have to be added to inlet to counter the increased buoyancy.
4. Inlet tapers down from 2 Y2" maximum inlet to a 1'/2" barrel and hose. Barrel is smaller to
reduce buoyancy and tendency to lift inlet but is sufficient for flow through inlet because of
slope. The inlet orifice can be reduced using the plug and cutter provided to control the outflow
rate.
5. Inlet is 5" pipe between the straps with aluminum screen door for access to the 2'/2" inlet and
orifice inside.
6. Capacity 6,234 cubic feet per day maximum with 2'/2" inlet and 2.5 head. Inlet can be
reduced by installing a smaller orifice using the plug and cutter provided to adjust flow rate for
the particular basin volume and drawdown time required.
7. Shipped assembled. User glues inlet extension and barrel, installs vent, cuts orifice in plug
and attaches to outlet pipe or structure. Includes flexible hose, rope, orifice cutter, etc.
2- 5inchCut TM 11 -07 November 11, 2007
TEMPORARY SEDIMENT BASIN 2
Calculate Skimmer Size
o
C\2
Basin Volume in Cubic Feet
15,876
Cu.Ft.
^d
�-+ Z
Skimmer Size
2.5
Inches
Days to Drain*
3
Days
U
cd
Orifice Radius
1.2
Inches
o
Cn
Orifice Diameter
2.3
Inches
*In NC assume 3 days to drain.
W
Design calculations provided by J. W. Faircloth & Son lnc.
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THESE DOCUMENTS ARE INSTRUMENTS
OF SERVICE AND AS SUCH THESE
DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3 -4 -14
DRAWN BY AT
JOB NO. : - - --
SHEET N0.
C -2.4

GRAPHIC SCALE
80
( IN FEET )
1 inch = 20 ft.
FESC3
STA4 +24.88(21.01')
-IN- V IN. 198.50 !
3 � i
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Calculate Skimmer Size
0
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C\2
U
bt
Basin Volume in Cubic Feet
11664
Cu.Ft.
b
Z°
Skimmer Size
2.5
Inches
Days to Drain*
3
Days
Q)
Orifice Radius
1.0
Inches
00 o
o
N a
Orifice Diameter
2.0
Inches
*In NC assume 3 days to drain.
Design calculations provided by J. W. Faircloth & Son Inc.
2.5" Faircloth Skimmer® Surface Drain Cut Sheet
J. W. Faircloth & Son, Inc.
www.FairclothSkimmer.com
1 1/2" Vent
4" Sch 40 with Green tip Inlet 5 Aluminum straps
coupling suspending inlet
connection 21/2" pvc float
29„ 2
1 Yz" SCh 40 SOLID pvc - _�►
barrel or "arm"
SUPPLIED BY USER 3 �,,
29„ 2
Patent #: 5,820,751
Skimmer shown in
I floating position
1 '/2" hose, ss clamps 2 1/2" inlet 2.5" HEAD on
2" threaded male fitting extension a center of inlet and
on outlet end orifice
1. Skimmer can be attached to a straight 4" sch 40 pipe through the dam but the pipe may need
to be anchored to the bottom at the connection so it is secure. Coupling can be removed and
hose attached to outlet using the threaded 2" fitting. Typical methods used: on a metal structure
a steel stubout welded on the side at the bottom with a 2" threaded coupling or reducers; on a
concrete structure with a hole or orifice at the bottom, use a steel plate with a hole cut in it and
coupling welded to it that will fit over the hole in the concrete and bolted to the structure with
sealant: grout a 4" pvc pipe in a hole in the concrete to connect the skimmer.
2. Dimensions are approximate, not intended as plans for construction.
3. Barrel (solid, not foam core pipe) should be 1.4 times the depth of water with a minimum
length of 6' so the inlet can be pulled to the side for maintenance. If more than 8' long weight
may have to be added to inlet to counter the increased buoyancy.
4. Inlet tapers down from 2 Y2" maximum inlet to a 1 1/2" barrel and hose. Barrel is smaller to
reduce buoyancy and tendency to lift inlet but is sufficient for flow through inlet because of
slope. The inlet orifice can be reduced using the plug and cutter provided to control the outflow
rate.
5. Inlet is 5" pipe between the straps with aluminum screen door for access to the 2'/2" inlet and
orifice inside.
6. Capacity 6,234 cubic feet per day maximum with 2'/2" inlet and 2.5 head. Inlet can be
reduced by installing a smaller orifice using the plug and cutter provided to adjust flow rate for
the particular basin volume and drawdown time required.
7. Shipped assembled. User glues inlet extension and barrel, installs vent, cuts orifice in plug
and attaches to outlet pipe or structure. Includes flexible hose, rope, orifice cutter, etc.
2- 5inchCut TM 11 -07 November 11, 2007
TEMPORARY SEDIMENT BASIN 4
Calculate Skimmer Size
0
� � c
C\2
U
bt
Basin Volume in Cubic Feet
12,996
Cu.Ft.
b
Z°
Skimmer Size
2.5
Inches
Days to Drain*
3
Days
Q)
Orifice Radius
1.0
Inches
00 o
o
N a
Orifice Diameter
2.1
Inches
*In NC assume 3 days to drain.
Design calculations provided by J. W. Faircloth & Son Inc.
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THESE DOCUMENTS ARE INSTRUMENTS
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DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3 -4 -14
DRAWN BY KWR
JOB NO. : - - --
SHEET N0.
C -2.5

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GRAPHIC SCALE
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I inch = 20 ft.
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2.5" Faircloth Skimmer °Surface Drain Cut Sheet
J. W. Faircloth & Son, Inc.
www.FairclothSkimmer.com
1 1/2" Vent
4" Sch 40 with Green tip Inlet 5
coupling
21/2" ' /2" pvc float
1 ''/2" Sch 40 SOLID pvc
barrel or "arm" %
SUPPLIED BY USER 3
2 1/2" inlet
extension 4
I
11/2" hose, ss clamps
2" threaded male fitting
on outlet end
Patent #: 5,820,751
2.5" HEAD on
center of inlet and
orifice
Skimmer shown in
floating position
1. Skimmer can be attached to a straight 4" sch 40 pipe through the dam but the pipe may need
to be anchored to the bottom at the connection so it is secure. Coupling can be removed and
hose attached to outlet using the threaded 2" fitting. Typical methods used: on a metal structure
a steel stubout welded on the side at the bottom with a 2" threaded coupling or reducers; on a
concrete structure with a hole or orifice at the bottom, use a steel plate with a hole cut in it and
coupling welded to it that will fit over the hole in the concrete and bolted to the structure with
sealant: grout a 4" pvc pipe in a hole in the concrete to connect the skimmer.
2. Dimensions are approximate, not intended as plans for construction.
3. Barrel (solid, not foam core pipe) should be 1.4 times the depth of water with a minimum
length of 6' so the inlet can be pulled to the side for maintenance. If more than 8' long weight
may have to be added to inlet to counter the increased buoyancy.
4. Inlet tapers down from 2 '/2" maximum inlet to a 1'/2" barrel and hose. Barrel is smaller to
reduce buoyancy and tendency to lift inlet but is sufficient for flow through inlet because of
slope. The inlet orifice can be reduced using the plug and cutter provided to control the outflow
rate.
5. Inlet is 5" pipe between the straps with aluminum screen door for access to the 2'/2" inlet and
orifice inside.
6. Capacity 6,234 cubic feet per day maximum with 2'/2" inlet and 2.5 head. Inlet can be
reduced by installing a smaller orifice using the plug and cutter provided to adjust flow rate for
the particular basin volume and drawdown time required.
7. Shipped assembled. User glues inlet extension and barrel, installs vent, cuts orifice in plug
and attaches to outlet pipe or structure. Includes flexible hose, rope, orifice cutter, etc.
2- 5inchCut TM 11 -07 November 11, 2007
TEMPORARY SEDIMENT BASIN 5
Calculate Skimmer Size
O
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U
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Basin Volume in Cubic Feet
11881
Cu.Ft.
'd
Z
Skimmer Size
2.5
Inches
Days to Drain*
3
Days
O
Orifice Radius
1.0
Inches
o
4
O
Orifice Diameter
2.0
Inches
*In NC assume 3 days to drain.
77
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Design colculations provided by J. W. Faircloth & Son Inc.
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THESE DOCUMENTS ARE INSTRUMENTS
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CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3 -4 -14
DRAWN BY KWR
J 0 B NO. : - - --
SHEET N0.
C -2.6

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THESE DOCUMENTS ARE INSTRUMENTS
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DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3 -4 -14
DRAWN BY KWR
JOB NO. : __ -_
SHEET N0.
C -2.7

