20000783 Ver 5_Site Plans_20170117

n
PHASE NUMBER:
2B &
2C
PHASE ACREAGE:
27.76
AC.
TOTAL NUMBER OF SINGLE FAMILY LOTS CREATED:
68
WAY LIMITS THE RESPONSIBILITY OF THE OWNER ANDS
OPEN SPACE CREATED:
10.94
AC.
LINEAR FEET OF PUBLIC STREETS:
3353
LF.
LINEAR FEET OF PUBLIC WATER LINE:
3644
LF.
LINEAR FEET OF PUBLIC SANITARY SEWER:
1704
LF.
LINEAR FEET OF PUBLIC STORM SEWER:
3339
LF.
ZONING: GR10 (CD) CASE NO. RZ-14-10
WET POND #3 DETAILS
S 2-E
LAND USE: SINGLE FAMILY RESIDENTIAL
OWNER CERTIFICATE
OWNER HEREBY CERTIFIES AND AGREES TO TAKE SUCH
ALL PUBLIC FACILITIES, INCLUDING .UTILITIES, SIDEWALKS,
PIN: 1851356014
2 DETAILS
ACTION AS MAY BE REQUIRED BY THE TOWN OF WAKE
PRINCIPLE BUILDING SETBACKS:
S 2 -LS
v #2 LANDSCAPE P
FRONT: 20ft
STREET SIDE: 20ft
SIDE: 8ft
REAR: 25ft
■
0= 0
ON
REVIEW ENGINEER DISCLAIMER
r ~ vv s A saiL%mW v i & V is v wA"ff i %A... 9 %.✓ %,0A a A.0 i v &
D_9
SANITARY SEWER DETAILS
EXECUTION OF THIS CONSTRUCTION PLAT BY THE REVIEW
FOR THE TOWN OF WAKE FOREST IN NO
PuALEMKI.NORMILTENGINEER
S 2
�` 2 CON LIMON SPECIFIC`AT`IONS
WAY LIMITS THE RESPONSIBILITY OF THE OWNER ANDS
SW3-B
a2_E
Wgr POND #2 PLAN VIEW
ENGINEER OF RECORD WITH REGARD TO COMPLIANCE WITH
1 18 �`9p & 2 10%
T PO #3 DETAILS
PLANSTHESE
TOWN F WAKE F REST N APPROVED FOR CONSTRUCTION BY THE
ALL FEDERAL, STATE, AND LOCAL STANDARDS AND/OR
r #3 DETAIL
MY �r iTPOND
S 2-C
#2 DETAILS
CONDITIONS.
#3 DETAILS
S 2-D
WET #2 DETAILS
S 3-F
WET POND #3 DETAILS
S 2-E
ET 2 DETAILS
OWNER CERTIFICATE
OWNER HEREBY CERTIFIES AND AGREES TO TAKE SUCH
ALL PUBLIC FACILITIES, INCLUDING .UTILITIES, SIDEWALKS,
SW2-F
2 DETAILS
ACTION AS MAY BE REQUIRED BY THE TOWN OF WAKE
AND HANDICAP RAMPS ARE TO BE CONSTRUCTED ON ALL
STREETS AS SPECIFIED BY TOWN STANDARDS. THESE
S 2 -LS
v #2 LANDSCAPE P
TRADITIONS
PHASE 28-2C 4�
c�
GRA pP
NU G� 4
o�
Q
�9ij. �O Q o`er
98<
2 vicnvrrsr Jnr
FOREST TO CORRECT ANY ERRORS, OMISSIONS OR NON-
COMPLIANCE WITH TOWN STANDARDS AND/OR CONDITIONS
DESCRIBED IN THIS CONSTRUCTION PLAT, INCLUDING RE-
SUBMISSION OR RE-EXECUTION OF THIS CONSTRUCTION
PLAT WITH THE APPROPRIATE CORRECTIONS AND/OR
REVISIONS.
Owner Date
Public Work rtment Date -
L4(q RW -1 EAST JUNIPER AVENUE ROAD WIDENING AND PAVEMENT Ind AREI'NGS PLAN
FACILITIES HAVE BEEN
APPROVED BY THE TOWN OF WAKE
S 3:
WET POND #3 CONAMUCTION SPEC CA17ION S
FOREST AND SHALL BE
SO INSTALLED UNLESS A CHANGE IS
APPROVED BY THE TOWN OF WAKE FOREST.
SW3-B
WLT POND #3 PLAN VIEW
S 3-C
T PO #3 DETAILS
PLANSTHESE
TOWN F WAKE F REST N APPROVED FOR CONSTRUCTION BY THE
S 3-DgYT�
r #3 DETAIL
MY �r iTPOND
S 3-E
#3 DETAILS
S 3-F
WET POND #3 DETAILS
En inee 'n Department
�-
bate
S -G
WEr POND #3 DETAILS
S 3 LS
41.3 SCAPE 'OT AWT
ATTENTIONCONTRACTORS
The Construction Contractor responsible for the extension of water,
sewer, and/or reuse, as approved in these plans, is responsible for
cntgctina the Public Utilities Department at [phone] at
least twenty four hours prior to beginning any of their construction.
Failure to notify both City Departments in advance of beginning
construction, will result in the issuance of monetary fines, and require
reinstallation of any water or sewer facilities not inspected as a result
of this notification failure.
Failure to call for Inspection, Install a Downstream Plug, have
Permitted Plans on the Jobsite, or any other Violation of City of
Raleigh Standards will result in a Fine and Possible Exclusion from
future work in the City of Raleigh.
■
■
Erosi & ontrol Date� J -2 EAST JUNIPER AVENUE GRADING l ND STORM 0RC WAGE PLAN
Fire Prevention Date 1 EAST JUNIPER AVENUE CROSS SECIIONS s A.17+50 THRU 18+50
-:Z� ��N-- 2,-1,7-16 2 EAST JUNIPER AVENUE CROSS SECTIONS srA: 19+00 THRU 20+00
Access' ty Date -3 EASr JUNIPER AVENUE CROSS SECTIONS sm- 20+5o TmU 22+00
Ptan Date
Aft
'2,11
C'ty of Raleih P i Utilities Department bate ,�� ,u, 1�
� .
a14 '411 , R JOHN R. MCAD S
� •. CO1VAPA7ts+TY INC
r i i
■
CONTRACTOR SHALL NOTIFY "NC811" (811) OR (1-800-632-4949) AT
LEAST 3 FULL BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED.
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE
THEIR OWN LOCATOR SERVICES INDEPENDENT OF "NC811".
REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
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2905 Meridian Parkway
Durham, North Carolina. 27713
License No.: C-0293
[phone] ■=MeAdamsCo.com
Contact: Jon Moore, PE
[e-mail]
FINAL DRAWING - RELEASED FOR CONSTRUCTION

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S 1,1,4 44'54" E
1217.79' _
\ 125.78,
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3623' 5" E\
30.85 1 I \ \ \ \ \\ \\ \\ \ \ \ LEGEND
\ N
�101�\Ty�€ \\ \ \ \ \ \ \ I �' \ \ \ \ \ \\ \ \ \ \\\\ \\ SD\\ \ \\ \ \ \ ® EXISTING IRON PIPE U FIRE HYDRANT
J \ \ \ \ \ ® IRON PIPE SET WATER METER
\ �-� \ \ \ \ \ \ \\ \ \ \ \ PK NAIL
cp
1 \ \ \ \ \ \ \\ WATER VALVE
\ \ \\ \\ \ \ \ \ ® CALCULATED POINT Wj CURB INLET
CONCRETE MONUMENT F1 YARD INLET
O' DRAINAGE MANHOLE
ss \ QS SANITARY SEWER MANHOLE
\ \_ O t I I I i i I 11 O \ \ \ \ - ^�� I \ \ \\\ \\ \ �� \\\\\ \ \ TOP=37.11' �y © SANITARY SEWER CLEANOUT
1 i \ °a % \ i \ \ \\ \ \ \\ \ \ \\ \\ \\INV IN=41.34' "PVC \, \ -OU- OVERHEAD UTILITIES
\ 'moi iNV OUT=341.2 ' 8'PVC `� UTILITY POLE
\/ I I I Cal , 42.63, \ \ \ \\ \ \\ \ STORM DRAIN PIPE
S -1 " 1,1 ... i , \ \ \ I I \ \ \\ \ \\ \ �\ \ \ \ \ \ \\ �" \ \ -SS- SANITARY SEWER PIPE � LIGHT POLE
86T50''2\ \ h E ELECTRIC BOX
i O" E - (n\ \ \\ \ \ I I i 1 ` \ \ \ \ \ \ \ \ y\ \ \ \\\ \ W WATER SUPPLY PIPE ❑
\ \ I
1 I \ \ I I 1 \ \ \ \ \ \ \ ❑ TELEPHONE PEDESTAL
` I I O \ \ / } \ \ \ \ �` -X-X- FENCE LINE
o / / / i I �• \ 1
PHASE 2
\► \ 1 1 \ \ \ \ \ \ \ _ \ \ \ 1 ! \ / , , ! / / / ! I i 1 f\ I I i I i I ( ,\ \ PHASE 2D
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\ / \ \ 10.56'
/ S
331.68'-
\ \ \/\ \ -PHA 2A-
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1 / PHAOE ILIN� { I I I i I i i '
11m IS ILIT P i i I t" \ 1 i \_ \ \ _\\\\\ -/_ �`� ,`_,� \\ - ___ \\`\ .=\\\\\ ►\
T�\\ IAOB I SE\\�� \
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„ WAIKE /FOTIE T -RE ERVOOiR \\\ -350
S X71311/ W1 / % J i I PR01' �L / I I �' \\ PHASE C! \\\ ' / _ �35s - - ; = '' -'' }=1\ �l/ II
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\\!�� \ \ / - / // / PIN:1 5135 01x4 i / I I ' \ \ \ �� - _ , - - _� ___ - ' i 1 111 SWI \ \ \
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TOP -369.08' \\� \ _ - _ - / / / ( I / / \ c� /! \ �\ - _ _ \
INV IN -365.39' 15"RCP / 6.78 '\ � \ , -' - -� - � / / -- \
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INV OUT=306.94' 15 '84.2 34 �. G
/ 9 ,N� jN 28.53' _ - _ - _ _ _ - _ - - ---- ! ! /! /! / / ^0 r - � �i �OJR
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PROJECT N0. JPM14010
FILENAME: JPM14010-XCl
SURVEYED BY: RTF
DRAWN BY: JBT
SCALE: 1"= 50'
DATE: 2014-07-15
SHEET N0. C -1B
MC &DAMS
LINE TABLE
CURVE TABLE
BEARING
DISTANCE
L1
CURVE
RADIUS
ARC LENGTH
CHORD BEARING
CHORD LENGTH
DELTA ANGLE
TANGENT
C1
535.00'
205.60'
N 81'15'58" W
204.34'
22'01'08"
104.08'
C2
820.00'
335.74'
S 71'17'34" E
333.40'
23'27'34"
170.26'
C3
2125.00'
396.61'
N 64'54'36" W
396.03'
10'41'37"
198.88'
C4
9634.53'
185.72'
N 80'46'07" W
185.72'
1'06'16"
92.86'
C5
878.00'
603.53'
S 69'24'09" E
591.72'
3923'05"
314.24'
C6
455.00'
231.05'
N 74.32'51" W
228.57'
29'05'41"
118.07'
C7
90.74'
145.10'
N 14'11'22" W
130.13'
91'37'16"
93.35'
C8
895.00'
158.51'
S 26'32'50" W
158.31'
10'08'52"
79.46'
C9
805.00'
119.80'
N 25.44'12" E
119.69'
8.31'36"
60.01'
C10
895.00'
66.46'
S 2752'22" W
66.44'
4'15'16"
33.24'
C11
40.00'
62.83'
N 70'44'44" E
56.57'
90.00'00"
40.00'
C12
1 615.00' 1
104.55'
1 N 74'51'32" W
104.42'
9.4424"
52.40'
C13
1 615.00' 1
61.55
1 N 67'07'18" W
61.52'
5'44'03"
30.80'
S 1,1,4 44'54" E
1217.79' _
\ 125.78,
' \
3623' 5" E\
30.85 1 I \ \ \ \ \\ \\ \\ \ \ \ LEGEND
\ N
�101�\Ty�€ \\ \ \ \ \ \ \ I �' \ \ \ \ \ \\ \ \ \ \\\\ \\ SD\\ \ \\ \ \ \ ® EXISTING IRON PIPE U FIRE HYDRANT
J \ \ \ \ \ ® IRON PIPE SET WATER METER
\ �-� \ \ \ \ \ \ \\ \ \ \ \ PK NAIL
cp
1 \ \ \ \ \ \ \\ WATER VALVE
\ \ \\ \\ \ \ \ \ ® CALCULATED POINT Wj CURB INLET
CONCRETE MONUMENT F1 YARD INLET
O' DRAINAGE MANHOLE
ss \ QS SANITARY SEWER MANHOLE
\ \_ O t I I I i i I 11 O \ \ \ \ - ^�� I \ \ \\\ \\ \ �� \\\\\ \ \ TOP=37.11' �y © SANITARY SEWER CLEANOUT
1 i \ °a % \ i \ \ \\ \ \ \\ \ \ \\ \\ \\INV IN=41.34' "PVC \, \ -OU- OVERHEAD UTILITIES
\ 'moi iNV OUT=341.2 ' 8'PVC `� UTILITY POLE
\/ I I I Cal , 42.63, \ \ \ \\ \ \\ \ STORM DRAIN PIPE
S -1 " 1,1 ... i , \ \ \ I I \ \ \\ \ \\ \ �\ \ \ \ \ \ \\ �" \ \ -SS- SANITARY SEWER PIPE � LIGHT POLE
86T50''2\ \ h E ELECTRIC BOX
i O" E - (n\ \ \\ \ \ I I i 1 ` \ \ \ \ \ \ \ \ y\ \ \ \\\ \ W WATER SUPPLY PIPE ❑
\ \ I
1 I \ \ I I 1 \ \ \ \ \ \ \ ❑ TELEPHONE PEDESTAL
` I I O \ \ / } \ \ \ \ �` -X-X- FENCE LINE
o / / / i I �• \ 1
PHASE 2
\► \ 1 1 \ \ \ \ \ \ \ _ \ \ \ 1 ! \ / , , ! / / / ! I i 1 f\ I I i I i I ( ,\ \ PHASE 2D
/ I �,i t I /�.
to \ V i, / t I I I i 1 I �I \
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SAN/Tq EX/ST/N 1 2 �
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v v yv v
of M I I I \ \ \ \ \ i \ i 1 I i I I // i 11 11 v v �\ \\\ v ss - pG, gQ3 �N 7-
(g) 1 A
\ \ l \ \ \ \ w - S 3'47\'18" \� \ \ I I 1 \ I I \ \ l I I I 1 I I 1 \ \ \ \ \\ \ \ \ "'-F •" -•- �' --
\ / \ \ 10.56'
/ S
331.68'-
\ \ \/\ \ -PHA 2A-
(n I t I I I I i / / / o� I I
1 / PHAOE ILIN� { I I I i I i i '
11m IS ILIT P i i I t" \ 1 i \_ \ \ _\\\\\ -/_ �`� ,`_,� \\ - ___ \\`\ .=\\\\\ ►\
T�\\ IAOB I SE\\�� \
-365
„ WAIKE /FOTIE T -RE ERVOOiR \\\ -350