GRAPHIC
( IN FEET )
1 inch = 80 ft.
/
LOT 15
THE GARDENS AT
FLOWERS PLANTATION
PB 61 PG 170
NO LINER REQUIRED.
PERMANENT LINER REQUIRED - TENSAR, P30O VEGETATED OR EQUIVALENT.
LOT 68
WALKER WOODS
PB 67 PG 450
\ / LOT 67 /
WALKER WOODS
\ PB 67 PG 450 /
2.
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LOT 66 23077
WALKER WOODS 0 ` 0.53 AC.
PB 69 PG 113
28
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UNDISTURBED AREA TOTALS:
STREET & RIGHT -OF -WAY GRADING - 4.93 AC.
BEHIND RIGHT -OF -WAY GRADING - 2.45 AC.
5 TEMPORARY SEDIMENT BASINS - 1.85 AC.
11 TEMPORARY DIVERSION DITCHES - 1.05 AC.
TOTAL DISTURBED AREA - 10.28 AC.
i
12 "(30cm)
BASIN NO.
CHANNEL
DISTURBED
AREA
(ACRES)
Q10
(CFS)
BASIN DIMENSIONS
INSTALLATION
REQUIRED
VOL. (CF)
REQUIRED
SURFACE
AREA
4 "(10cm)
4.14
4.14
18.3
64.0
DETAIL
128.0
X
2.00
10
( 15cm ) -
- -
� 9il'.._..... (15cm)
"
4 (1OCm)
1. Prepare soil before installing rolled
4.27
18.1
63.0
erosion control products ( RECPs),
126.0
7---
2.00
any necessary application of
5
I
#3
lime, fertilizer, and seed.
2.54
2
%
2. Begin at the top of the channel by
108.0
X
2.00
anchori ng the RECPs in a 6 "(15cm)
4572
6"
#4
deep X 6 "(15cm) wide trench with
1.016
(15cm)
57.0
approximately 12 "(30cm) of RECPs
114.0
2" 5"
_
- p (5- 12.Sem)
1
extended beyond the up -slope portion
of the trench. Use ShoreMax mat at the
channel /culvert outlet as supplemental
Anchor the
10
t °p
'1
°,°�
scour protection as needed.
° °
. ° t 1
'
Fyn
a
°nA\
RECPs with a row of staples /stakes
approximately 12 "(30cm) apart in the
")¢.ID
4" -6
(I 15cm)
-^� °
((Is >M" ", J 1
°
°.
h y°
bottom of the trench. Backfill and
compact the trench after stapling. Apply
10
5796
5889
to the soil and fold the
1-�
seed compacted
"(30cm)
12 .
6
remaining 12 portion of RECPs
PB 67 PG 196
TAFT WOODS
back over the seed and compacted soil.
Secure RECPS over compacted soil
with a row of staples /stakes spaced
4
I) I�
approximately 12" apart across the
width of the RECPs.
\
p°
�\
3. Roll center RECPs in direction of water
O
%
flow in bottom of channel. RECPs will
unroll with appropriate side against the
BLEEKER D
""
soil surface. All RECPs must be
I
securely fastened to soil surface by
placing staples /stakes in appropriate
locations as shown in the staple pattern
LOT 9
guide,
4. consecutive RECPs
6 n
-_-
�- I =1 I ,
h 4'6" overlap. Use
(Sh ngle style)w
(15cm) -
�'
_ _
1 I -i
_
i -®®=�
a do
apartu andro4 "oon staples enterr to staggered e
RECPs.
f--:
= 1
g '�7�_ - i�- i- �.7_'�'.�1_�®= 1�_�_�_�I"""� �-"'-� E - �� -���"' �_�._� W��� � 1
5. Full length edge of RECPs at top of side
slopes must be anchored with a row of
staples /stakes approximately 12 "(30cm)
LOT 8
apart in a 6 "(15cm) deep X 6 "(15cm)
/ TAFT WOODS
PB 67 PG 196
/
wide trench. Backfill and compact the
CRITICAL POINTS
NOTES:
trench after stapling.
A. Overlaps and Seams
'Horizontal staple spacing should be
6. Adjacent RECPs must be overlapped
B. Projected Water Line
altered if necessary to allow staples to
approximately 2 " -5" (5- 12.5cm)
C. Channel Bottom /Side Slope Vertices
secure the critical points along the channel
(Depending on RECPs type) and
A
A
surface.
stapled.
Tin high flow channel applications a
13 B C
C
In loose Soil Conditions, the use of staple
staple check slot is recommended at 30
to 40 foot (9 intervals. Use a
or stake lengths greater than 6 "(15cm) may
double row of staples staggered
of s
7S.1
be necessary to properly secure the
4 "(10cm) apart and 4 "(10cm) on center
RECP's.
over entire width of the channel.
Drawing Not
8. The terminal end of the RECPs must be
anchored with a row of staples /stakes
approximately 12" (30cm) apart in a
-ioT)
Disclaimer:
`.
MERMAN,
The information presented herein is
general design information only. For specific applications,
6 "(15cm) deep X 6 "(15cm) wide trench.
..
I®
consult an independent professional
for further design guidance.
Backfill and compact the trench after
stapling.
5401 St. Wendel - Cynthiana Rd.
PH: 800 - 722 -2040
Poseyville, IN 47633
www.nagreen.com
Drawn on: 3 -16 -11
iii'•
10
� e
J
UNDISTURBED AREA TOTALS:
STREET & RIGHT -OF -WAY GRADING - 4.93 AC.
BEHIND RIGHT -OF -WAY GRADING - 2.45 AC.
5 TEMPORARY SEDIMENT BASINS - 1.85 AC.
11 TEMPORARY DIVERSION DITCHES - 1.05 AC.
TOTAL DISTURBED AREA - 10.28 AC.
i
/ LOT 4
/ TAFT WOODS
/ \ PB 67 PG 196
/ LOT 3
TAFT WOODS
LEGEND
0 GRAVEL INLET PROTECTION
TEMPORARY CONSTRUCTION
TEMPORARY DIVE•
- SF sF SILT FENCE
DENUDED AREA
TEMPORARY SEDIMENT TRAP
a 0%000 RIP RAP APRON
O�
PHASE LINE
DISTURBED LIMITS
SWALE
BERM
#100
CHECK DAM
SPOT ELEVATION
U7
TEMPORARY SEDIMENT TRAP SCHEDULE
BASIN NO.
DRAINAGE
AREA
(ACRES)
DISTURBED
AREA
(ACRES)
Q10
(CFS)
BASIN DIMENSIONS
SPILLWAY
LENGTH
REQUIRED
VOL. (CF)
REQUIRED
SURFACE
AREA
#1
4.14
4.14
18.3
64.0
X
128.0
X
2.00
10
7452
7961
#2
4.27
4.27
18.1
63.0
X
126.0
X
2.00
10
7686
7896
#3
2.54
2.54
13.2
54.0
X
108.0
X
2.00
10
4572
5742
#4
5.08
1.016
14.7
57.0
X
114.0
X
2.00
10
1829
6424
#5
3.22
3.22
13.5
54.5
1 X
1109.0
X
2.00
10
5796
5889
/ LOT 4
/ TAFT WOODS
/ \ PB 67 PG 196
/ LOT 3
TAFT WOODS
LEGEND
0 GRAVEL INLET PROTECTION
TEMPORARY CONSTRUCTION
TEMPORARY DIVE•
- SF sF SILT FENCE
DENUDED AREA
TEMPORARY SEDIMENT TRAP
a 0%000 RIP RAP APRON
O�
PHASE LINE
DISTURBED LIMITS
SWALE
BERM
#100
CHECK DAM
SPOT ELEVATION
U7
.o
O
r- c
C�2 �
LOT 21
TAFT
\
WOODS
PB
71 PG 135
0
z
b
LOT 20 \
TAFT WOODS
PB 71 PG 135
U
•h.0 0
O
U
M U
WINDHAM WA y
LOT 19
/ '-
TAFT WOODS
PB 71 PG 135
�
N
7�
O
U
W
v
/ LOT 18
\
TAFT WOODS
i
PB 71 PG 135
/
y
/
a
O
O
U
Ld
b
1-�
a
0
U
12 .
\LOT
TAFT WOODS
LOT 11
PB 67 PG 196
TAFT WOODS
PB 67 PG 196
0
LOT 10 \
\
TAFT WOODS
PB 67 PG 196
O
BLEEKER D
I
LOT 9
TAFT WOODS
PB 67 PG 196
/
/
LOT 8
/ TAFT WOODS
PB 67 PG 196
/
/
J /
/ LOT 4
/ TAFT WOODS
/ \ PB 67 PG 196
/ LOT 3
TAFT WOODS
LEGEND
0 GRAVEL INLET PROTECTION
TEMPORARY CONSTRUCTION
TEMPORARY DIVE•
- SF sF SILT FENCE
DENUDED AREA
TEMPORARY SEDIMENT TRAP
a 0%000 RIP RAP APRON
O�
PHASE LINE
DISTURBED LIMITS
SWALE
BERM
#100
CHECK DAM
SPOT ELEVATION
U7
.o
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r- c
C�2 �
U
U
O U OD
z
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THESE DOCUMENTS ARE INSTRUMENTS
OF SERVICE AND AS SUCH THESE
DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3 -4 -14
DRAWN BY : ATB
JOB NO. : ----
SHEET NO.
C -2.8

0
Cid N.,,th
GRAPHIC SCALE
(3
N N Y6�V
N
to, I
0i
Fj
265
265
�OW POINT STA =12+48.
L W POINT ELEV = 239.29
LOW POiT STA =3+66-65 PV/ STA = 13+48.79
F'VrEEEV = 24T-195- 260
LOW PO! T ELEV = 199.5,37
------- = 1. J87260 A.D.
PW ELEV 194.843
K = 144.724
A.b. 17.809
200.00' VC
14.048 Now
50.00 VC
DIM 255
255
HIGLU P-01M T -S TA---= 250
HIGH POINT ELEV = 2J5.580
250
PV1 STA = 9+58.81
HIGH POI I NT STA =0+48-35 P V1 ELEV = 2JJ. 778
HIGH POINT ELEV = 221.344 A. D. = COO
K = 40.9 74
00 Q) EX /STING UM
P V1 STA = 1 +18.01 4--
PW ELEV = 219.577 200.00_ ' VC GROUND 245
245
K = 14.107
!,,39.,3J' VC
od
LO
z) 240
240 %
1.90 MINIMUM C0VfR 200
15, CAA
VC
L POINT STA =5+44.72 -6
LOW POINT ELEV = 20ZO89 2,35
PO STA = 6+44.72 T
2,35
PV1 ELEV = 212.47J
od + A.D. = 1.407.
K = 142.936
c) 200. 00' VC
2,30
MINIM"
2,30
EXIS TING
NN
GROUND
w 'q: , 0C
225
225 0
��O' LW ro.
.00,-_ �" 20 _
EXISTING 5 N 55
3 MINI U , COVER GROUND 220
220 to N G
•8" PVC C151 CLASS 200 I-DI D1 'i5 W�
STA: 1+44 Q)
.84(-45.09� R
TOP: 212.75 cc, ccl
INV OUT. • 209.75 215
215
Dl D3 L� 15"RCP
S TA: 1+ 18. 1 91 @ 3.909
DI D2 -DI C2
TOP: 216.50 STA: 1 +88.98( - 37,03) STA: 4+09.65(-20.09')
INV OU 209. 00 TOP. 210.65 TOP: 198.75 210
270 -INV IN. 208. 0O(D1 D1) INV IN. 195.50(FES Cl)
INV OUT. 20Z90 INV OUT,' 195.40
55.74' of 8" RCP @ 1. 177.
70.30 '
15"RCP rO 0
2.49% 2' DI D4
STA: 1+86.00(18.63� mm
205 TOP. 209.90 G ��\_
FES D5 INV IN. 20 Z 25(DI DJ) rl1
STA: 1+75.58(69.86) INV IN. 207.25 DI D2)
INV OUT- 206.00 -52. V OUT: 207.15 FES C1 200
1355'
18
200 - - @=019.1-
UTILITY CONTRACTOR SHALL INSTALL (2)
JOINTS OF 6" DIP UNDER 18 RCP 4SY FES CJ
DRAINAGE PIPE. A MINIMUM OF 24" 2p FES
V
SEPERATION BETWEEN THE BOTTOM OF THE .70 75"Hulf
195
RCP AND THE TOP OF THE 6" DIP SHALL 25.789
795 BE MAINTAINED.—— DI C4
2' CLEAR STA: 4+15.19(21.45)
@ 1. 557* FES C5 TOP: 198.75
INV IN: 194.75(DI C2)
6 DIP INV IN. 196. 00(FES CJ) -9 0
-INV OUT 194.65
9 0 47.74' 18 RCP I
7 29 UTILITY CONTRACTOR SHALL INSTALL THE 6"
CREEK CROSSING #1. WATERMAIN UNDER 18" RCP DRAINAGE PIPE
SEE SHEET C-3.4 80.81' of 36"RCP @ -0.10 WITH A MINIMUM OF 24" SEPERA TION
FOR DETAILS BETWEEN THE BOTTOM OF THE RCP AND 785
THE TOP OF THE 6" WATERMAIN
185 ca 114-
0) Iz �O Q) rn Q ca r"o 00
Q 00 00 (3) LO 4')
N q. er, 'q:
fn In 4
Lr) tl� 06 (N N 06
CO (3) (71 N INN CN N CN N CN rn
-0+50 0+00 1 + 1 00 2+ 1 00 3+ 1 00 4+ 00 5+00 6+00 7+00 8+00 9+00 70+00 11+00 12+00 1,3+00 14+00 15+00 15+50
( IN FEET )
I inch = 60 ft.
LEGEND
Buffer Zone 1
0
Buffer Zone 2
Easement
- - -
Building Setback
W W-
Water Main & Valve
Hydrant w/ Valve
OAir
Relive Valve
OSanitary
Sewer Manhole
ip
Catch Basin or Drop Inlet
Flared End Section
•
Sanitary Sewer Clean Out
Water Meter
Water Main Label (See
Water Main Legend)
0
Road Curve Tag Number
4--)
( Curve Table)
Phase Line
U)
Z
0
U)
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0111111111111"/
L,�A 0
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0 SEAL 0
0 0 0
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bt
THESE DOCUMENTS ARE INSTRUMENTS
OF SERVICE AND AS SUCH THESE
DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3-1-14
DRAWN BY KWR
JJOB NO. : ----
SHEET NO.
C-3.0

.)o
c
�M
\/1
1
t 'S
S1
it
270
265
260
255
250
245
240
owl
O
4)
N
- 26683 SF.--_ 0.61 AC. -
__ 28 _ \ \
f
HIGH _ POINT- STA =18 +01.4 _
IGH POINT ELEV = 253.5
PV! STA _ 17 +50.00 _
PVI ELEV = 254.370
K = 46.129 _
200.00' VC_
f
LO
{ N EXISTING
N I GROUND
EXISTING ca m
GROUND
1.059,
3' - MINIMUM COVER
1
, MINIMUM COVE 6j ; PVC C151 CLASS 200
55 200
PVC C� 51
6„ UTILITY CONTRACTOR SHALL INSTALL -
PROPOSED 24" RCP. SEE ONE JOINT OF 6" DIP CENTERED
PLAN VIEW ABOVE FOR OVER THE PROPOSED 24" RCP.
INVERT ELEVATIONS.
i
i
0�^0 CN N tvj N Cep e} cep N
�? cv � co <1• o�
N N N N N N N N N N N
/ C
\\ � �J
0
OJT
SOOOA
L(
275
270
265
260
255
245
240
235
15 +50 76+00 77+00 78+00 79+00 20+00 21+0027+50
EXTEND ALIGNMENT ABC -3
f
29875 SF.
\ / d MMS S o 0.69 AC
7ood 3ONn7d ! A J �� \ a
t A4� +
STA: 3 +05.34(- 34.J3)�
INV OUT. 221.50 7`4p,
1 N2vv2, d� ; t 6�. I \t i 0 I
' v /
25183 SF.
0.58 AC 't ' 74
} f D/ A3 22806 SF.
\\N 235
v\ \ \ Dl A2� 4\ STA: 1 +77.09(- 3590') 0.52 AC
\ I : STA: 1 +22.81 - 19.94' �` TOP: 227.29
,� ( ), VQi • 'rye INV IN: 224.60(DI A2)
"j TOP: 232.68
ti INV OUT. 224.50
;INV IN: 229.00(FES A1)y, - ,-
b3A \ �f } INV OUT.•22Z90/ i ; y0 . \r ^�°'
,ot f X01 I,, D�Q, —so'=
I 1 , 4» pIP k M< ��i 4\c
fi
m
I
:I
- - tx� 23265 SF. }
x3940 SF. f \\ f
0.55 AC. / 0.53 AC
FES A1\ ' . 6
2 �ryk�
.._STA: 1 +31.81(26.82)° 22\ _ �, \ 6
`INV IN. 230.00 h�
\ 23112 SF.\ - o_
0.53 AC.
g2
NNE o ul
GRAPHIC SCALE
60, 0 30 60 120
( IN FEET )
1 inch = 60 ft.
245
240
235
230
225
220
UTILITY CONTRACTOR SHALL INSTALL THE -
6" DIP WATERMA/N UNDER 30" RCP
DRAINAGE PIPE WITH A MINIMUM OF 24"
SEPERATION BETWEEN THE BOTTOM OF THE
RCP AND THE TOP OF THE 6" WATERMA/N.
—0+50 0+ 00
1+00
2+00
255
250
245
i
230
225
220
05 34( -34.13
r:• 221.50
3+00 3+50
1 rr+rK Ir%
CAR9'�.,,
\QQ OOOOpppO </
O p0 /
"P',-
Y O I
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g 19821 g
F^ '(', !�/Q i
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7.
Buffer Zone 1
®
Buffer Zone 2
— — — — —
Easement
— —
Building Setback
W W—
Water Main & Valve
z
Hydrant w/ Valve
OAir
Relive Valve
OSanitary
Sewer Manhole
Catch Basin or Drop Inlet
®
Flared End Section
0
Sanitary Sewer Clean Out
—�
Water Meter
5�---
Water Main Label (See
Water Main Legend)
®
Road Curve Tag Number
( Curve Table)
Phase Line
CAR9'�.,,
\QQ OOOOpppO </
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THESE DOCUMENTS ARE INSTRUMENTS
OF SERVICE AND AS SUCH THESE
DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE 3 -1 -14
DRAWN BY KWR
JOB N 0. - - --
SHEET N0.