S X71311/ W1 / % J i I PR01' �L / I I �' \\ PHASE C! \\\ ' / _ �35s - - ; = '' -'' }=1\ �l/ II
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\\!�� \ \ / - / // / PIN:1 5135 01x4 i / I I ' \ \ \ �� - _ , - - _� ___ - ' i 1 111 SWI \ \ \
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INV IN -365.39' 15"RCP / 6.78 '\ � \ , -' - -� - � / / -- \
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INV OUT=364.92' 15"RCP �_:�9 '� CP - - �� / / / I / / \ /\Et�i N T
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r-AISTING
60 PUBLIC R/W
NV=332.79' 24"RCP
I TOP=317.79'
INV OUT=306.94' 15 '84.2 34 �. G
/ 9 ,N� jN 28.53' _ - _ - _ _ _ - _ - - ---- ! ! /! /! / / ^0 r - � �i �OJR
__ _ `�,
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PROJECT N0. JPM14010
FILENAME: JPM14010-XCl
SURVEYED BY: RTF
DRAWN BY: JBT
SCALE: 1"= 50'
DATE: 2014-07-15
SHEET N0. C -1B
MC &DAMS
LINE TABLE
LINE
BEARING
DISTANCE
L1
S 70'15'25" E
5.53'
L2
N 87'43'28" E
15.05'
L3
N 05'53'52" E
7.39'
L4
N 31'37'16" E
20.30'
L5
S 76'03'41" E
24.66'
L6
N 28'04'12" E
27.90'
L7
N 57'41'47" E
26.30'
L8
N 85.43'38" E
25.04'
L9
S 6748'31" E
23.48'
L10
S 43'30'56" E
24.34'
L11
S 32'43'11" E
43.49'
Lit
S 84'45'38' E
22.85'
L13
S 06'24'33' W
50.00'
L14
S 04°29'43' E
45.23'
L15
S 23'14'24' E
41.95'
L16
S 45'16'24' E
57.64'
L17
S 23'10'13' E
25.54'
L18
S 41'34'03' E
14.51'
L19
S 54°14'50' E
29.32'
L20
S 41'23'57' E
8.27'
L21
S 22°56'56' E
8.34'
L22
S 37'35'19' E
16.96'
L23
S 19°35'13' E
7.05'
L24
S 46°41'09' E
9.96'
L25
S 55'07'21' E
29.19'
L26
S 50°19'56' E
11.42`
L27
S 32'16'29' E
11.40'
L28
S 29°55'02' E
10.67'
L29
S 11'25'35' E
11.97'
L30
S 06°20'47' E
2.62`
L31
S 06`41'38' E
10.64'
L32
S 20'44'03' E
13.77'
L33
S 36'41`24' E
13.28'
L34
S 49'04'38' E
11.57`
S 1,1,4 44'54" E
1217.79' _
\ 125.78,
' \
3623' 5" E\
30.85 1 I \ \ \ \ \\ \\ \\ \ \ \ LEGEND
\ N
�101�\Ty�€ \\ \ \ \ \ \ \ I �' \ \ \ \ \ \\ \ \ \ \\\\ \\ SD\\ \ \\ \ \ \ ® EXISTING IRON PIPE U FIRE HYDRANT
J \ \ \ \ \ ® IRON PIPE SET WATER METER
\ �-� \ \ \ \ \ \ \\ \ \ \ \ PK NAIL
cp
1 \ \ \ \ \ \ \\ WATER VALVE
\ \ \\ \\ \ \ \ \ ® CALCULATED POINT Wj CURB INLET
CONCRETE MONUMENT F1 YARD INLET
O' DRAINAGE MANHOLE
ss \ QS SANITARY SEWER MANHOLE
\ \_ O t I I I i i I 11 O \ \ \ \ - ^�� I \ \ \\\ \\ \ �� \\\\\ \ \ TOP=37.11' �y © SANITARY SEWER CLEANOUT
1 i \ °a % \ i \ \ \\ \ \ \\ \ \ \\ \\ \\INV IN=41.34' "PVC \, \ -OU- OVERHEAD UTILITIES
\ 'moi iNV OUT=341.2 ' 8'PVC `� UTILITY POLE
\/ I I I Cal , 42.63, \ \ \ \\ \ \\ \ STORM DRAIN PIPE
S -1 " 1,1 ... i , \ \ \ I I \ \ \\ \ \\ \ �\ \ \ \ \ \ \\ �" \ \ -SS- SANITARY SEWER PIPE � LIGHT POLE
86T50''2\ \ h E ELECTRIC BOX
i O" E - (n\ \ \\ \ \ I I i 1 ` \ \ \ \ \ \ \ \ y\ \ \ \\\ \ W WATER SUPPLY PIPE ❑
\ \ I
1 I \ \ I I 1 \ \ \ \ \ \ \ ❑ TELEPHONE PEDESTAL
` I I O \ \ / } \ \ \ \ �` -X-X- FENCE LINE
o / / / i I �• \ 1
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PROJECT N0. JPM14010
FILENAME: JPM14010-XCl
SURVEYED BY: RTF
DRAWN BY: JBT
SCALE: 1"= 50'
DATE: 2014-07-15
SHEET N0. C -1B
MC &DAMS

Al
SITE DATA
PHASE NUMBER:
2B &
2C
PHASE ACREAGE:
27.76
AC.
TOTAL NUMBER OF SINGLE FAMILY LOTS CREATED:
68
OPEN SPACE CREATED:
10.94
AC.
LINEAR FEET OF PUBLIC STREETS:
3353
LF.
LINEAR FEET OF PUBLIC NATER LINE:
3644
LF.
LINEAR FEET OF PUBLIC SANITARY SEWER:
1704
LF.
LINEAR FEET OF PUBLIC STORM SEWER:
3339
LF.
ZONING: GR10 (CD) CASE NO. RZ-14-10
1.0'
PAVEMENT SECTIONS SHOWN ARE TOWN OF WAKE FOREST MINIMUM STANDARDS.
LAND USE: SINGLE FAMILY RESIDENTIAL
TREE CONSERVATION
PIN: 1851356014
EXIS11NG 100' POWER-
OWER-EASEMENT
EASEMENT
PRINCIPLE BUILDING SETBACKS:
(NO REFERENCE FOU )
THE FRANKLIN ACADEMY INC
FRONT: 20ft PIN 1841937898000
CONTRACTOR IS TO VERIFY PAVEMENT SECTIONS WITH GEOTECHNICAL REPORT.
STREET SIDE: 20ft _ IBM 2008, PG 1309
SIDE: 8ft
REAR: 25ft ..�
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
TOWN OF WAKE FOREST, CITY OF RALEIGH & NCDOT
(WHERE APPLICABLE) STANDARDS, SPECIFICATIONS,
AND DETAILS.
i
w, �5' TYPE "B
l) r BUFFER
TREE SAVE
(NP•) f� PRIVATE OPE
SPACE
11,808 SF
i 9,726 SF � 0.31 "AC '
I 9,488 SFi� S IDGE D
ADITI
X60'' R/W
END OF --�
PAVEMENT
H £ T
N
\ R
\\ \ } ` Tt�ItNR
1\
4,M v'3�!/ ERAE
G VE
30' CITY OF RALE
1 a SANITARY SEWER
IGH
LEGEND
11®IIa
50' R/W
NOTE:
PROPERTY LINE
- - -
RIGHT-OF-WAY LINE
- -
- -
LOT LINE
-
LO'
5' SIDEWALK
6.5
2.5'
10' LANE
10' LANE
2.5'
6.5'
5' SIDEWALK
1.0'
PAVEMENT SECTIONS SHOWN ARE TOWN OF WAKE FOREST MINIMUM STANDARDS.
TC -
TREE CONSERVATION
BOUNDRY
CONCRETE
CONTRACTOR IS TO VERIFY PAVEMENT SECTIONS WITH GEOTECHNICAL REPORT.
IF PAVEMENT SECTION
IN THE GEOTECHNICAL REPORT DIFFERS FROM THE TOWN
DEAD END ROAD OF WAKE FOREST STANDARDS, HE CONTRACTOR IS TO USE THE GREATER OF
BARRICADE (SEE THE TWO.
DETAIL SHEET D-1)
PAVEMENT MARKING LEGEND
/2"/
-_____
1 4
1/z /�
1/2 !�
1/4"/FT
/2"/F
r -
LANE LINES/MARKINGS
>�.'
2%
2%
TA 4" WHITE EDGELINE
ETE
TB 4" YELLOW EDGELINE
SDEWALK 30" VALLEY CURB
30" VALLEY CURB
TG 4" WHITE SKIP (10')
AND GUTTER
PAVEMENT SECTION
AND GUTTER
TD 4" WHITE MINISKIP (2' OR 3')
8" ABC, 2" S-9.58
OF �
TE 4" WHITE SOLID LANE LINE
�� ,�
TH 8" WHITE SOLID LINE
TYPICAL, SECTION -
50' PUBLIC R/W, 25'
B -B STREET
` " � ` �»
�� U \ti/'
TI 4" YELLOW DOUBLE CENTER
POPPY FIELDS LANE
STA 11+39.45 THRU
STA 16+47.20
1',`�,
�o�
TT 8" YELLOW DIAGONAL
TP 8" WHITE GORELINE
MEADOWGRASS LANE
10+00 THRU STA:
22+17.43
r
j
T1 16"WHITE LINE, RAILROAD CROSSBAR
N.T.S.