'
y4 r
0
•I
255
250
245
W0
235
230
225
220
275
270
205
EXI,
STL
FRC
GRAPHIC SCALE
60 0 30 60 120
( IN FEET )
i inch = 60 ft.
-0 +50 0 +00
7 +00
2+00
,3+00
wl
5+00
6+00
rZT
255
250
245
240
235
225
220
275
270
M&
7+00
LEGEND
Buffer Zone 1
®
Buffer Zone 2
— — — — —
HI G
POINT STA =6 +37.04
Building Setback
W —H —W-
Water Main & Valve
t�
z
Hydrant w/ Valve
OAir
Relive Valve
OSanitary
Sewer Manhole
yJ.G
P•011�lT sELEI� -
®
Flared End Section
-.-.
Sanitary Sewer Clean Out
B
Water Meter
SO--
Water Main Label (See
Water Main Legend)
VI STA = 5 +37.04
Road Curve Tag Number
O
( Curve Table)
N
Phase Line
W ELEV _ 233.019
11� 1
W
A. D.
1.4
K = 62.146
U
bl
200.00' VC
b
LOW POINT ELEV =' 217.318
Pill STA = 2 +30.09
0
0'
PW ELEV = 212.770
I
A. D. = 21.249.
_
K = 9.416
mT
200.00' VC� _
EXISTING
v
GROUND
W
W
�_ _N
3•
Sq
N
� m
m
R
COQ
G m
O
o�
3
�-
EXISTING
U
U
GROUND
W
W
_ L
n
0
0
DI B1
2
c�P55
cr
STA: 3+ 17.13( - 22.91)
0% ( X51
6
v�
TOP. 216.94
_ 0
6
INV IN.214.40(FES B1)
"01,
•Jw
INV OUT-214.30
6
FES 81
EXISTING
STA: 3 +28.12( - 21.82')
GROUND
TOP: 217.56
_ IN OUT.• 215.00
11. 4 f 13"' RCP; ® 5.43q
6 1. 58 15" RCP 1.14%
UTILITY CONTRACTOR SHALL INSTALL
FES B2
ONE JOINT OF 6" DIP CENTERED
6" DIP
STA: 11 +32.81(296.45')
OVER THE PROPOSED 30" RCP.
TOP. 215.04
—
- --
INV 1N.213.60(DI 81)
CREEK CROSSING 02.
SEE SHEET C -3.4 _
UTILITY CONTRACTOR SHALL INSTALL THE
FOR
DETAILS
6" DIP WATERMA/N UNDER 15" RCP
_
DRAINAGE PIPE WITH A MIN /MUM OF 24"
SEPERATION BETWEEN THE BOTTOM OF THE
RCP AND THE TOP OF THE 6" WATERMAIN.
N
t7
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f\ N
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�
o
N
o
°
O °
N N
N
N
N N
N N N N
N N N
N
N
N
-0 +50 0 +00
7 +00
2+00
,3+00
wl
5+00
6+00
rZT
255
250
245
240
235
225
220
275
270
M&
7+00
LEGEND
xo01ua11111 'ri
�.� N FARO /''�.
000000
g
D�OFESS 10y
9
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0 19821 0
0
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O° ° ° ° ° °pO
w,
0
U
0
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Buffer Zone 1
®
Buffer Zone 2
— — — — —
Easement
— —
Building Setback
W —H —W-
Water Main & Valve
t�
z
Hydrant w/ Valve
OAir
Relive Valve
OSanitary
Sewer Manhole
•i-
Catch Basin or Drop Inlet
®
Flared End Section
•
Sanitary Sewer Clean Out
B
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SO--
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Road Curve Tag Number
O
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N
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THESE DOCUMENTS ARE INSTRUMENTS
OF SERVICE AND AS SUCH THESE
DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3 -1 -14
DRAWN BY KWR
JOB NO. - - --
SHEET N0.
C -3.2

V
I
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C -692.20')
3 5 TOP.
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_71' 23J. 00 A
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2'
59,
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PVC
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_0P: 209.90 (DI DJ)
25(DI D2)
)UT-207 15
265
260
min
250
245
2,30
225
220
215
STA: 1+44
INV
270
STA:
INV
205
T
POOL
--DI Dl 2' 8" PVC 'v PLUNGE F3 . .. .
STA: 1+44.84(-4-5. STA:2+96.41 `" AW,
SYSTEM F (-649.18)
TOP: 212.75 INV OUT-228.50
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;INV OUT•20. 7' 'N'
57'-
4
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10'x10' CLASS V Z
...........
10,
RIP RAP APROAC
T
GRAPHIC SCALE
60 0 30 60 120
IN FEET
1 inch = 60 ft.
LOW POINT ST =6+96.02
LOW POINT ELEV = 234.705
PV1 STA = 7+96.02
PV1 ELEV 238.624
'A. .= 0.937.-
K = 2 1.148
200.00' VC
k6
EXISTING
ao GROUND
6i
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(6
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FES F1 200
STA: 2 +86.25(- 692.20')
INV IN.-233.00 r
LOW POINT STA =0+29.43 LOW POINT STA =3+00.00
LOW POINT ELEV =1 214.459 HIGH POINT STA =2+50.03 L
OW -POINT ELEV = 220.6613
PV1 STA = 0+719.43 HIGH POINT ELEV = 220.191 PV1 STA = 3+50.00
PV! ELEV = 21 962 PV1 STA 2+00.03 PV1 ELEV = 221.141
A.D. = 2.94% PV1 ELEV 219.717 A.D. = 2:979
100.00 VC K - 3.418
100.00' VC
100.0 9, VC 15.02' 15 "RCP
EXISTING @ 19.97%
Q)
DI F2
GROUND STA: 7+10.32(-22 46�
Q) TOP. 233. 00
d d INV IN. 230. 00(FES Fl)
INV OUT-229.90
114- C3 Lo
n ar) (a) 0) Q; N +
'OVF
Lo N �6 LO P< 141MUM
-q- LQ "R CP UTILITY CONTRACTOR SHALL INSTALL 8" DIP
5Z53' 15"RCP
WATERMAIN UNDER 15" RCP DRAINAGE PIPE WITH A
200-
MINIMUM OF 24" SEPERATION BETWEEN THE BOTTOM
LU SS
EXISTING W G
OF THE RCP AND THE TOP OF THE 8" WA TERMAIN
8" DIP
GROUND
Cc- --------- -_
L -FES F3
STA: 2+ 96.41(- 649.18' )
INV OUT-228.50
gA% COVER 3, MINI UM
DI Dl_ I ASS 200
.84(-45.09)
TOP. 212.75 '151
OUT. • 209.75
_V
DI D2 0 3.909
1+88.98(-37 0j) UTILITY CONTRACTOR SHALL INSTALL 8" DIP
TOP: 210.65 WA TERMAIN UNDER 15" RCP DRAINAGE PIPE WITH A
IN.-208.00(DI Dl) MINIMUM OF 24" SEPERATION BETWEEN THE BOTTOM
INV OUT-20790
OF THE RCP AND THE TOP OF THE 8" WA TERMAIN
to 8 DIP\ L0 N N(3) (3)
O Q; (Z73
of of
NN NN NN NN NN NN NN cv N (N CN N N N
-0+50 0+00
265
260
255
250
245
240
2,35
2,30
225
220
215
270
205
1+00 2+00 3+ 00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 72+00
LEGEND
Buffer Zone 1
0
Buffer Zone 2
Easement
- - -
Building Setback
W W-
Water Main &Valve
Hydrant w/ Valve
OAir
Relive Valve
0
Sanitary Sewer Manhole
Catch Basin or Drop Inlet
Flared End Section
•
Sanitary Sewer Clean Out
�
Cd
Water Meter
Water Main Label (See
Water Main Legend)
F071
Road Curve Tag Number
( Curve Table)
Phase Line
_�N UANO,
0 0.
0
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THESE DOCUMENTS ARE INSTRUMENTS
OF SERVICE AND AS SUCH THESE
DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3-1-14
DRAWN BY KWR
[JOB NO. : ---- I
SHEET NO.
C-3.3

Ce% %A /Ar T ,2hi dnffit%n Pagel Storm Sewer Tabulation Page Storm Sewer Tabulation Pagel
Station
Len
Drng Area
Rnoff
coeff
Area x C
Tc
Rain
(1)
Total
flow
Cap
full
Val
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
Line
_
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
To
Line
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
5.76
Line
246.50
7nI
248.38
242.75
249.25
Culvert #1
Project File: Storm System E.stm
Number of lines: 1
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in /hr)
(cfs)
(cfs)
(ft/s)
(in)
N
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
93.888
0.05
13.91
0.85
0.04
6.29
5.0
5.2
7.3
46.03
73.31
9.65
30
320
221.50
224.50
224.27
226.74
224.00
228.68
System A Pipe 3
2
1
50.154
0.03
13.86
0.80
0.02
6.25
5.0
5.1
7.3
45.90
105.2
10.08
30
6.58
224.60
227.90
226.74
230.14
228.68
232.68
System A Pipe 2
3
2
48.000
13.83
13.83
0.45
6.22
6.22
5.0
5.0
7.4
45.91
72.50
10.08
30
3.13
228.00
229.50
230.14
231.74
232.68
232.25
System A Pipe 1
Project File: Storm System A.stm
Number of lines: 3
Run Date: 3/19/2014
NOTES:Intensity = 72.98 / (Inlet time + 12.40) ^ 0.80; Return period =Yrs. 10 ; c = cir e = ellip b = box
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
Line
To
Line
Incr
(ac)
coeff
Incr
Total
(1)
flow
full
Slope
( %)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Dn
(ft)
Line
To
In
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
5.76
Line
246.50
7nI
248.38
242.75
249.25
Culvert #1
Project File: Storm System E.stm
Number of lines: 1
Run Date: 3/19/2014
NOTES:Intensity = 88.24 / (Inlet time + 15.50) ^ 0.83; Return period =Yrs. 10 c = cir e = ellip b = box
O
U
(ft)
(ac)
(C)
(min)
(min)
(in /hr)
(cfs)
(cfs)
(ft/s)
(in)
N
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
61.577
0.01
0.26
0.25
0.00
0.21
5.0
5.1
7.2
1.53
6.88
2.59
15
1.14
213.60
214.30
214.44
214.79
215.00
216.00
Culvert 2 Pipe 2
2
1
11.041
0.25
0.25
0.84
0.21
0.21
5.0
5.0
7.2
1.52
15.05
4.04
15
5.43
214.40
215.00
214.79
215.49
216.00
219.68
Storm System B P
Project File: Storm System B.stm
Number of lines: 2
Run Date: 3/19/2014
NOTES:Intensity = 88.24 / (Inlet time + 15.50) 10.83; Return period =Yrs. 10 ; c = cir e = ellip b = box
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
Line
To
Line
Incr
(ac)
coeff
Incr
Total
(1)
flow
full
Slope
( %)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Dn
(ft)
Line
To
In
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
5.76
Line
246.50
241.09
248.38
242.75
249.25
Culvert #1
Project File: Storm System E.stm
Number of lines: 1
Run Date: 3/19/2014
NOTES:Intensity = 88.24 / (Inlet time + 15.50) ^ 0.83; Return period =Yrs. 10 c = cir e = ellip b = box
O
U
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in /hr)
(cfs)
(cfs)
(ft/s)
(in)
N
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
47.738
0.02
1.95
0.50
0.01
0.99
5.0
5.3
7.1
7.06
30.01
8.34
18
817
191.25
195.15
191.83
196.18
192.50
198.75
System C Pipe 4
2
1
9.697
0.55
0.55
0.65
0.36
0.36
5.0
5.0
7.2
2.59
32.79
9.99
15
25.78
196.00
198.50
196.24
199.14
198.75
198.50
System C Pipe 3
3
1
41.903
0.02
1.38
0.50
0.01
0.62
5.0
5.1
7.2
4.49
13.08
3.59
18
1.55
194.75
195.40
196.18
196.21
198.75
198.50
System C Pipe 2
4
3
10.124
1.36
1.36
0.45
0.61
0.61
5.0
5.0
7.2
4.43
57.16
4.96
18
29.63
195.50
198.50
196.21
199.31
198.50
198.50
System C Pipe 3
Project File: Storm System C.stm
Number of lines: 4
Run Date: 3/1912014
NOTES:Intensity = 88.24 / (Inlet time + 15.50) ^ 0.83; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v10.30
Page Storm Sewer Tabulation Pagel Pagel
Storm Sewer Tabulation
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
Line
To
Line
Incr
(ac)
coeff
Incr
Total
(1)
flow
full
Slope
( %)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Dn
(ft)
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
5.76
Line
246.50
241.09
248.38
242.75
249.25
Culvert #1
Project File: Storm System E.stm
Number of lines: 1
Run Date: 3/19/2014
NOTES:Intensity = 88.24 / (Inlet time + 15.50) ^ 0.83; Return period =Yrs. 10 c = cir e = ellip b = box
O
U
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in /hr)
(cfs)
(cfs)
(ft/s)
(in)
( %)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
52.317
0.04
2.23
0.60
0.02
1.05
5.0
8.0
6.5
6.79
15.57
6.94
18
2.20
206.00
207.15
206.69
208.16
208.00
209.90
System D Pipe 5
2
1
55.745
0.08
2.08
0.75
0.06
0.96
5.0
5.1
7.2
6.91
11.34
5.80
18
1.17
207.25
207.90
208.16
208.92
209.90
210.65
System D Pipe 3
3
2
44.873
2.00
2.00
0.45
0.90
0.90
5.0
5.0
7.2
6.51
12.75
6.40
15
3.90
208.00
209.75
208.92
210.78
210.65
212.75
System D Pipe 2
4
1
70.298
0.11
0.11
0.60
0.07
0.07
5.0
5.0
7.2
0.48
10.19
1.48
15
2.49
207.25
209.00
208.16
209.27
209.90
216.50
System D Pipe 4
Project File: Storm System D.stm
Number of lines: 4
Run Date: 3/19/2014
NOTES:Intensity = 88.24 / (Inlet time + 15.50) ^ 0.83; Return period =Yrs. 10 c = cir e = ellip b = box
Station
Len
(ft)
Drng Area
Rnoff
coeff
(C)
Area x C
Tc
Rain
(I)
(in /hr)
Total
flow
(cfs)
Cap
full
(cfs)
Vel
(ft/s)
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
Line
To
Line
Incr
(ac)
Total
(ac)
Incr
Total
Inlet
(min)
Syst
(min)
Size
(in)
Slope
( %)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
1
End
112.884
11.32
11.32
0.38
4.30
4.30
5.0
5.0
7.2
31.14
54.27
14.02
24
5.76
240.00
246.50
241.09
248.38
242.75
249.25
Culvert #1
Project File: Storm System E.stm
Number of lines: 1
Run Date: 3/19/2014
NOTES:Intensity = 88.24 / (Inlet time + 15.50) ^ 0.83; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers 00.30
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
a
tom
coeff
(1)
flow
full
CYJ �
C a
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
O
U
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in /hr)
(cfs)
(cfs)
(ft/s)
(in)
( %)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
57.530
0.02
2.02
0.50
0.01
0.91
5.0
5.0
7.2
6.57
10.07
7.38
15
2.43
228.75
230.15
229.49
231.18
230.50
233.00
System F Pipe 2
2
1
15.020
2.00
2.00
0.45
0.90
0.90
5.0
5.0
7.2
6.51
28.86
6.34
15
19.97
230.25
233.25
231.18
234.28
233.00
234.00
System F Pipe 1
Project File: Storm System F.stm
Number of lines: 2
Run Date: 3/28/2014
NOTES:Intensity = 88.24 / (Inlet time + 15.50) ^ 0.83; Return period =Yrs. 10 ; c = cir e = ellip b = box
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THESE DOCUMENTS ARE INSTRUMENTS
OF SERVICE AND AS SUCH THESE
DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3 -1 -14
DRAWN BY KWR
J 0 B NO. : - - --
SHEET N0.
C -3.4

t`
l }�
;k
Y
- ---------
r
t
. ..... ..
r
CREEK CROSSING #1
SCALE: 1" = 10'
.... .
....
...... ...
.. °>
f
�r
a�
t 1
r 1
j;
f/ /f
t
r ,r
r F
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IMPACT SUMMARY:
CREEK IMPACTS:
TOTAL CREEK #1 IMPACT = 93.5 L.F.
TOTAL CREEK #2 IMPACT= 56.2 L.F.
TOTAL CREEK IMPACT =149.7 L.F. < 150 L.F. NO MITIGATION REQUIRED
BUFFER IMPACTS:
CREEK CROSSING #1
ZONE 1 IMPACT =
3,539.24 S.F.
ZONE 2 IMPACT =
6,967.65 S.F.
TOTAL BUFFER IMPACT =
10,506.89 S.F.
0.241 ACRES < 0.333 ACRE NO MITIGATION REQUIRED
CREEK CROSSING #2
1
1
3,057.06 S.F.
ZONE 2 IMPACT =
4,988.32 S.F.
TOTAL BUFFER IMPACT =
8,045.38 S.F.
0.185 ACRES < 0.333 ACRE NO MITIGATION REQUIRED
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IMPACT SUMMARY:
CREEK IMPACTS:
TOTAL CREEK #1 IMPACT = 93.5 L.F.
TOTAL CREEK #2 IMPACT= 56.2 L.F.
TOTAL CREEK IMPACT =149.7 L.F. < 150 L.F. NO MITIGATION REQUIRED
BUFFER IMPACTS:
CREEK CROSSING #1
ZONE 1 IMPACT =
3,539.24 S.F.
ZONE 2 IMPACT =
6,967.65 S.F.
TOTAL BUFFER IMPACT =
10,506.89 S.F.
0.241 ACRES < 0.333 ACRE NO MITIGATION REQUIRED
CREEK CROSSING #2
ZONE 1 IMPACT =
3,057.06 S.F.
ZONE 2 IMPACT =
4,988.32 S.F.
TOTAL BUFFER IMPACT =
8,045.38 S.F.
0.185 ACRES < 0.333 ACRE NO MITIGATION REQUIRED
SCALE: 1" = 10'
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DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3 -4 -14
DRAWN BY KWR
JOB NO. - - --
SHEET N0.
C -3.5

RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET
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RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET
Reference Design Note No. 6 (Second Edition), Jan. 23, 1986
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Reference Design Note No. 6 (Second Edition), Jan. 23, 1986
Elev.
U
Elev;
+�
Elev.
Elev: 221.5 221.0 Elev,
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4` ` - -' Elev. 213.7 211.0 Elev.
-::: - Elev. 191.3 188.5 Elev,
221.0
211.0
188.5
Elev.
Elev,
Elev.
d6/
2:6 218.9 /
4.0 209.7
4.7 186.6
1.9
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3.0 3.0
3.0 3.0
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2.6 -
7.2 13.1 --a.`
4.1 10.0 -=
. - 6.5 12.4
SECTION A -A
SECTION A -A
SECTION A -A
Elev.
Elev.
Elev.
26.1 221.0
20.1 211.0
24.8 188.5
14.3
8.2
12.9
Elev.
Elev.
Elev,
218.9
209.7
186.6
.t- 1.7 1
.- 0.9 1
-- 1.5 1
1.9 3.0
1.9 3.0
1.9 3.0
t--- 2.3-► SECTION B -B
• - 1.5-► SECTION B -B
2.1-� SECTION B -B
B
B
B
A A
A A
A A
ROCK GRADATION
ROCK GRADATION
ROCK GRADATION
0/6 Passing Size (in) B
% Passing Size (in) B -
% Passing Size (in) B
100 18 Stonebriar System A 3/13114
100 18 Stonebriar System B 3/13/14
100 18 Stonebriar System C 3/21/14
60 -85 13.5 LANDOWNER
60 -85 13.5 LANDOWNER
60 -85 13.5 LANDOWNER
25 -50 9
25 -50 9
25 -50 9
5 -20 4.5 DESIGNER: ATB
5 -20 4.5 DESIGNER: ATB
5 -20 4.5 DESIGNER: ATB
0 -5 1.8 SHEET OF
0 -5 1.8 SHEET OF
0 -5 1.8 SHEET _, OF
RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET
RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET
RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET
Reference Design Note No. 6 (Second Edition), Jan. 23, 1986
Reference Design Note No. 6 (Second Edition), Jan. 23, 1986
Reference Design Note No. 6 (Second Edition), Jan. 23, 1986
`'-� - Elev;.,
�`"` ---� Elev.
- '`'� -� _ - Elev;
- '''`�--�.._.., Elev.206.0 C� 203.3 Elev.
�`:"�--- -�` Elev.240.0 239.5 Elev.
i`� -..._ Elev.228.8 226.0 Elev.
203.3
239.5
SZ 226.0
Elev.
Bev.
Elev.
4.6 201.4
2.0 236.0 -"''
4.4 224.3
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. - - - 4.7
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10 5.1 11.0 ---
5.7 11.6 -►
SECTION A -A
SECTION A -A
SECTION A -A
Elev,
Elev.
Elev.
24.6 203.3
21.9 239.5
23.2 226.0
12.8
10.0
11.3
Elev:
Elev:
Elev.
201.4
238.0
224.3
+- 1.5 1
.- 1.2 1
4 1.3 1
1.9 3.0
1.9 3.0
1.9 3.0
�- 2.1- -► SECTION B -B
1.8-► SECTION B -B
4 - 1.9 SECTION B -B
B
B
B
A A
A A
A A
ROCK GRADATION
ROCK GRADATION
ROCK GRADATION
% Passin Size in B
% Passing 'Size (in) B
% Passin Size in) B
100 18 Stonebriar System D 3/21/14
100 18 Stonebriar System E 3/27/14
100 18 Stonebriar System F 3/21/14 '
60 -85 13.5 LANDOWNER
60 -85 13.5 LANDOWNER
60 -85 13.5 LANDOWNER
25 -50 9
25 -50 9
25 -50 9
5 -20 4.5 DESIGNER: ATB
5 -20 4.5 DESIGNER: ATB
5 -20 4.5 DESIGNER: ATB
0 -5 1.8 SHEET OF
0 -5 1.8 SHEET OF
0 -5 1.8 SHEET OF
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THESE DOCUMENTS ARE INSTRUMENTS
OF SERVICE AND AS SUCH THESE
DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3 -1 -14
DRAWN BY KWR
JOB NO. - - --
SHEET N0.
C -3.6