T2 24" WHITE STOPBAR
T3 24" WHITE CROSSWALK LINE (HIGH VISIBILITY)
60' R/W
"
T8 8" YELLOW SOLID LINE
1.0'
5' SIDEWALK
6.5'
2.5'
15' LANE
15' LANE
2.5'
6.5'
5' SIDEWALK
1.0'
`
ARROWS/CHARACTERS
UI ALPHANUMERIC CHARACTER
IA
UA LEFT TURN ARROW
}
UB RIGHT TURN ARROW
i
UC STRAIGHT ARROW
I Irl ^^1AM1K1ATIr1A1 [1Tr7A1r%1 IT A r -r -r Tl 1f]AI AAM^1A1
WAKE FOREST RESERVOIR PROP LLC~ ! , r
BM 1996, PG. 676 `
DB 10228, PG. 1762 1 r ' ' 20' PUBLIC STORM
PIN: 1851356014 / ' , DRAINAGE EASEMENT r r 9 r
3 r
' -; � ......,:.<... 7,54
9,061 SF =
8,097 SF ® i 7,823 SF -
8,083 SF ' 8,358 SF 8,057 SF - ! �� / >'`� 2p
i PHASE 2A CIT OF RALEIGH 40' �1 _� ,r 9 � rte.: _i''�
SANITARY SEER EASEMENT (CITY
p,�
z
STZN - _ > • OF RALEIGH UBLIC UTILITIES / 6,708 SF,
POPPY
___ _ DEPARTMENT PERMIT S-4056 _..._.:::::::>_::;.;::>a ;::::: ': 9 / �- �
t
6 007 SF
5 o IN -�- _ _:._:.=...:::.�=.:.,rW=: _ .::=:.wz:::_ :._ _: _ T ( _ �-
:.. __, ,__..._._...__...._.__._ _ : EASEMENT
PUBLIC `' -
b-
6,393 SF r
,
TH - - 99
r '
6 347 SF
40
?15'X15' TOWN OF WAKE 6,037 SF
r
i 61 ,
FOREST SIGHT DISTANCE A
;.
r
/TRIANGLE (TYP.)
7.557 SF
r
v,. 8,653 SF 42 r
,
_
9,164 SF
„w 8 437 SF 8,748 SF _::__;
s; 8,160 SF ' I -
__
. . . . . . __ - 06 SF
i ___
. . .
,�y+•i ,e^" -fps q ...
i-
' 20' PRIVA STORM - - - r
.. € i z DRAINAGETE� SEMENT
_
L, _f l � i.._. r i �. . . + �. 6,317 F
_ 6,168 SF
. `�\ . PROPOSED LOCA ON OF PRIVATE i 6,062 SF I 416
TRAIL (CONSTRU TION DETAILS r 9,942 SF
13,334 SF 42 ` 42 42 ' 43 1 )
42 8446 SF 8,451 SF . OVIDED UNDE SEPARATE CO , R
r 8,446 SF 8,446 SF , , i 8,446 SF ,
,N = _ MEADWGRAS IAA.NE
z 1 \ '=°:.:. ' , i $' . �..t _ . MAIL KIOSK
.-
...
`- . i
t
-EXISTING 50'- POWER
c \ / ,M,. i T T/ /� �. EASEMENT.' . . . . EASEMENT (TYP.)
s /
0
5 PUB
i__.__....._..__...._.._....._.._.._.__._........_...____._...__..___ ___ _...._.....
'�\'.`(NQ'BEEEf2ENCE
E..........__ .. _ . PACK- AREA
! `� 44 = -: s . +1:1.8 AC
, 8,749 SF '�� _ ` ` i \-� • .'� .�� 20' PRIVATE STORM 11,265 SF
0- \ :_ -� _ . . ` `� DRAINAGE EASEM��IT
.%-X%
.
I
/� 40
7,324 SF
40
7,141 SF
40
7,181 SF
----
5' CONCRETE
VALLEY CURB 30" VALLEY CURB SIDEWALK
D GUTTER PAVEMENT SECTION AND GUTTER
8" ABC, 2" S-9.513
TYPICAL SECTION 60' PUBLIC R/W, 35' B -B
TRADITIONS RIDGE DRIVE STA 18+37.93 THRU STA 24+43.03
N.T.S.
THESE PLANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
TOWN OF WAKE FOREST
6 A0
Enginejers g Department Dat/e/
Date
Z -t to{&,
Date
7,091 SF
e"--- �.O WOF WAKE
DISTANCE
TRIANGLE (TYP)
S9 43'44" \ J<
._....._..._ _:...._......_..:...
_ ..'
_ • T ..
.
..._. ..
sleigh Public Utilities Department
Date
Z --l7-/ �
Date
Date
Z� I a/ 1 %0
Date
SITE
LEGEND
11®IIa
PHASE LINE
- -
PROPERTY LINE
- - -
RIGHT-OF-WAY LINE
- -
- -
LOT LINE
-
-
EASEMENT LINE
-
CENTERLINE
OS
-- OS -
OPEN SPACE
TC
TC -
TREE CONSERVATION
BOUNDRY
CONCRETE
TREE CONSERVATION AREA
PARK AREA
SITE SIGN KEY:
0
R1-1 30"
GRAPHIC SCALE
60 0 30 60 120
1 inch = 60 ft.
FINAL GRAVING - RELEASED FOR CONSTRUCTION
M
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PROJECT NO. JPM-14060
m9N"E: JPM14060-OAS1
CHECKED BY: N D W
DRAWN BY: M A G
SCAIX: 1 " = 60'
DATE: 12-02-2015
SHEET NO. _
C"'
'J MCADAMS

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m
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M
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00
04
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50' "NE
USE" R#VER:"STREAM
FrBUFFER MEASURED.: FROM
A TOP;OF BANK"BOT#1",SIDES
KEY MAP
U
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` W EXISTING 50' W W �/ ::: :::: ...., a zivt atiUAk.^
®;\ W -POWER EASE't FNj W � � 11,265 SF c ' B�B :.": (TVP.) � 500'
FLO(
'\ FOUND)
\\S
SETBACK (TYP.) D1
ala
W \\
7,238 SF \ �� \ / / 7,185 SF ' PRIVATE OPEN v \\
�Cc
\ Xo
7,240 SF
VARIABLE WIDTH
MAINTENANCE
!:s ` ` / \
r•: \ 40 EASEMENT
7,075 SF (�
\ 1
410 �
7,2550 SF / I
20*WAKE
TOWN S / \ \ GREENWAYFOREST]
/ /
N T ♦ / EASEMENT /
SITE O ES. \\
1. OPEN SPACE TO BE MAINTAINED BY THE HOMEOWNERS ASSOCIATION.
6,295 SF S �#e)
,
2. LANDSCAPE, IRRIGATION AND SITE LIGHTING DESIGN TO BE PROVIDED BY OTHERS AND\\� / WM
SHALL BE SUBMITTED UNDER SEPARATE COVER. ® \ ( SEE SW SHEETS)
3. ALL HOUSING DESIGN INFORMATION SHALL BE SUBMITTED TO THE TOWN OF WAKE
FOREST IN CONJUNCTION WITH BUILDING PERMIT PROCESS.
\ 6,313 SF
4. LOCATION OF FUTURE GREENWAY TRAIL TO BE SUBMITTED UNDER SEPARATE COVER ® / / / /,"' J 41
FOR REVIEW/APPROVAL.
5. SITE PLANS WILL BE SUBMITTED TO THE TOWN OF WAKE FOREST AND THE CITY OF
RALEIGH FOR THE REMAINING FUTURE DEVELOPMENT AREAS WITHIN THE REMAINING
PHASES.
6. EXISTING VEGETATION AND NATURAL AREAS SHALL BE PROTECTED TO THE GREATEST ` 20' PUBLIC STORM
EXTENT POSSIBLE AND THAT MINIMUM CLEARING OF LAND SHALL BE UNDERTAKEN \ DRAINAGE EASEMENT,
DURING DEVELOPMENT.
7. ALL PUBLIC SIDEWALKS/CROSSWALKS ACROSS ALLEY ENTRANCES SHALL BE FLUSH, f /
� 100 YEAR /
CONCRETE PAVEMENT (SEE DETAIL). ® EXISTING CITY OF RALEIGH 30'FLOOD PLAN I
SANITARY SEWER EASEMENT
8. CURB RADII ARE DIMENSIONED TO THE BACK OF CURB. 0�� �` 8M 1998 PG 1731 & 1730,
I
1.0' 15' SI
6.5' 12.5' 1 10' LANE
50' R/W
10' LANE 12.5' 1 6.5'
1.0'
�\V � /2"/F 1 /4„/� j 1/2,,/T 1/2"/FT
/r- ' 1 /4„/� � /2„
1
5' CONCRETE 30" VALLEY CURB
SIDEWALK 30" VALLEY CURB
AND GUTTER
PAVEMENT SECTION AND GUTTER
8" ABC, 2" S -9.5B
TYPICAL SECTION - 50' PUBLIC R/W, 25' B -B STREET
POPPY FIELDS LANE STA 11 +39.45 THRU STA 16+47.20
MEADOWGRASS LANE 10+00 THRU STA: 22+17.43
N.T.S.