CREEK CROSSING #1
INLET HEADWALL PLAN
SCALE: 3/16 " =1' -0"
196.00' , -'j ------ -__ 196.00'
j \ '
:PROPOSED GRADE
192.69'
j \ EXISTING GRADE 36" RCP j
186.57'
185.57 -----------------
- 184.07'
INLET HEADWALL ELEVATION
\ 8'_ 10"
/ \ CO
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INLET HEADWALL PLAN
193.09 /
191.09 ICI
184.33 I- __T -
SCALE: 3/16 " =1' -0"
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190.30
EXISTING GRADE
185.67
185.33
:_
OUTLET HEADWALL ELEVATION
SCALE: 3/16 " =1' -0"
SCALE: 3/16 " =1' -0"
I�I�IEI�III,,;IEI
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° 186.57
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HEADWALL SECTION
4 SCALE.
CREEK CROSSING #2
0
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14,-5;" 122' 1 'l 4' -4 "
INLET HEADWALL PLAN
SCALE: 3/16 " =1' -0"
216.58' 216.58'
214.54' j
PROPOSED GRADE I 213.42'
EXISTING GRADE i
30 RCP
------- - - - - -- 207.33'
206.33 - - - - --
- 204.83'
INLET HEADWALL ELEVATION
SCALE: 3/16 " =1' -0"
218.00
211.50
205.42
•
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PROPOSED GRADE
EXISTING GRADE
3300"" RCP
OUTLET HEADWALL ELEVATION
SCALE: 3/16 " =1' -0"
upl7 /]
212.50
206.75
206.42
203.92
CONCRETE
1. CONCRETE SHALL DEVELOP THE FOLLOWING MINIMUM COMPRESSIVE
STRENGTHS AT 28 DAYS:
A) FOOTINGS - 3000 PSI
B) WALLS - 3000 PSI
2. CONCRETE FOR FOOTINGS, SLABS ON GRADE, WALLS, PEDESTALS,
COLUMNS, SUSPENDED SLABS, AND BEAMS SHALL BE REGULAR STONE
CONCRETE.
3. CONCRETE TO BE PERMANENTLY EXPOSED TO WEATHER SHALL HAVE 5%
AIR ENTRAINMENT.
4. ALL CONCRETE WORK SHALL CONFORM TO "BUILDING CODE REQUIREMENTS
FOR REINFORCED CONCRETE," ACI 318.
5. OBSERVE ALL AND STRICTLY FOLLOW ALL ACI 305 AND 306
REQUIREMENTS RESPECTIVELY FOR PROTECTION OF CONCRETE IN HOT
AND COLD WEATHER.
6. ALL CONCRETE WORK SHALL BE PROPERLY CURED IN CONFORMANCE WITH
ACI 308. EITHER WATER CURING OR SEALING MATERIALS METHOD MAY
BE USED PROVIDED THAT THE METHOD CHOSEN HAS NO DETRIMENTAL
EFFECT ON THE FINAL FINISH SPECIFIED FOR THE RESPECTIVE AREAS.
7. CHAMFER EXPOSED EDGES AND CORNERS OF CONCRETE 3/4" UNLESS
OTHERWISE NOTED.
FOUNDATIONS
1. SOIL DESIGN BEARING VALUE - 3000 PSF TO BE FIELD VERIFIED BY
INDEPENDENT GEOTECHNICAL TESTING LABORATORY.
2. SITE PREPARATION AND PLACEMENT OF ENGINEERED COMPACTED FILL
SHALL BE MONITORED BY THE GEOTECHNICAL LABORATORY. ALL
NECESSARY STRIPPING, CUTTING, PROOF ROLLING, AND FILLING
OPERATIONS SHALL BE SO MONITORED.
3. FOOTING EXCAVATIONS SHALL BE APPROVED BY THE GEOTECHNICAL
LABORATORY PRIOR TO PLACING FOOTING CONCRETE.
4. FOOTING ELEVATIONS SHALL NOT BE RAISED OR LOWERED UNLESS
SPECIFICALLY APPROVED BY THE ENGINEER.
5. FOOTINGS MAY CARRIED TO LOWER ELEVATION WHERE DIRECTED BY THE
ENGINEER.
6. FOUNDATIONS SHALL BE PLACED ONLY ON APPROVED NATURAL
UNDISTURBED SOIL STRATA OR ON PROPERLY PLACED ENGINEERED
CONTROLLED COMPACTED FILL UNDER THE SUPERVISION OF THE
GEOTECHNICAL LABORATORY.
REINFORCING STEEL
1. BARS SHALL BE ROLLED FROM NEW BILLET -STEEL CONFORMING TO
"SPECIFICATION FOR DEFORMED BILLET -STEEL BARS FOR CONCRETE
REINFORCEMENT," ASTM A615, GRADE 60.
2. DETAIL AND FABRICATE REINFORCING STEEL IN ACCORDANCE WITH
"MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE
STRUCTURES," ACI 315.
3. REINFORCING STEEL SHALL BE IN PLACE AND REVIEWED BY THE
ENGINEER PRIOR TO PLACING CONCRETE.
4. LAP REBAR SPLICES A MINIMUM OF 40 BAR DIAMETERS BUT A MINIMUM
OF 24 ". PLAN REBAR SPLICES TO OCCUR AT POINTS OF MINIMUM
STRESS UNLESS OTHERWISE SHOWN.
5. AT LOCATIONS REQUIRING VERTICAL DOWELS INTO FOOTINGS, THE
PLACEMENT OF THE DOWELS SHALL MATCH THE SIZE AND CLOSELY MAT(
THE LOCATION OF THE VERTICAL WALL REBARS REQUIRING THE DOWELS.
6. ALL DOWELS SHALL TERMINATE IN THE FOOTING WITH A STANDARD ACI
90 DEGREE HOOK UNLESS SPECIFICALLY SHOWN OTHERWISE. DOWELS
SHALL LAP THEIR MATCHING VERTICAL REBAR 40 BAR DIAMETERS OR A
MINIMUM OF 24 ".
7. REBARS OF DIFFERENT SIZES BUT OF EQUIVALENT AREA MAY BE USED
WHERE APPROVED BY THE ENGINEER.
8. SUBMIT SHOP DRAWINGS FOR APPROVAL PRIOR TO FABRICATION.
CONSTRUCTION SAFETY
1. THESE DRAWINGS DO NOT CONTAIN THE REQUIREMENTS FOR JOB SAFETY.
ALL PROVISIONS FOR SAFETY SHALL BE THE SOLE RESPONSIBILITY OF
THE CONTRACTOR.
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OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3 -1 -14
DRAWN BY KWR
JOB NO. - - --
SHEET NO.
C -3.7

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LOT 68
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STUBBED AT PROPERTY LINE
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LOT 19
TAFT WOODS
PB 71 PG 135
LOT 18
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PB 71 PG
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LOT 10
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DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3/27/14
DRAWN BY KWR
IJOB NO. : I
SHEET NO.
C-4.0

VARIABLE AS DIRECTED BY ENGINEER
(8' MAX.)
STEEL POST N RAILRO
(2 " -3"
WIRE FABRIC AGGRE(
UV RESISTANT Q�
GEOTEXTILE FABRIC
TAMPED BACKFILL
GROUNDS LINE
BURY FABRIC 6" MIN.
TEMPORARY SILT FENCE
(NOT TO SCALE)
W
V- SHAPED WATERWAY WITH STONE CENTER DRAIN
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TRAPEZOIDAL
NOTES:
-TO BE USED WHERE EXCESSIVE STORMWATER
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-SIZE OF STONE MUST BE DETERMINED BY
APPROPRIATE DESIGN PROCEDURE.
RIP RAP CHANNEL PROTECTION DETAIL
(NOT TO SCALE)
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I- VARIABLE
TYPICAL ENERGY DISSIPATER W /RIP -RAP
NOTES:
gIAB�E FLARED END PIPES GREATER THAN 36"
WILL REQUIRE CONC. SLAB AND OR RIP -RAP
TO PROTECT BOTH ENDS OF PIPE
RIP -RAP DIMS. AS SHOWN ON PLAN
FROM CHANNEL THUS
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TYPICAL CONC. 5 Q yr0
FLARED END
SECTION y OQ Q
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RIP -RAP PROTECTION AT OUTLETS
NOTE:
FOR PIPES ON MILD SLOPES
TYPICAL ENERGY DISSIPATORS
(NOT TO SCALE)
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
NO SCALE
N07E• ALL PAR77ALLY COMPLETED STORM DRAINS
SHALL BE PROTECTED AT 7HE END OF
EACH DAY IN ACCORDANCE WITH 7HESE
DETAILS
BURY BOTTOM
OF PLYWOOD
UPS7REAM END OF
STORM DRAIN
S7EEL FENCE
POST (TIP.)
WASHED STONE F17
ACROSS PIPE INLET
L
314" EX7ERIOR
PLYWOOD
PLYWOOD INLET PROTECTION
UPS77?EAM END OF
STORM DRAIN
OVERFLOW
.� . Tl/3 PIPE
*• • s;,., DIAMETER
HARDWARE CL07H
STONE FILTER INLET PROTECTION
PIPE INLET PROTECTION (PLYWOOD AND STONE)
NO SCALE
L-�
NO TES:
A 1. ROCK CHECK DAM SHALL BE CONSTRUCTED
I OF CLASS B RIP -RAP WITH 12" THICK NO. 57
STONE FACE ON UPSTREAM SIDE.
2. H= VARIES ACCORDING TO LOCAL CONDI TIONS
INSTALL AS DIRECTED BY ENGINEER.
C'•f111 I IIIA V C`LI A 1 I " 141A EDC/ /11II 1 Cl /CI /1C I /111IC[` r M A AIL,'
A —A B —B
HARDWARE CLOTH
SILT FENCE,
SEE DETAIL-
8' SPILLWAY
2' MAX.,
TYPICAL
METAL POSTS, TYPICAL -
SILT FENCE SPILLWAY
UPHILL
HARDWARE CLOTH
#57 WASHED STONE
EXISTING GRADE
0
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FABRIC
6"
SILT FENCE SPILLWAY:
SPILLWAY PROFILE
SILT FENCE SPILLWAY
(NOT TO SCALE)
/+n1 in A r1-r1 -n n r-V TONI TE OR
?ETE ENCASEMENT
3ASIN SECTION
:A TIONS.
TRENCH BOTTOM
FIELD ADJUST LOCATIONS AS NECESSARY TO CENTER
COLLAR BETWEEN JOINTS.
ANTI -SEEP COLLAR
NTS
TEMPORARY ROCK SILT CHECK DAM
(NOT TO SCALE)
VARIES
SEE PLAN 3
INV. PER PLANS
SPILLWAY
NTS
U)
CONSTRUCTION SPECIFICATIONS
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1. INSTALL SPILLWAY IN THE LOW POINTS OF
THE SEDIMENT FENCE.
.ND SILT FENCE
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2 PLACE A LAYER OF FILTER FABRIC ON THE
�
GROUND BENEATH THE SPILLWAY; PLACE 6
b
INCHES OF THE UPPER EDGE IN THE TRENCH.
V1
3. ALONG THE SPILLWAY, PLACE ADDITIONAL
STEEL POSTS FOR STRENGTH. THE POSTS MUST
BE A MAXIMUM OF 2 FEET APART AND DRIVEN
U
IN SOLID GROUND A MINIMUM OF 18 INCHES.
4�
4. PLACE HARDWARE CLOTH (WELDED
GALVANIZED SCREEN WITH SQUARE X
m �,
INCH HOLES) ON THE UPHILL SIDE OF THE
O
POSTS TO HOLD THE WASHED STONE IN PLACE.
DOWNHILL
5. BURY THE BOTTOM OF THE HARDWARE CLOTH,
con
ct
THE UPPER EDGE OF THE FILTER FABRIC BELOW
- METAL POST
THE OUTLET AND THE WIRE FENCE IN THE
TRENCH AND COMPACT THE FILL.
6. PLACE A FILTER OF #57 WASHED STONE ON
N
d'
THE UPHILL SIDE OF THE OUTLET. PILE THE
STONE TO THE TOP OF THE HARDWARE CLOTH
AND OVER THE JOINT BETWEEN THE OUTLET AND
THE SILT FENCE.
MAINTENANCE
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1. INSPECT SILT FENCE SPILLWAYS AFTER EACH
;n
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RAINFALL. IF EVIDENCE OF UNDERMINING OF
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THE FENCE OR OUTLET EXISTS, MAKE REPAIRS
IMMEDIATELY.
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SUCH THESE
NEEDED TO ASSURE PROPER OPERATION OF THE
—
CONCEPTS PRESENTED REMAIN
THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
FILTER. WHEN THE STONE FILTER BECOMES
CLOGGED, REMOVE THE CONTAMINATED STONE,
DATE 3 -4 -14
DISPOSE OF IT PROPERLY, AND REPLACE WITH
ATB
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JOB NO. : -
CLEAN WASHED STONE.
3. WHEN THE AREA ABOVE THE OUTLET HAS
O
BEEN STABILIZED, REMOVE THE OUTLET AND
DISPOSE OF PROPERLY. PROPERLY STABILIZE
THE AREA WHERE THE OUTLET WAS LOCATED.
SPILLWAY PROFILE
SILT FENCE SPILLWAY
(NOT TO SCALE)
/+n1 in A r1-r1 -n n r-V TONI TE OR
?ETE ENCASEMENT
3ASIN SECTION
:A TIONS.
TRENCH BOTTOM
FIELD ADJUST LOCATIONS AS NECESSARY TO CENTER
COLLAR BETWEEN JOINTS.
ANTI -SEEP COLLAR
NTS
TEMPORARY ROCK SILT CHECK DAM
(NOT TO SCALE)
VARIES
SEE PLAN 3
INV. PER PLANS
SPILLWAY
NTS
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OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
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DATE 3 -4 -14
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AVERAGE -_ AREA'
WIDTH W L
WATER ENTRY UNIT
GENERAL NOTES:
WITH TRASH SCREEN
1. PROPER DESIGN MUST BE COMPLETED TO MINIMIZE PIPING AROUND DISCHARGE
in
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PIPE.
2. PROPER ORIFICE OPENING MUST BE SELECTED TO ENSURE POND DRAINS IN
► AREA OF BASIN WATER SURFACE AT
TOP OF PRINCIPAL SPILLWAY ELEVATION
CORRECT AMOUNT OF TIME. MODIFICATIONS MAY BE REQUIRED IF FIELD
COIR FIBER
CONDITIONS WARRANT A CHANGE.
BAFFLES
3. EMBANKMENT MUST BE COMPACTED TO DESIGN SPECIFICATIONS.
°
4. EMERGENCY SPILLWAY MUST BE CORRECTLY SIZED AND EROSION PROTECTION
ORIFICE OPENING INSIDE THE
ORIZONTAL TUBE WITH A
INSTALLED.
5. EROSION PROTECTION MUST BE INSTALLED ALONG THE EMBANKMENT AND AT THE
OF THE PIPE.
INFLOW 1' FREEBOARD
COIR FIBER
EMBANKMENT
CONSTANT HYDRAULIC HEAD
DISCHARGE END
6. INSPECT SYSTEM REGULARLY TO ENSURE IT IS FUNCTIONING IN A CORRECT
STRUCTURE / BAFFLES \
\
1/
MANNER.
\y
7. EIGHT SIZES OF SKIMMERS ARE AVAILABLE, REFER TO THE FLOW SHEET, CUT
f/
SHEET, AND INSTRUCTIONS ON WEB SITE FOR EACH SIZE.
1
SCHEDULE 40 PVC PIPE
N2
2 71
ARREL OR ARM)
DEWATERIN 11
MIN. EMERGENCY
ZONE
MIN.
SPILLWAY
6" MIN. INVERT ELEVATION OF
LEXIBLE HOSE
r
EMBANKMENT
FILTER FABRIC EMERGENCY SPILLWAY
FLOAT
//EARTHEN
MERGENCY SPILLWAY PVC VENT
PIPE
SEDIMENT
STORAGE ZONE
CROSS— SECTION VIEW
TOP VIEW —
SCHEDULE 40 PVC PIPE LOAT
— —�
(BARREL OR ARM)
VC VENT PIPE —
—
FLEXIBLE HOSE
DESIGN CRITERIA
-
SUMMARY: TEMPORARY SEDIMENT BASIN
-_ POTENTIAL FOR PIPING CAN
=
PRIMARY SPILLWAY: TRAPEZODIAL SPILLWAY WITH IMPERMEABLE
OCCUR. PROPER DESIGN
TO MINIMIZE DISCHARGE
MEMBRANE
MAXIMUM DRAINAGE AREA: 10 ACRES
AROUND PIPE MUST OCCUR.
MINIMUM VOLUME: 1800 CUBIC FEET PER ACRE OF DISTURBED AREA
MINIMUM SURFACE AREA 325 SQUARE FEET PER CFS OFQ10 PEAK FLOW
MINIMUM L/W RATIO: 2:1
MAXIMUM L/W RA110: 6:1
ar
MINIMUM DEPTH: 2 FEET
ATER ENTRY UNIT
DEWATERING MECHANISM: SKIMMER
MINIMUM DEWATERING TIME: 24 HOURS
BAFFLES REQUIRED: 3 BAFFLES
DESIGN LIFE: LESS THAN 3 YEARS
END VIEW
SIDE VIEW MAINTAIN DEPRESSION TO -
DISCHARGE PIPE
MINIMIZE CHANCE OF
TEMPORARY SEDIMENT SKIMMER BASIN
SCHEDULE 40
(NO SCALE) SKIMMER BECOMING STUCK
DRAWN BY T. R. EVANS 10/10
J. W. FAIRCLOTH & SON INC.
FAIRCL0TH SKIMMER® DISCHARGE SYSTEM
WITH EMBANKMENT
TELEPHONE: [phone]
TELEPHONE: [phone]
FAX: [phone]
EMAIL: WARRENOFAIRCLOTHSKIMMER.COM
STANDARD METAL POSTS 2' -0" IN GROUND
GALVANIZED HARDWARE WIRE
EXTENDS TO TOP OF BOX
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1. INSPECT INLET PROTECTION AND REMOVE SEDIMENT
# 57 WASHED STONE PLACED TO A HEIGHT OF 12 " -18" MINIMUM ABOVE TOP
OF BOX
AFTER EACH RAIN EVENT. GRAVEL SHOULD BE REPLACED
AND REPAIRS MADE AS NEEDED.
STANDARD GRAVEL DROP INLET PROTECTION
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DRAWINGS, DESIGNS, AND DESIGN'
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3 -4 -14
DRAWN BY ATB
JOB NO. : -
SHEET N0.
D -2

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2" -5"
(5- 12.5cr
(1.8r
IM
0.7 Staples per SQ.YD.
2" -5"
5- 12.5cm)
2" -5" FBI
(5- 12.5cm) Aft
3'
(0.9m)
6'
(1.8m)
3.3'
1.6' (lm)
(0.5m) -
2,1 -511
(5- 12.5cm)
_ 2" "
-5
(5- 12.5cm)
2'
4, (0.6m)
(1.2m)
20 "(0.5m)
0 0
l0 "(25cm)
0 0
3.3'
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_2" -5"
(5- 12.5cm)
-10"
(25cm)
STAPLE
PATTERN GUIDE
4:1 Slopes (A)
3:1 Slopes (B)
0 2:1 Slopes (C)
0 1:1 & Steeper Slopes (D)
0 Medium /High Flow Channel (D)
0 High Flow Channel And
Shoreline (E)
1.7 Staples per SQ.YD. 3.4 Staples per SQ.YD. 3.75 Staples per SQ.YD. NOTES:
* Use ECMDS0 for more accurate
staple pattern selection.
NORTH Disclaimer:
AMERICAN The information presented herein is general design information only. For specific applications,
GREEW' consult an independent professional for further design guidance.
5401 St. Wendel - Cynthiana Rd. PH: 800 - 722 -2040
Poseyville, IN 47633 www.nagreen.com Drawn on: 3 -16 -11
2 " -5" _
(5- 12.5cm)
4'
(1.2m)
0.7 Anchors per SQ.YD.
(0.8 Anchors per SQ. M.)
_ 2'1-511
(5- 12.5cm)
1.6'
(0.5m)
1.7 Anchors per SQ.YD.
(2.0 Anchors per SQ. M.)
2" -5" FBI
(5- 12.5cm) Ah
3'
(0.9m)
6' I
(1.8m)
(0.5m) _
3.3'
(lm)
1.15 Anchors per SQ.YD.
(1.35 Anchors per SQ. M.)
2 " -5"
12.5cm)
3' 1.5'(0.45m)
(0.9m) •
3.3'
1.6' (lm)
•
•
2.3 Anchors per SQ.YD.
(2.7 Anchors per SQ. M.)
2 " -5"
2n_5n
(5- 12.5cm)
Sheet 2 of 2.
T gad Bearing
Plate
-Position)
Earth Anchor
Detail
ti�
Channel & Shoreline
Slopes
CRITICAL POINTS
A. Overlaps and Seams
B. Projected Water Line
C. Channel Bottom /Side Slope Vertices
A A
B C B C
iy
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On
On
0
4
V)
Nl RTH Disclaimer:
AMERICAN The information presented herein is general design information only. For specific applications,
(E' consult an independent professional for further design guidance.
5401 St. Wendel - Cynthiana Rd. PH: 800 - 722 -2040
Poseyville, IN 47633 www.nagreen.com Drawn on: 03 -07 -11
Drawing Not To Scale
SLOPE
INSTALLATION
EARTH ANCHOR
(EA) DETAIL
1. Prepare soil before installing
high - performance turf reinforcement
mats (HP- TRMs), including any
necessary application of lime,
fertilizer, and seed.
2. Begin at the top of the slope by
anchoring the HP -TRMs in a 6" (15
cm) deep x 6" (15cm) wide trench
with approximately 12" (30 cm) of
HP -TRMs extended beyond the
up -slope portion of the trench.
Anchor the HP -TRMs with a row of
staples and anchors approximately
12" (30 cm) apart in the bottom of
the trench. Backfill and compact
the trench after stapling. Apply
seed to compacted soil and fold
remaining 12" (30 cm) portion of
HP -TRMs back over seed and
compacted soil. Secure HP -TRMs
over compacted soil with a row of
staples /stakes spaced
approximately 12" (30 cm) apart
across the width of the HP -TRMs.
3. Roll the HP -TRMs (A) down or (B)
horizontally across the slope.
HP -TRMs will unroll with
appropriate side against the soil
surface. All HP -TRMs must be
securely fastened to soil surface by
placing staples /stakes in
appropriate locations as shown in
the staple pattern guide.
4. The edges of parallel HP -TRMs
must be stapled with approximately
2" - 5" (5- 12.5cm) overlap
depending on the HP -TRM type.
5. Consecutive HP -TRMs spliced
down the slope must be end over
end (Shingle style) with an
approximate 3 "(7.5cm) overlap.
Staple through overlapped area,
approximately 12 "(30cm) apart
across entire HP -TRM width.
*NOTE:
In loose soil conditions, the use of
staple or stake lengths greater than
6 "(15cm) may be necessary to
properly secure the HP -TRMs.
12 "t30cm
6"
(l5cm)
6"
(l5cm)
S
3B
Sheet of 2. SLOPE
Earth INSTALLATION
Anchor
(10 "lscm) EARTH ANCHOR
�. (EA) DETAIL
Staples /Stakes
1. Prepare soil before installing
high- performance turf reinforcement
Earth mats (HP- TRMs), including any
Anchor necessary application of lime,
fertilizer, and seed.
2. Begin at the top of the slope by
anchoring the HP -TRMs in a 6" (15
A' i - _ cm) deep x 6" (15cm) wide trench
-ii= iii -�i�-
with approximately 12" (30 cm) of
(- HP -TRMs extended beyond the
up -slope portion of the trench.
Anchor the HP -TRMs with a row of
staples and anchors approximately
12" (30 cm) apart in the bottom of
the trench. Backfill and compact
- - - -- the trench after stapling. Apply
seed to compacted soil and fold
remaining 12" (30 cm) portion of
_ HP -TRMs back over seed and
compacted soil. Secure HP -TRMs
wm� -1 -I - over compacted soil with a row of
w
`-' staples /stakes spaced
1 I = I ®I I approximately 12" (30 cm) apart
across the width of the HP -TRMs.
3. Roll the HP -TRMs (A) down or (B)
horizontally across the slope.
HP -TRMs will unroll with
appropriate side against the soil
surface. All HP -TRMs must be
securely fastened to soil surface by
i I 1-I I I ( I I =I placing staples /stakes in
3A appropriate locations as shown in
the staple pattern guide.
4. The edges of parallel HP -TRMs
must be stapled with approximately
2" 5" (5- 12.5cm) overlap
1 depending on the HP -TRM type.
- I - 5. Consecutive HP -TRMs spliced
down the slope must be end over
I- 3 "(7.5cm) end (Shingle style) with an
approximate 3 "(7.5cm) overlap.
Staple through overlapped area,
approximately 12 "(30cm) apart
- across entire HP -TRM width.
Drawing Not To Scale
*NOTE:
NORTH Disclaimer: In loose soil conditions, the use of
AMERICAN The information presented herein is general design information only. For specific applications, staple or stake lengths greater than
consult an independent professional for further design guidance. 6 "(15cm) may be necessary to
5401 St. Wendel - Cynthiana Rd. PH: 800 - 722 -2040 properly secure the HP -TRMs.
Poseyville, IN 47633 www.nagreen.com Drawn on: 03 -07 -11
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THESE DOCUMENTS ARE INSTRUMENTS',
OF SERVICE AND AS SUCH THESE'
DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE : 3 -4 -14
DRAWN BY ATB
JOB NO. : -
SHEET N0.
D -3