60' R/W
1 1.0' 15' SIDEWALKI 6.5' 12.5' 1 15' LANE 1 15' LANE 12.5'1 6.5' 15' SIDEWALK) 1.0'
/-"' 1/4'/FT ' I 1--- • I , 2% _ I 2_ % /2/FT-- - ( 1 /4_' I' /2"_
5' CONCRETE 5' CONCRETE
SIDEWALK 30" VALLEY CURB 30" VALLEY CURB SIDEWALK
AND GUTTER PAVEMENT SECTION AND GUTTER
8" ABC, 2" S -9.5B
TYPICAL SECTION - 60' PUBLIC R/W, 35' B -B
TRADITIONS RIDGE DRIVE STA 18+37.93 THRU STA 24+43.03
N.T.S.
GENERAL
NOTES
1.
CONTRACTOR SHALL NOTIFY "NC811" (811 OR 1-800-632-4949) AT LEAST 3 FULL
BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION OR EXCAVATION TO HAVE
Fire reventio
EXISTING UTILITIES LOCATED. CONTRACTOR TO CONTACT ANY LOCAL UTILITIES THAT
PROVIDE THEIR OWN LOCATOR SERVICES INDEPENDENT OF "NC811 ".
2.
PRIOR TO BEGINNING CONSTRUCTION, THE GENERAL CONTRACTOR SHALL SCHEDULE
-
AND ATTEND A PRECONSTRUCTION CONFERENCE WITH THE TOWN OF WAKE FOREST, A
Pl i D'e'p elfitf fl
REPRESENTATIVE OF THE OWNER, THE GRADING COMPANY, THE EROSION CONTROL
INSTALLER, AND A REPRESENTATIVE FOR THE ENGINEER OF RECORD.
3.
CONSTRUCTION, MAINTENANCE AND REMOVAL OF ALL EROSION CONTROL DEVICES ARE
THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. SEE EROSION CONTROL PLAN
FOR SEQUENCING.
4.
GRADING CONTRACTOR SHALL BE RESPONSIBLE TO GRADE EACH LOT SUCH THAT
POSITIVE DRAINAGE FROM THE HOUSE FOUNDATION IS PROVIDED AND WATER FROM A
HIGHER ELEVATION ON ADJOINING LOTS IS DIVERTED THROUGH THE USE OF SWALES
ALONG LOT LINES. THE GRADING CONTRACTOR SHALL ALSO ENSURE THAT PONDING
ON INDIVIDUAL LOTS WILL NOT BE CREATED.
5.
EXISTING VEGETATION AND NATURAL AREAS SHALL BE PROTECTED TO THE GREATEST
EXTENT POSSIBLE.
6.
THERE ARE WETLANDS TO BE PRESERVED ON THIS SITE. IT IS THE CONTRACTORS
RESPONSIBILITY TO LOCATE AND PROTECT ANY JURISDICTIONAL WETLANDS. IF FIELD
CONDITIONS REQUIRE THE DISTURBANCE OF A JURISDICTIONAL WETLAND, THE
CONTRACTOR SHALL OBTAIN ALL APPLICABLE PERMITS PRIOR TO ANY GRADING
ACTIVITY.
7.
ALL PUBLIC STREETS & LANES MUST BE INSTALLED TO THE MINIMUM TOWN OF WAKE
FOREST STANDARDS SET FORTH IN THE STREET/SUBDIVISION DESIGN MANUAL OR THE
CONDITIONS NOTED ON THE PLANS, WHICHEVER IS MORE STRINGENT.
8.
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH TOWN OF WAKE FOREST, CITY
OF RALEIGH AND NCDOT STANDARDS, SPECIFICATIONS AND DETAILS.
9.
ALL EXISTING UTILITIES ARE SHOWN AT APPROXIMATE LOCATIONS. ACTUAL LOCATIONS
AND DEPTHS TO BE CONFIRMED BY THE CONTRACTOR IN THE FIELD PRIOR TO
BEGINNING CONSTRUCTION.
10.
ALL DIMENSIONS SHOWN ARE TO BACK OF CURB UNLESS NOTED OTHERWISE.
11.
PRIOR TO STARTING ANY CONSTRUCTION OF IMPROVEMENTS WITHIN ANY CITY OR
NCDOT STREET OR HIGHWAY RIGHT-OF-WAY, THE FOLLOWING PROCEDURES SHALL BE
UNDERTAKEN: CITY RIGHT-OF-WAY: CONTACT TOWN OF WAKE FOREST TRAFFIC
ENGINEERING DEPARTMENT (919-435-9510) FOR INFORMATION ON DETOURS, OPEN
`
CUTTING OF STREETS OR FOR ANY CONSTRUCTION WITHIN THE RIGHT-OF-WAY.
.
NCDOT RIGHT-OF-WAY: CONTACT McADAMS COMPANY PROJECT ENGINEERS
(919-361-5000) AND OBTAIN ALL PERMITS AND ENCROACHMENTS (KEEP COPIES ON
CONSTRUCTION SITE), ALSO CONTACT NCDOT DISTRICT OFFICE (919-733-3213) 24
'
HOURS IN ADVANCE PRIOR TO PLACING CURB AND GUTTER AND TOWN OF WAKE
FOREST FOR SIDEWALKS AND RAMPS WITHIN NCDOT R/W.
12.
ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE VERIFIED BY THE
1
CONTRACTOR PRIOR TO CONSTRUCTION. CONTRACTOR SHALL NOTIFY THE ENGINEER IF
ANY DISCREPANCIES EXIST. PRIOR TO PROCEEDING WITH CONSTRUCTION FOR
NECESSARY PLAN OR GRADING CHANGES. NO EXTRA COMPENSATION SHALL BE PAID
TO THE CONTRACTOR FOR ANY WORK DONE DUE TO DIMENSION OR GRADES SHOWN
INCORRECTLY ON THESE PLANS IF SUCH NOTIFICATION HAS NOT BEEN GIVEN.
13.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ESTABLISHING AND MAINTAINING ALL
CONTROL POINTS AND BENCH MARKS NECESSARY.
14.
DISPOSAL OF ALL DEMOLISHED MATERIALS IS THE RESPONSIBILITY OF THE
CONTRACTOR AND MUST BE TAKEN OFF-SITE IN ACCORDANCE WITH ALL FEDERAL,
STATE AND LOCAL MUNICIPAL REQUIREMENTS.
15.
THE AREA OR AREAS OF ENTRANCE AND EXIT TO AND FROM THE SITE SHALL BE
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
TOWN OF WAKE FOREST, CITY OF RALEIGH & NCDOT
(WHERE APPLICABLE) STANDARDS, SPECIFICATIONS,
AND DETAILS.
THESE PLANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
TOWN OF WAIF FOREST
En ineer 'ZDepartment ate
77
c _ 2-/m f/,�'
ublic Department Date
MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF
SEDIMENT ONTO PUBLIC RIGHTS-OF-WAY. ALL SEDIMENT SPILLED, DROPPED, WASHED
OR TRACKED ONTO PUBLIC RIGHTS-OF-WAY MUST BE REMOVED IMMEDIATELY.
16. THE CONTRACTOR SHALL REFER TO THE REPORTS ENTITLED, "PRELIMINARY
SUBSURFACE EXPLORATION REPORT, HOLDING VILLAGE IN HISTORIC WAKE FOREST,
WAKE FOREST, NORTH CAROLINA", DATED MARCH 7, 2007, "SUPPLEMENTAL TO
PRELIMINARY SUBSURFACE EXPLORATION REPORT, HOLDING VILLAGE IN HISTORIC WAKE
FOREST, WAKE FOREST, NORTH CAROLINA", DATED JUNE 13, 2007 AND "PRELIMINARY
SUBSURFACE EXPLORATION REPORT, PROPOSED CON/SPAN BRIDGE STRUCTURES,
SEWER CROSSING AND PAVEMENT DESIGN, HOLDING VILLAGE IN HISTORIC WAKE
FOREST, WAKE FOREST, NORTH CAROLINA", DATED JULY 11, 2007, ALL AS PREPARED
BY S&ME, INC.
17. NO SUBSTITUTION FOR SPECIFIED MATERIALS SHALL TAKE PLACE WITHOUT WRITTEN
APPROVAL FROM THE OWNER. SAID APPROVAL MUST BE ACQUIRED PRIOR TO
INSTALLATION. ANY COSTS FOR TESTING OR ENGINEERING SERVICES REQUIRED TO
PROVE PROPOSED SUBSTITUTIONS ARE ACCEPTABLE SHALL BE PAID BY THE
CONTRACTOR.
18. ALL SIGNS AND TRAFFIC CONTROL DEVICES SHALL BE IN COMPLIANCE WITH THE
CURRENT EDITION OF THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES
(M.U.T.C.D.).
19. OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) STANDARDS FOR
EXCAVATIONS; FINAL RULE 29CFR PART 1926, SUBPART "P" APPLIES TO ALL
EXCAVA11ONS EXCEEDING FIVE (5) FEET IN DEPTH. EXCAVATION EXCEEDING TWENTY
(20) FEET IN DEPTH REQUIRES THE DESIGN OF A TRENCH SAFETY SYSTEM BY A
REGISTERED PROFESSIONAL ENGINEER, PROVIDED BY CONTRACTOR RESPONSIBLE FOR
EXCAVATION.
20. EXISTING IMPROVEMENTS DAMAGED DURING CONSTRUCTION SHALL BE
REPLACED/RESTORED TO THEIR ORIGINAL CONDITION OR TO THE SATISFACTION OF
THE OWNER BY THE CONTRACTOR RESPONSIBLE FOR THE DAMAGE.
21. CONTRACTOR IS RESPONSIBLE FOR COORDINATING CONSTRUCTION ACTIVITIES WITH
THE APPROPRIATE UTILITY COMPANIES FOR ANY REQUIRED RELOCATION (I.E. POWER
POLES, TELEPHONE PEDESTALS, WATER METERS, ETC.).
22. STREET LIGHTING WILL BE INSTALLED IN ACCORDANCE WITH THE TOWN OF WAKE
FOREST UNIFIED DEVELOPMENT ORDINANCE - CHAPTER 10.3.7. DESIGN BY OTHERS,
UNDER SEPARATE COVER.
23. NONE OF THE SUBJECT PROPERTY IS WITHIN A SPECIAL FLOOD HAZARD AREA.
-� SIGNAGE
PHASE LINE
- - PROPERTY LINE
- - - RIGHT-OF-WAY LINE
- - - - LOT LINE
- - EASEMENT LINE
CENTERLINE
- OS OS OPEN SPACE
- TC TC - TREE CONSERVATION
BOUNDRY
CONCRETE
TREE CONSERVATION AREA
- ---.W -`. - PARK AREA
M MAIL KIOSK
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
FINAL DRAWING - RELEASED FOR CONSTRUCTION
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FRENAKE: JPM14060-S1
CHECKED BY: N D W
DRAWN BY: MAG
SCALE: 1 " = 40'
DATE: 12-02-2015
SHEET NO. C-3
'J'MCADAMS
`"C (p `(
Erosio & Sed* t Control
Date
Fire reventio
Date
Accessib'
Date
-
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Date
MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF
SEDIMENT ONTO PUBLIC RIGHTS-OF-WAY. ALL SEDIMENT SPILLED, DROPPED, WASHED
OR TRACKED ONTO PUBLIC RIGHTS-OF-WAY MUST BE REMOVED IMMEDIATELY.
16. THE CONTRACTOR SHALL REFER TO THE REPORTS ENTITLED, "PRELIMINARY
SUBSURFACE EXPLORATION REPORT, HOLDING VILLAGE IN HISTORIC WAKE FOREST,
WAKE FOREST, NORTH CAROLINA", DATED MARCH 7, 2007, "SUPPLEMENTAL TO
PRELIMINARY SUBSURFACE EXPLORATION REPORT, HOLDING VILLAGE IN HISTORIC WAKE
FOREST, WAKE FOREST, NORTH CAROLINA", DATED JUNE 13, 2007 AND "PRELIMINARY
SUBSURFACE EXPLORATION REPORT, PROPOSED CON/SPAN BRIDGE STRUCTURES,
SEWER CROSSING AND PAVEMENT DESIGN, HOLDING VILLAGE IN HISTORIC WAKE
FOREST, WAKE FOREST, NORTH CAROLINA", DATED JULY 11, 2007, ALL AS PREPARED
BY S&ME, INC.
17. NO SUBSTITUTION FOR SPECIFIED MATERIALS SHALL TAKE PLACE WITHOUT WRITTEN
APPROVAL FROM THE OWNER. SAID APPROVAL MUST BE ACQUIRED PRIOR TO
INSTALLATION. ANY COSTS FOR TESTING OR ENGINEERING SERVICES REQUIRED TO
PROVE PROPOSED SUBSTITUTIONS ARE ACCEPTABLE SHALL BE PAID BY THE
CONTRACTOR.
18. ALL SIGNS AND TRAFFIC CONTROL DEVICES SHALL BE IN COMPLIANCE WITH THE
CURRENT EDITION OF THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES
(M.U.T.C.D.).
19. OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) STANDARDS FOR
EXCAVATIONS; FINAL RULE 29CFR PART 1926, SUBPART "P" APPLIES TO ALL
EXCAVA11ONS EXCEEDING FIVE (5) FEET IN DEPTH. EXCAVATION EXCEEDING TWENTY
(20) FEET IN DEPTH REQUIRES THE DESIGN OF A TRENCH SAFETY SYSTEM BY A
REGISTERED PROFESSIONAL ENGINEER, PROVIDED BY CONTRACTOR RESPONSIBLE FOR
EXCAVATION.
20. EXISTING IMPROVEMENTS DAMAGED DURING CONSTRUCTION SHALL BE
REPLACED/RESTORED TO THEIR ORIGINAL CONDITION OR TO THE SATISFACTION OF
THE OWNER BY THE CONTRACTOR RESPONSIBLE FOR THE DAMAGE.
21. CONTRACTOR IS RESPONSIBLE FOR COORDINATING CONSTRUCTION ACTIVITIES WITH
THE APPROPRIATE UTILITY COMPANIES FOR ANY REQUIRED RELOCATION (I.E. POWER
POLES, TELEPHONE PEDESTALS, WATER METERS, ETC.).
22. STREET LIGHTING WILL BE INSTALLED IN ACCORDANCE WITH THE TOWN OF WAKE
FOREST UNIFIED DEVELOPMENT ORDINANCE - CHAPTER 10.3.7. DESIGN BY OTHERS,
UNDER SEPARATE COVER.
23. NONE OF THE SUBJECT PROPERTY IS WITHIN A SPECIAL FLOOD HAZARD AREA.
-� SIGNAGE
PHASE LINE
- - PROPERTY LINE
- - - RIGHT-OF-WAY LINE
- - - - LOT LINE
- - EASEMENT LINE
CENTERLINE
- OS OS OPEN SPACE
- TC TC - TREE CONSERVATION
BOUNDRY
CONCRETE
TREE CONSERVATION AREA
- ---.W -`. - PARK AREA
M MAIL KIOSK
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
FINAL DRAWING - RELEASED FOR CONSTRUCTION
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SCALE: 1 " = 40'
DATE: 12-02-2015
SHEET NO. C-3
'J'MCADAMS

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STA: 20+00.00, E. JUNIPER AVENUE
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
TOWN OF WAKE FOREST, CITY OF RALEIGH & NCDOT
(WHERE APPLICABLE) STANDARDS, SPECIFICATIONS,
AND DETAILS.
THESE PLANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
TOWN OF WAKE FOREST
A"
PRIVATE TRAIL CONNECTION
TO TOWN OF WAKE
FOREST GREENWAY
EXISTING CITY OF RALEIGH 30'
SANITARY SEWER EASEMENT
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— EASEMENT LINE
CENTERLINE
— OS OS — OPEN SPACE
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Engineeri g Department
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CENTERLINE
— OS OS — OPEN SPACE
— TC TC — TREE CONSERVATION
BOUNDRY
CONCRETE
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SCALE: 1 s 40'
DATE: 12-02-2015
SHEET N0, C-4
CJI WADAMS

EXISTING 100' POWER —�
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FILENAME: JPM14060-S1
CHECKED BY: N D W
DRAWN BY: MAG
SCAM• 1 " 40'
DATE: 12-02-2015
SHEET NO. C-5
_°!II MCADAMS

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PROJECT No. JPM-1406C}
FUENAME; JPM14060-0AG1
CHECKED BY: N D W
DRAWN BY. MAG
SCALE: 1lp= 60'
DATE: 12-02-2015
SHEET NO. s
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1.
ALL STORM DRAINAGE PIPES SHOWN ARE TO BE CLASS III REINFORCED CONCRETE
(RCP) UNLESS NOTED OTHERWISE.
2.
ALL STORM DRAINAGE CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE LATEST
WAKE FOREST STANDARDS.
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3.
ALL CONCRETE SHALL MEET A MINIMUM 3000 PSI COMPRESSIVE STRENGTH.
EW -300
CB-308
T/C=339.35
INV=323.00
INV OUT=335.20
4.
ALL PIPE IN STORM DRAIN STRUCTURES SHALL BE STRUCK EVEN WITH INSIDE WALL
DI -301
5.