DIMENSIONS AND QUANTITIES FOR DROP INLET (BASED ON MIN. HEIGHT, H)
DIMENSIONS
OF BOX & PIPE
CUBIC YARDS
GONG. IN BOX
DEDUCTIONS FOR
ONE PIPE
PIPE
SPAN
WIDTH
MIN. HEIGHT
D
A
B
H
BOTTOM
SLAB
WALL PER
FT. HT.
roraL
CONCRETE
FOR MINIMUM
HEIGHT, H
C. M.
R. C.
12"
3' -0"
2' -0"
2' -0"
0.222
0.222
0.592
0.015
0.026
15"
C a
2' -3"
0.648
0.023
0.036
18"
w
2' -6"
0.703
0.033
0.049
24"
3' -0"
0.814
0.059
0.085
30"
3' -0"
21-0"
3' -6"
0.222
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THESE DOCUMENTS ARE INSTRUMENTS
OF SERVICE AND AS SUCH THESE
DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S'
WRITTEN APPROVAL.
DATE : 3 -4 -14
DRAWN BY ATB
JOB NO. : -
SHEET N0.
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LID SHALL BE LABELED "WATER METER" AND NOTE: MIN. OF 7 CU. FEET OF STONE (MORE IF REQUIRED). THRUST BLOCK MIN. OF 6 SQ. FLEXIBLE SEAL
SHALL BE "AMR" TYPE WITH METAL FLIP -UP LID AND 2" HOLE FT. BEARING IN SOLID BANK (WHERE REQUIRED). DRAIN HOLE & FLANGES SHALL BE MIN. 10 LF DIP WATER MAIN
FINISHED GRADE FREE OF CONCRETE. CENTERED ON MANHOLE C/)
7" MIN. NOTE:
CLEARANCE FOR USE IN PAVED AREAS FOR USE IN UNPAVED AREAS
HYDRANT TO BE PLUMB, IF ADJUSTMENT - 5' DIA. PRECAST �
1. WATER MAIN SHALL BE DUCTILE IRON CONCRETE MANHOLE
-I —' IS NECESSARY AFTER PRESSURE TEST, VALVE BOX COVER
5; , { _ "..__: STREET RIGHT -OF -WAY RETESTING MAYBE REQUIRED BY JOHNSTON 7Y" MIN PIPE 10 LF CENTERED ACROSS "� WITH FLAT TOP
- -� I - OR AS NOTED ON PLANS COUNTY. FINISHED GRADE 1Y2" 2 MANHOLE.
I, » 2. CONTRACTOR TO INSTALL WATER MAIN Ld
IN PAVED AREA
AT DEPTH REQUIRED TO FACILITATE
;__._... VALVE BOX SHALL NOT BE INSTALLED FINISHED GRADE
METER (US GAL.) Ca FIRE HYDRANT, PUMPER NOZZLE TO IN SLOPE SECTION. IN UNPAVED AREA INSTALLATION OF AIR RELEASE
x 3/4" I I_!._' BE PERPENDICULAR TO STREET MANHOLE AT HIGH POINT OF LINE.
DODO MINIMUM OF 2' -6" FROM TOP OF SLOPE
3" MIN.
PUMPING AND HOSE CONNECTIONS TO FIRE HYDRANT OR EXTENDED TO 2' -O"
FIRE HYDRANT CONNECTION ARE NST. RIGHT -OF -WAY, WHICHEVER IS GREATER. BASE COURSE
» EASEMENT TO BE GRANTED TO JOHNSTON CONCRETE
COUNTY BY THE DEVELOPER IF HYDRANT / --
MIN. 4 WASHED STONE EXTENDS BEYOND RIGHT -OF -WAY. 6 MIN- I - ENCASEMENT
LOCK TYPE / _ - AT 3,000 P.S.I.
STOP / _.. " 1= __m::— VALVE BOX a
20" MIN. METER TAMPED BACKFILL I W
ANGLE � CLEAN AND PAINT HYDRANT AT COMPLETION �_I F--
CL CHECK BLOCK SUPPORT OR OF PROJECT. COLOR TO MATCH AWWA FLOW _.. __ Q
TESTS. COORDINATE TESTING WITH PUBLIC
VALVE STONE AS NEEDED Z X WORKS AND FIRE DEPARTMENT. T -W m m -A 2' -O"
7" _...- TAMPED ® LOCKABLE 24" RING & COVER
3/4" OR 1" CLASS 200 ao O 2' -6" BACKFILL. 5 DIA. PRECAST PLAN NCDOT TRAFFIC RATED W/ 1" DRILLED
MIN. VALVE BOX _...v,_ __ _._ . HOLE
WATER WATER MAIN WITH FLATTOP D BOLTS
POLYETHYLENE ^ N _ CONCRETE MAN
SERVICE LINE �\ PAVEMENT �- VALVE VALVE BOX SETSTAINLESS STEEL HEXHEA O
BREAK SWALE FLUSH WITH FINISHED GRADE
• '• •' WIDE BODY OR RING �� � �, COVER
DOUBLE STRAP SADDLE \ 0 O I FINISHED GRADE
\\ / \// I I ' " "` "`' \ TAMPED BACKFILL BLOCKING CONCRETE ENCASEMENT I I I I - i I_Im ``���i��r0000
CRUSHED STONE /% \/�\ \ \ \�/ / \ \ \ \ \ \ \ \/ I I /� / \\ SECTION AT 3A00 P.S.I. �I ♦ ♦�O��Nf0 , 0.0
METER YOKE SHALL BE (7 CFNMINW)EEP HOLES / \ \ rg� \ //\ NOTES: I �v �°°°OC `SS /(1, 000
PLAN I I ! ♦ o` moo
COPPERSETTER / 1. D.I.P. MAY BE USED FOR VALVE BOX MANHOLE STEPS SHALL BE = o Q- o
MUELLER NO. H- 1404 -2, \ MINIMUM LOCKED HYDRANT TEE PLACED 16" O.C. WHEN o° Q < o
SLOPE TOP OF COVER EXTENSIONS. 12" MIN. �- ° SEAL --
FORD NO. VH -72 -7W CONC. TO PROVIDE OF 2' -0" 2. VALVE BOX SHOULD NOT CONTACT DEPTH OF MANHOLE EXCEEDS 5'.
OR APPROVED EQUAL FOR METER YOKE COMPLETE WITH DRAINAGE FROM WATER MAIN OR VALVE. 5' MIN. 0 19821 S
DUAL PURPOSE FITTINGS CORP. STOP HYD. DRAIN. ; • ► •..
3/4" SERVICE = {•': ° °': MAY BE
z. �•�•,• USED IN LIEU OF ENCASEMENT IN � °o o �
> g,i ;4•t t1} 6 DIP PIPE e•, •T t -.F— CONCRETE UNPAVED AREAS.
* -''� °°°°;NG INE�e° °° ♦ ♦��`'
\ ''• •• +',� %i :• "° BLOCKING
o 00 0° o ` ♦♦
WATER MAIN UNFORMED CONC. r;p,1r ;r2:E?;� \ .;Y 24" MAX.
NOTE: \ \ '' " "''_ ' Z."� {E'r`; /� / \\ �\ 2" AIR VACUUM /PRESSURE RELEASE ✓��1 ��
1. CONTRACTOR SHALL PLACE METER BOX IN NON TRAFFIC AREA �/� \� / /� /\/ \��\ \� 4 EA - 3/4 "X4" TIE BOLTS s" GATE VALVE VALVE {SHORT BODY)
'�\ WITH 3/4" THREADED RODS.
ONLY. \ COAT STEEL RODS OR USE
2. PLASTIC METER BOX SHALL BE CENTURY #1015, NDS D1200, OR STAINLESS STEEL.
APPROVED EQUAL 2" ISOLATION VALVE AND
3. CONTRACTOR SHALL CENTER METER YOKE IN METER BOX. VALVE AND VALVE BOX INSTALLATION SCHT401 SISG316 ALL BE
4. METER YOKE TO MUELLER No. H- 1404 -2, FORD N0. VH -72 -7W FIRE HYDRANT INSTALLATION o
OR APPROVED EQUAL.
AWWA C- 700 -71 STDS. AND SPECS. (FOR AREAS WITHOUT CURB & GUTTER) NOT TO SCALE
5. METER TO MEET
TAPPING SADDLE
(W- 5) NOT TO SCALE o
MIN. 12" /157 STONE Z
NOTE: PAY ITEM FOR FIRE HYDRANT ASSEMBLY INCLUDES ALL ITEMS FROM LOCKED STANDARD AIR RELEASE
3/4" + 1" WATER METER SERVICE DETAIL HYDRANT TEE THRU FIRE HYDRANT. SECTION llrl AHOLE 1OR I&WER MAIN
NOT TO SCALE
NOT-. TO' SCALE
i
I
i
CONCRETE THRUST BLOCK
AT 45' BEND.
SEE THRUST BLOCK DETAIL - -- - -� �f -� -- r- , -- •� ,
E � � I i� �.• I I I L' --____ 1 I
FOR DIMENSIONS OF BLOCK.
18" MIN.
CONC. THRUST I
I ` 13 � 1 ' CLEARANCE • ^�
COLLAR (3000 PSI) t_ I_ I I I i • °-+
MAX. _I I ,.��� I I I -; ,� >y
UNDISTURBED Sou
1 0 I ; ; . RESTRAINED FLANGE ADAPTER
NOTE: I:: UNIFLANGE OR EQUAL
CONC. THRUST PROPOSED WATER MAIN i__� .I I 'm
MJ ACCESSORY KIT
COLLAR (3000 PSI) /
ALL PIPE SEGMENTS LESS
. ....................................
r >�� >�>'TRENCH • •
THAN 10' SHALL REQUIRE UIRE
.> ...».'....?.. WALL S.S. THREADED ROD S .0 1
�-{
ANCHOR.. ;.:: :;•. •: ;, D.I.P. MECHANICAL— ANCHOR w .' :t? : D.LP• CONCRETE ITf��ST BLOCK
RING :'�r; MAIN JOINT RING :_ MAIN a�/ AT 90' BEND.
TAPPED �� SEE THRUST BLOCK DETAIL EXISTING STORM SEWER "FIELD LOK" GASKET N
ORE UAL
C�
^,...;.
Q
PLUG .r FOR DIMENSIONS OF B
LOCK.
^ll
v d'
\1!
TAMPED ROD REQUIREMENTS �
TRENCH BACKFILL
WALL UNDISTURBED SOIL SECTION SIZE OF 45' BEND STATIC THRUST IN POUNDS NUMBER OF RODS REQUIRED NOTE:
Q�
WATER LINE SHALL BE DUCTILE IRON DIP (BELL) DIP (PE)
PLAN 6" 4,328 2 PIPE AT ALL AREAS WHERE MIN 12"
CLEARANCE CANNOT BE MAINTAINED.
8" 7,694 2 INSTALL AT LEAST ONE JOINT
CENTERED OVER STORM DRAIN.
SCHEDULE
PIPE DIAMETER
CONCRETE THRUST COLLAR
ANCHOR COLLAR
RINGS REQUIRED
A
B
C
6 ", 8" 12"
1' -0"
1' -0"
2"
ONE
16"
1' -4"
1' -0"
2"
ONE
20"
1' -4"
1' -O"
J.
ONE
24"
1' -4"
1' -O"
J.
TWO
30"
1' -4"
1' -2"
4"
TWO
36"
1, -4,.
1, -4„
4"
TWO
Q 12" 17,312 2
16" 30,779 4 STORM PIPE O.D. + 3'
20" 48,091 6 PROPOSED WATER MAIN EXISTING STORM PIPE
>' 1 EA. JOINT OF DUCTILE ``��. 3/4" THREADED TYPE 304 �
24 69,252 8 rt� � OR TYPE 316 S.S. RODS o
IRON PIPE CENTERED ._
UNDER STORM DRAIN MIN. 4 EA.
REINFORCING IF TOP OF PIPE IS °
WITHIN 3 FEET OF
GENERAL NOTES BOTTOM OF STORM PIPE. 18 MIN.
1. RODS AND NUTS SHALL BE OF TYPE 304 OR TYPE 316 STAINLESS STEEL. CLEARANCE
NOTE. • 2. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL JOINT
6" TO 16" MA /NS - 12 -N0. 7 BARS BENDS. HARNESS RESTRAINT DETAIL b
20" TO 36" MA /NS - 12 -N0. 8 BARS Cd O O
BARS PLACED AS SHOWN NOT To SCALE 0 Q0 I
U
VERTICAL BEND RODDING C\2 i
AND BLOCKING DETAIL N0. 57 WASHED STONE �+ 0 0
THRUST COLLAR INSTALLATION o z co rd
NOT TO SCALE NOT TO SCALE
STORM SEWER CROSSING DETAILS �' S
NOT TO SCALE .��
co
NOTE C\2 a O
ALL TAPS 2" AND SMALLER SHALL BE MADE WITH TAPPING SADDLE. ALL NO TES.
CONCRETE BLOCKING TAPS LARGER THAN 2" SHALL BE MADE WITH TAPPING SLEEVE AND VALVE. 1. TAP ON THE MAIN SHALL BE MADE IN H
NO DIRECT TAPS SHALL BE MADE. THE POSITION SHOWN.
2. LOCATE METER BOX AS SHOWN ON A
WATER MAIN PLAN OR AS DIRECTED IN THE FIELD. LPL i.
TAPPING SADDLE SHALL BE BRASS OR BRONZE FOR "CC" J. PIPE FROM MAIN TO METER STOP TO
EX /ST.
THREADS WITH DOUBLE STRAPS, FORD S -90, MUELLER BE LEVEL OR CON77NUOUS UP GRADE.
5'$ BR2B OR APPROVED EQUAL. 4 TOP OF
BELOW E '
LEVAT70N OF ADJACENT EDGE 1
5" TAPPING SLEEVE SHALL BE BRASS OR OF PAVEMENT WHEN SET IN 3' OF 1" RUBBER
BRONZE FOR "CC" THREADS, FORD S -70, ROAD /STREET SHOULDER. EXACT HOSE COILED IN BOX
NOTES: MUELLER H -134, JCM 403 OR APPROVED /N FIELD. OF BOX TO E DETERMINED d6J
1. VALVE MARKERS SHALL M EQUAL FOR SDR -21 PVC. GRADE WHERE NO PAVEMENT EXIST. BE PLACED AT R /W. FINISHED GRADE
2. LETTERS "MV" SHALL TAPPING SLEEVE
FACE TOWARDS VALVE.
J. MARKER SHALL HAVE CAST IN CONC. &
FINISHED GRADI PAINTED BLACK — I I —I I r I fj
BRASS OR BRONZE EMBED ,> =rte ; -•.; _ �d
I --I TAPPING VALVE CLASS 20 —) I ( -) I —I (( —I ( IP x NIPPLE III I I it,
ON TOP OR SIDE.
,3'- 6 ; j I =f _ _ �'
4. CONTRACTOR SHALL I- 4 EA. - #3 REBAR
WITH VALVE BOX NEW WATER MAIN POLYETHYLENE LOCKABLE 1" METER STOP III'' �-
STAMP DISTANCE TO (1 EA. CORNER) a)
CENTER OF VALVE INTO 2 6 1" CLASS 200 POLYETHYLENE
CORPORATION STOP SHALL BE U
EMBED. SQUARE MARKER
BRONZE WITH "CC" THREADS, SERVICE PIPE, LENGTH AS
5. BLOW -OFF ASSEMBLY WITH BEVELED CORNERS TAPPING SLEEVE + VALVE ASSEMBLY
MUELLER B- 25000, FORD FB600, REQUIRED 3r
SHALL INCLUDE 1 EA. JCM 403 OR APPROVED EQUAL
MARKER W/ "BO" OR NOT TO SCALE
"M V" CAST• S.S. HOSE CLAMP
NOTE.' TAPPING SLEEVE SHALL BE
FABRICATED OF TYPE 304 S.S. COMPRESSION TYPE CONNECTOR THESE DOCUMENTS ARE INSTRUMENTS
AND PROVIDE A 360' SEAL
OF SERVICE AND AS SUCH THESE
VALVE MARKER DETAIL AROUND EXISTING PIPE WITH FULL DRAWINGS, DESIGNS, AND DESIGN
CIRCUMFERENTIAL GASKET. DUCTILE IRON PIPE P.V.C. PIPE 1" CORPORATION STOP AND CONCEPTS PRESENTED REMAIN THE
NOT TO SCALE (CLASS 50 CEMENT LINED) (CLASS 200) MIP x COMPRESSION FITTING 1" CLASS 200 POLYETHYLENE
SERVICE PIPE PROPERTY OF THE ENGINEER. PUBLISH
NOTE: ALL TAPS TO BE MADE ON TOP QUARTER OF MAIN. OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
STANDARD WATER TAP DETAIL TAPPING SADDLE
NOT TO SCALE WATER MAIN DATE : 3 -4 -14
MANUAL AIR RELIEF VALVE ASSEMBLY DRAWN BY ATB
NOT TO SCALE JOB NO. : -
SHEET N0.
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1. START 0+00 FROM ALL IN—LINE VALVES
FOR MEASUREMENTS OF SERVICES ETC.
2. MANHOLES ETC., MAY BE USED AS ZERO
STATION UNDER CERTAIN CONDITIONS. 0
3. IDENTIFY EACH LOT & BLOCK NUMBER. C/)
4. MEASUREMENTS FOR ENDS OF SERVICES
18 MIN. SHALL BE FROM CENTERLINE OF MAIN. I I LLI
CLEARANCE 5. DIMENSION ALL VALVES FROM TWO (as
I I {�� I SERVICE , FIXED VISIBLE OBJECTS.
3+ RS 6. INDICATE IF TRACING TAPE IS INSTALLED.
/11 KL
7. ALL SERVICES ARE 3/4- (TYPICAL). INDI, ATE I Z PROPOSED WATER MAIN 3'�40 METER BOXES INSTALLED AND TUBING MAILKIAL.
_ ® a5 , 8. SHOW RIGHT—OF—WAY & PAVEMENT WIDTH.
9. DRAWINGS SHALL BE SAME SCALE AS THE I I NOTE: PIPE SHALL BE BEDDED UP TO
PT CONSTRUCTION PLAN. SPRING LINE AND MINIMUM 4" BELOW
x G 0 BOTTOM OF PIPE MEN WET AREAS ARE LLJ
ENCOUNTERED.
EXISTING STORM SEWER
FINISHED GRADE 45 <
I HAND PLACED 0
NOTE: (D
WATER LINE SHALL BE DUCTILE IRON PIPE Li DENSELY COMPACTED - - - - - - - - - - - -
------- AT ALL AREAS MERE MIN 12* CLEARANCE 4 > BACKFILL TO 1 FT.
G)
I PIPE
CANNOT BE MAINTAINED. INSTAL! AT LEAST ABOVE TOP OF
- ----- ------- I I ONE JOINT CENTERED OVER STORM DRAIN.
UNDISTURBED EARTH
F
_j < CD > 10
C \ rn , ULn IX — — — — ELECTRONIC MARKER BALLS AT 100' ON
+ M F-
+6w
PROPOSED WATER MAIN 0+00 - - - - PIPE CENTER & AT BENDS. MARKER BALLS
CONCRETE 8 M I N. THRUST COLLAR R/W -_ -_- SHALL BE INSTALLED AT 1 1/2 TO 2' DEEP.
WZ T ul, BEDDED PIPE :-_-- __ x%J1111111114
R i� NOTE: MARKER BALLS SHALL BE INSTALLED
STORM PIPE O.D. + 3' -0 _ k - O.D.
BLOCKING z Lo 1�
(D - 0 5' 31
F-- cy z 3 C;
Uj EL CONCURRENTLY WITH PIPE. MARKER BALLS
ui
6" PVC
-3/A4" S.S. THREADED RODS CL 91 SHAPED SUBGRADE SHALL NOT BE INSTALLED AFTER TRENCH
,,,,—EXISTING STORM PIPE j
PROPOSED WATER MAIN HAS BEEN COMPI IFTELY BACKFILLED. .0 -y
SHALL PROVIDE BEARING CT or C�' 0 _0
1 EA. JOINT OF DUCTILE 3' TYPICAL 0 —R7\F ALONG ENTIRE LENGTH 0 7'r 0
IRON PIPE CENTERED + 0 0
6" X 6" X 6" TT& V OF PIPE BARREL 0 SEAL 0
6+0 0 0
0 0
UNDER STORM DRAIN \jg5 LIM 1/2 PIPE O.D. 0 0
7&
45* BEN t5* BEND IF TOP OF PIPE IS C 0 19821
D z 0 0
--- �_ f 0 00
WITHIN 3 FEET OF I= % 0
24" + O.D. MAX. 00
1. % '�-' 'q- Z
X 0- ./VG
, / 0
......... o�; 0000000
o
1 EA. JOINT OF DUCTILE IRON ..... ... .. ..... 12" + O.D. MIN. IN
....... CLEARANCE �jx_ 000..00
'tint.- NOTE
THRUST COLLAR BOTTOM OF STORM PIPE. .... .... 18" MIN.
+
PIPE CENTERED UNDER STORM ...... WATER MAINS 8"0 AND SMALLER SHALL
cu
DRAIN .PIPE SHALL BE BEDDED . . . . . .......
HAVE MINIMUM OF 3' COVER. WATER MAINS
BACKFILLED TO 6" ABOVE PIPE 0 (3) 0 CD I LARGER THAN 8"0 SHALL HAVE A MINIMUM -7
IN WASHED STONE. OF 3' -6" COVER.
..............
....... .........
STORM DRAIN NO. 57 WASHED STONE
PIPE CROSSING DETAIL cd
PIPE LAYING CONDITION
NOT TO SCALE TYPICAL WATER SYSTEM AS—BUIL T NOT TO SCALE
STORM SEWER CROSSING DETAILS (W-18) NOT TO SCALE
NOT TO SCALE
NOTES: con
1. CONCRETE SHALL BE 3,000 PSI MIN. 314" S.S. BRIDLE RODS SHALL BE
2 CONCRETE FOR THRUST BLOCKING SHALL FASTEN BRIDLE RODS TO FIT77NG WELDED TO THE ENCASEMENT PIPE
BE PARTLY DRY, THUS MAKING THE CONC. FLANGE USING J14" TURNED EYE BOLTS.
WEDGE TEE MORE EASILY FORMED WITH THE WELD AREAS SHALL BE PAINTED WITH
WIDEST PART (BLOCKING AREA) AGAINST 2 COATS OF BITUMINOUS BASE PAINT
UNDISTURBED SOIL PA VEMEN T
J. THE CONCRETE SHALL COVER ANY BOLTS —SEE VALVE 90X--,,.
TO
INSTALLA 77ON
4­4
WRAPPED WITH 10 HL P .04
OR GLANDS. NEOPRENE OR NYLON SPACERS
4. ALL FITTINGS AND ACCESSORIES TO BE POURI NG BLOCK ING. OLYETHYLENE PRIOR
ENCLOSE ENDS WITH #3 REBAR 10
E OF THRUST BLOCKING SHALL BE AS ........ .......... .............. BRICK MASONRY & GROUT No- --.NIF— 2"
SHOWN ON THE THRUST BLOCKING ..... ...... ............ 2 EA.
SCHEDULE.
7 -+J
...
VALVE BOX
X 5. VOLUME L THREADED
..........
... ...... .......
... ...... .......
COUPLING 4"
6. 1 . ..... . . . . . . TAMPED BACKFILL
..... ..... .....
.......... ... ..... ..... >
MIN
..... .....
TAMPED BACKFILL--\ .... ....
. . . . . . . . . . . . . . . . . . . . . : N
... ..... ....
.......... •-*��-2' THREADED
CONC. THRUST 2" G. V. ........ .... ... BRASS PIPE
........ ... ... ..... ...
COLLAR (3000 PSI) ...... ....
........... .........
......... .... ...
............ ...... 24"
... ...... .... ......................... w . .....
............... .............. ...............
UN �l�RBED A A D.I. PIPE CONCRETE BLOCKING
MIN. 1/3 C. Y AT
.......... ................................... ..............
........ .............................. .......
X ....... 4 ................. ... 1 ... .4 .... ...
HYDRANT TEE
PLAN BENDS PLAN TEES
18" MIN. — 10' DIA. & LESS
24' AWN. — 12" DIA. & GREATER
18"
MIN
-Eff
PIPE
90* BEND
145*
TEE
PLUG
SIZE
A
8
1 A
8
1 A
B
A
1 8
1 A
B
C
D
4'
8"
12'
8"
8'
6'
6"
6"
6'
8"
9'
10'
16"
6
10"
12"
8"
10"
6*
6"
8"
8'
10*
10"
12'
16"
8*
13'
13"
10"
10'
6'
6'
8'
8'
10"
12'
12"
24"
10'
16'
14"
10'
12*
6"
10'
6'
10*
11'
14'
14'
25'
12"
120'
16"
12"
14"
8'
1 12'
8"
12"
14"
1 16*
16"
30'
14'
22"
18*
14-
16*
10'
14"
10*
14"
16"
18"
18*
34"
16
18-
12-1
16"
12'
16"1
18'
20"
20"
36"
. . . .........
.......... ........ 31000 P.&L
......... PLAN
............... .. ......... .......... ............................................ ............
NEOPRENE OR NYLON SPACERS
..................... ....................... ............ .........
........ .............. NOTES-
518 THREADED 2" BRASS NIPPLE -2" THREADED BRASS 1. NEOPRENE OR NYLON SPACERS SHALL BE USED IN LIEU
ROD 5 (2 E 4 SIDE N. LENGTH) PIPE (12- IN LENGTH) OF 77MBER SKIDS.
2 TWO SPACERS PER JOINT SHALL BE USED FOR D.LP. 120' 120'
5' MIN. MECHANICAL JOINT CARRIER PIPE AND THREE SPACERS PER JOINT SHALL
TAPPED CAP BE USED FOR PVC CARRIER PIPE.
J. ENCASED BORES ALONG GRAVITY COLLEC77ON SYSTEMS CARRIER PIPE
SHALL NOT REQUIRE BRIDLE RODS.
4. 2 EA. 314- S.S. BRIDLE RODS SHALL BE REQUIRED ON
ALL LINES 8 "aJ AND SMALLER. 4 EA. 3/4" S.S BRIDLE NOS
0
RODS SHALL BE REQUIRED ON ALL LINES 10"0 AND 120* PR07ECTOR RING SHALL BE u
LARGER.
INCLUDES ALL ITEMS 5. CARRIER PIPE SHALL BE INSTALLED USING FIELD LOKI STEEL ENCASEMENT PIPE J,000 P.S.I. CONCRETE.
GASKETS OR APPROVED EQUAL.
SECTION
ti
SECTION X—X PLAN & ELEV. WATER SERVICES TAPS ARE NOT ALLOWED ON BLOW—OFF ASSEMBLY
BENDS & TEES PLUGS
CONCRETE PROTECTOR RING o c°o o
NOT TO SCALE C\2 r- co
THRUST BLOCK DETAIL PERMANENT BLOW—OFF ASSEMBLY 0 0 Q)
STANDARD BORE ENCASEMENT 0 U cc)
NOT TO SCALE NOT TO SCALE NOT TO SCALE
S
4-)
C)
4�
co
m
NOM C)
ALL PA VEMEN T SHALL
BE PREPARED WITHIN
THE SAME WEEK IT
IS CUT 4�
2" PLANT MIX ASPHALT
MIN. 2" ASPHALT CUT TO NEAT OR CONCRETE MIX
i-
CONCRETE SURFA EDGE
OR AS IN PLACE. #4 LONGITUDANAL
71E BARS---,,,,
EXIS17NG PAVEMENT
8.
6- ........................... Ift
...... 11 ......... I ...... 6-1 111111111
, - - - COMPACTED CRUSHER
12"- 2'� RUN STABILIZED WITH 12' - -12 #4 BARS
5% PORTLAND CEMENT CONCRETE --// - - - 06" 0. C. MIN.
I ---I I I_z
t
SELECTED BACKFILL
TAMPED IN 6' 0
LAYERS -!-f-----f �=
_��§ r
SELECTED BACKFILL bt
BURIED TAMPED IN LAYERS
PIPE LINE
BURIED
PIPE LINE
k. . .........
SECONDARY HIGH WAYS PRIMARY HIGHWAYS
(GLEN LAUREL ROAD, OLD NC HWY 42) (NC HWY 42) THESE DOCUMENTS ARE INSTRUMENTS
OF SERVICE AND AS SUCH THESE
DRAWINGS, DESIGNS, AND DESIGN
TRANSVERSE AND LONGITUDINAL CUTS CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DETAILS FOR CUTTING DATE : 3-4-14
AND REPLACING PAVEMENT DRAWN BY ATB
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THESE DOCUMENTS ARE INSTRUMENTS
OF SERVICE AND AS SUCH THESE
DRAWINGS, DESIGNS, AND DESIGN
CONCEPTS PRESENTED REMAIN THE
PROPERTY OF THE ENGINEER. PUBLISH
OR DUPLICATE THE DRAWINGS OR
DESIGNS ONLY WITH THE ENGINEER'S
WRITTEN APPROVAL.
DATE 3III III
DRAWN ILIA
SHEET N0.
D -7