ALL PIPE JOINTS SHALL BE MADE WITH PREFORMED JOINT SEALER, WHICH
T/G=329.90
CB -309
CB -3094.47
CONFORMS TO AASHTO SPECIFICATION M-198 FOR TYPE B FLEXIBLE PLASTIC
INV IN=323.55 (CB -302)
EXISTING CITY OF RALEIGH
GASKETS UNLESS OTHERWISE NOTED.
INV OUT=323.45
30' SANITARY SEWER /
DI -317
6.
_ _-EASEMENT /
(B.M. 1999,
CB -302
T/G=347.21
UP AND SMOOTHED TO AN ACCEPTABLE STANDARD USING MORTAR MIXED TO
T/C=332.46
INV IN=343.75 (DI -338)
MANUFACTURER'S SPECIFICATIONS.
7--
INV OUT=343.65
INV IN=324.30 (CB -330)
7.
ALL BACKFILL SHALL BE NON -PLASTIC IN NATURE, FREE FROM ROOTS, VEGETATION
INV OUT=324.20
CB -318
MATTER, WASTE CONSTRUCTION MATERIAL. OR OTHER OBJECTIONABLE MATERIAL. SAID
-34e - -
d _NTAINING`WALL .--
i
SIGN
-
0�d
TW=346 0- _
K,J r �W--T45.90
TW=349.00 Jam" �IJh A'N" ',`V: = `'_ �. ,: �;yA_ ':A ,
40 ` TW=349.60 gK
`/ BW=345.79
.:, CB-3'TO 24 LF 15" RCP/
/,^ d ®0.62% (40
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............ 217 LF 30 RCP
0 1.47%
r, pf
CB -341
24/ LF 15" RCP /
1.277.
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50 LF 30" ERCP 9B-30
� 1 ! 41 ® 4.961 3 LF 30 R�P
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91 LFA 5"
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�W WSW 34 WWW .l/WWWWW/ D1-333 / 5.0��1/ /
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78 ,CF 15" RCP
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/ 0.91%
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/ 87 LF 15XRCP / 41 / .
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CB -304
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EXISTING 50' P RQSEMEN
REFERE� FOUND
52` 3,e RCP4.
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129 42" RCP 20' PUBLIC STORM /' / / / %<
®� ® 50% DRAINAGE EASEMENT \
33
78 LF "
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)\-EXISTING CITY OF RALEIGH 30'
SANITARY SEWER EASEMENT
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BM 1998 PG 1731 & 1730
20' TOWN OF WAKE FOREST
GREENWAY EASEMENT
RETAINING WALL NOTES:
1. THE RETAINING WALL ALIGNMENT SHOWN ON THESE PLANS DEPICTS THE LOCATION OF
THE FRONT FACE OF THE RETAINING WALL AT THE TOP OF THE WALL. THE
CONTRACTOR IS RESPONSIBLE FOR ENSURING RETAINING WALLS ARE NOT LOCATED IN
ANY STREAM BUFFERS, AND THEIR CONSTRUCTION DOES NOT ENCROACH INTO ANY
ADJACENT PROPERTIES DUE TO ANY BATTER INCORPORATED IN THE DESIGN OF THE
WALLS.
2. RETAINING WALLS ARE TO BE DESIGN -BUILD PROJECTS BY THE CONTRACTOR, IT
SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN FINAL CONSTRUCTION
DRAWINGS FROM A REGISTERED ENGINEER AND GAIN ALL REQUIRED PERMITS
NECESSARY FOR THE CONSTRUCTION OF THE RETAINING WALLS.
3. RETAINING WALLS SHALL BE ASSUMED TO BE BACKFILLED WITH OFF-SITE BORROW
MATERIAL OR PROCESSED FILL, UNLESS THE CONTRACTOR CAN PROVIDE TO THE
OWNER WITH CONFIRMATION FROM THE GEOTECHNICAL ENGINEER AND THE RETAINING
WALL DESIGNER, THAT READILY AVAILABLE ON-SITE SOILS CAN BE USED.
4. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY
FINISHED GRADE ELEVATIONS ONLY. THE EXTENT THAT THE RETAINING WALL WILL BE
EXTENDED BELOW GRADE TO THE FOOTING OR ABOVE GRADE TO THE TOP OF THE
CAP BLOCK COURSE SHALL BE IDENTIFIED ON THE RETAINING WALL CONSTRUCTION
DRAWINGS.
5. ALL RETAINING WALLS OVER 30" HIGH SHALL HAVE A SAFETY FENCE (DESIGN BY
OTHERS).
6. ANY PART OF ANY RETAINING WALL THAT EXTENDS INTO THE RIGHT-OF-WAY WILL
REQUIRE AN ENCROACHMENT AGREEMENT. ENCROACHMENT AGREEMENTS FOR
RETAINING WALLS SHALL BE APPROVED PRIOR TO CONSTRUCTION DRAWING APPROVAL.
7. ANY TIEBACK SYSTEMS FOR THE RETAINING WALLS SHALL NOT BE ALLOWED WITHIN
PUBLIC RIGHT-OF-WAY.
8. STORMWATER RUN-OFF SHALL BE DIRECTED AWAY FROM RETAINING WALLS. ANY
RUN-OFF FLOWING TO AND OVER A RETAINING WALL SHALL BE KEPT TO AN
ABSOLUTE MINIMUM AND BROUGHT TO THE ATTENTION OF THE WALL DESIGNER PRIOR
TO THEIR DESIGN.
11
STORK DRAINAGE NOTES:
1.
ALL STORM DRAINAGE PIPES SHOWN ARE TO BE CLASS III REINFORCED CONCRETE
(RCP) UNLESS NOTED OTHERWISE.
2.
ALL STORM DRAINAGE CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE LATEST
WAKE FOREST STANDARDS.
3.
ALL CONCRETE SHALL MEET A MINIMUM 3000 PSI COMPRESSIVE STRENGTH.
EW -300
CB-308
T/C=339.35
INV=323.00
INV OUT=335.20
4.
ALL PIPE IN STORM DRAIN STRUCTURES SHALL BE STRUCK EVEN WITH INSIDE WALL
DI -301
5.
ALL PIPE JOINTS SHALL BE MADE WITH PREFORMED JOINT SEALER, WHICH
T/G=329.90
CB -309
CB -3094.47
CONFORMS TO AASHTO SPECIFICATION M-198 FOR TYPE B FLEXIBLE PLASTIC
INV IN=323.55 (CB -302)
INV OUT4. 40.20
GASKETS UNLESS OTHERWISE NOTED.
INV OUT=323.45
DI -317
6.
THE INTERIOR SURFACES OF ALL STORM DRAINAGE STRUCTURES SHALL BE POINTED
CB -302
T/G=347.21
UP AND SMOOTHED TO AN ACCEPTABLE STANDARD USING MORTAR MIXED TO
T/C=332.46
INV IN=343.75 (DI -338)
MANUFACTURER'S SPECIFICATIONS.
INV IN=326.70 (CB -303)
INV OUT=343.65
INV IN=324.30 (CB -330)
7.
ALL BACKFILL SHALL BE NON -PLASTIC IN NATURE, FREE FROM ROOTS, VEGETATION
INV OUT=324.20
CB -318
MATTER, WASTE CONSTRUCTION MATERIAL. OR OTHER OBJECTIONABLE MATERIAL. SAID
CB -303
T/C=352.98
MATERIAL SHALL BE CAPABLE OF BEING COMPACTED BY MECHANICAL MEANS AND
T/C=332.46
INV IN=348.80 (CB -340)
SHALL HAVE NO TENDENCY TO FLOW OR BEHAVE IN A PLASTIC MANNER UNDER
INV IN=327.00 (CB -304}
INV IN=347.70 (CB -319)
THE TAMPING BLOWS OR PROOF ROLLING
INV OUT=326,90
INV OUT=347.60
8.
MATERIALS DEEMED BY THE OWNER'S REPRESENTATIVE AS UNSUITABLE FOR
DI -332
BACKFILL PURPOSES SHALL BE REMOVED AND REPLACED WITH SUITABLE MATERIALT/G=336.47
CB -304
INV IN=333.00 (DI -333)
9.
BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER PIPE IS
INV IN=4.88
INV (CB -305)
INV OUT=332.90
LAID. THE FILL AROUND THE PIPE SHALL BE THOROUGHLY COMPACTED TO 95% OF
OUT=3.50
INV OUT=329.40
THE MAXIMUM DRY DENSITY OBTAINABLE WITH THE STANDARD PROCTOR TEST. THE
DI -333
TOP EIGHT (8) INCHES SHALL BE COMPACTED TO 100 PERCENT STANDARD
T/G=342.82
PROCTOR.
CB -305
INV OUT=339.30
T/C=339.36
10.
UNDER NO CIRCUMSTANCES SHALL WATER BE ALLOWED TO RISE IN UNBACKFILIED
INV IN=335.00 (CB -308)
CB -340
TRENCHES AFTER PIPE HAS BEEN PLACED.
INV IN=333.50 (CB -306)
T/C=353.06
INV OUT=333.40
INV OUT=348,95
11.
CONTRACTOR SHALL ENSURE 2' MINIMUM COVER OVER ALL STORM PIPE.
CB -341
CB -306
T/C=349.74
12.
CONTRACTOR SHALL GRADE & INSTALL PREFORMED SCOUR HOLES, LEVEL
T/C=344.00
INV IN=345.50 (CB -341A)
SPREADERS AND VELOCITY DISSIPATERS PER DETAILS.
INV IN=339.70 (CB -309)
INV IN=344.40 (CB -318)
INV IN=338.10 (CB -307)
INV OUT=344.30
13.
CONTRACTOR SHALL DETERMINE SPILL CURB LOCATIONS PRIOR TO PLACEMENT TO
INV OUT=338.00
PROVIDE POSITIVE DRAINAGE TO DRAINAGE STRUCTURES. NO BIRD -BATHS SHALL BE
ALLOWED WITHIN CURB AND GUTTER OR ASPHALT AREAS.
CB -307
T/C=347.27
INV IN=341.80 (CB -341)
INV OUT=341.70
GRADING LEGEND
/
CA FLARED END SECTION
STORM DRAINAGE
-TP TP TP
- TREE PROTECTION
ENDWALL SECTION
_LD LD
LIMITS OF DISTURBANCE
CATCH BASIN
WOODED AREA
DROP INLET
250
10' CONTOUR
JUNCTION BOX
252
2' CONTOUR
250____
EXISTING 10' CONTOUR
�-= DRAINAGE FLOW ARROW
_______252_______
EXISTING 2' CONTOUR
250.50 TOP & BOTTOM CURB ELEVATIONS
- EASEMENT LINE
250.00
0� =II=II®II®1I=
PHASE LINE
2W=223.00 -TOP OF WALL ELEVATION
BW=213.00-BOTTOM OF WALL ELEVATION
- TC TC
- TREE CONSERVATION BOUNDRY
(NOTE: BOTTOM OF WALL IS GROUND
ELEVATION NOT WALL FOUNDATION)
TREE CONSERVATION AREA
+250.60 SPOT ELEVATION
:. • . . . . . :. PARK AREA
THESE PLANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
TOWN OF WAKE FOREST
__ I
En 'Mg Department Date
14 �1�/!'
Public Works Department �Date
Ero & Sediment Control Date
vilty
City of Raleigh Public Utilities Department
Date
Date
Zq
Date
Date
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
TOWN OF WAKE FOREST, CITY OF RALEIGH & NCDOT
(WHERE APPLICABLE) STANDARDS, SPECIFICATIONS,
AND DETAILS.
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
FINAL DRAWING - RELEASED FOR CONSTRUCTION
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PROJECT NO. JPM-14060
FILENAME: JPM14060-G1
CHECKED BY: N D W
DRAWN BY: MAG
SCALE: 1 " = 40'
DATE: 12-02-2015
SHEET N0.
C-7
1111 McADAMS

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x ® 2.92% 1 1 200 /LF 15 CP
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PHASE 2A 30' CI OF f3ALEI6H'
\ _ 1 '''• SANITARY SEWER ASEMENT (CITY 1 % 5" RC W y� W W W� W �
-OF 1ACEIGH PUB C UTILITIES / i / 1 1 t / 1 ® 1.4 A �W W
DEPARTMENT PE MIT # S-4056) m
Oa // / / / � � N N � j/�\ \ W W \WWWWW�W� W
IIII W 1
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LF 15- / 42 �
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364:. 3 ® 1.11% } ' = / f
91 -15 • RC�
CB -204 b 1 £, 1 % k / I I/ / ) \ W� ®6. % W W \W W W W WtW W EXISTING 50' POWER
90 LF 15 RC _ . _ , w / / \ . \ . W \ EASEMENT
�*�6•.� ®4.56% W W� (NO REFERENCE FOUND)
,2� ( 20' PRIVATE STORM \ W
1 36% RC / / 1 EAD!7 AS j / / i \ \ \ W LP 15 RAIGEASE�IENf W W W W y
CB 203 60 1
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6 LF 5" RCFj _. ..
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WW W WW
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CB 214 ,�........................................................................................ ..::::..,..:: w W W ..
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l m J��`':., "' 15'X15' TO o Ak EXISTING CITY OF RALEIGH 30'
ORI1G)� 1.67% F� Vj
,.m..._ J --�34- - -_ -:` FOREST SI T/D(STANE "'
:.:::::::..,Y o SANITARY SEWER EASEMENT
\ -
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...............................................
..............................
_-......_....................... - -EXISTING
1998> PG. 1730 & 1731)
CB -402 :::TRIANGLFICTXP!S Dov l \ `\ �ta• / \ \
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��; END MEADOWGRASS LAE "-
CB -310 CB -334 m _ .�
EW -200 T/C=329.80 T/C=342.14 +
INV=330.00 INV IN=325.30 (CB -311) INV IN -338.00 (CB -335) / % �'""' m
INV OUT=325.05 INV QUT=337.90 /
CB -201 _
/
T/C=355.82 -311 CB -335
INV IN=350.70 (CB -202) CB T/C=346.74
INV OUT=350.60 T/C=331.32 INV IN=342.40 (CB-336)INV
CB -202 INV OUT 326,7pCB-312) INV OUT=342.30 PROPOSED 10' ASPHALT
T/C=355.82
CB -336
MULTI -USE TRAIL (CURRENTLY \1
INV IN=351.10 (CB -203) CB -312 T/C346.74 UNDER CONSTRUCTION)
INV OUT=351.00
CB -203
T/C=358.51
INV IN=353.90 (CB -204)
INV IN=353.60 (CB -215)
INV OUT=353.50
CB -204
T/C=362.82
INV IN=358.40 (CB -205)
INV IN=358.10 (CB -214)
INV OUT=358.00
CB -205
T/C=365.70
INV IN=361.50 (CB -206)
INV OUT=361.40
CB -206
T/C=368.16
INV IN=363.50 (CB -207)
INV IN363.90 (CB -213)
INV OUT=363.40
CB -213
T/C=368.16
INV OUT=364.50
CB -214
T/C=362.82
IMV OUT=358.35
CB -215
T/C=358.49
INV OUT=353.90
T/C=332.69
INV IN=328.30 (CB -313)
INV OUT=328.20
CB -313
T/C=334.92
INV IN=330.60 (CB -331)
INV IN=330.60 (CB -314)
INV OUT=330.50
CB -314
T/C=338.09
INV IN=333.70 (CB -315)
INV IN=333.80 (CB -334)
INV OUT=333.60
CB -315
T/C=339.02
INV IN=334.80 (DI -316)
INV OUT=334.70
DI -316
T/G=340.75
INV IN=337.30 (DI -337)
INV IN=337.30 (DI -317)
INV OUT=337.20
CB -330
T/C=329.80
INV IN=324.90 (CB -310)
INV OUT=324.80
CB -331
T/C=334.92
INV IN=330.90 (DI -332)
INV OUT=330.80
DI -337
T/G=341.68
INV OUT=338.20
DI -338
T/G=349.73
INV IN=346.30 (DI -339)
INV OUT=346.20
DI -339
T/G=357.30
INV OUT=353.85
CB -401
T/C=324.01
INV IN=319.70 (CB -402)
INV OUT=319.60
CB -402
T/C=324.01
INV OUT=319.90
JB -501
RIM=329.40
INV IN=325.86 (JB -502)
INV OUT=325.76
JB -502
RIM=331.50
INV IN=327.70 (RISER)
INV OUT=327.20
CA FLARED END SECTION
STORM DRAINAGE
ENDWALL SECTION
-Tp TP TP T
TREE PROTECTION
MATCH
LINE - SEE SHEET
C-9
® CATCH BASIN
/ / \
/ 44 �g-213
/ t
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22 LF 15" yv- �_-_______ r..rT-r--• = DI -339 -t�' -
0 2.73% RCP LF i -5 -RC / / W W W W W W0
x ® 2.92% 1 1 200 /LF 15 CP
�W W
PHASE 2A 30' CI OF f3ALEI6H'
\ _ 1 '''• SANITARY SEWER ASEMENT (CITY 1 % 5" RC W y� W W W� W �
-OF 1ACEIGH PUB C UTILITIES / i / 1 1 t / 1 ® 1.4 A �W W
DEPARTMENT PE MIT # S-4056) m
Oa // / / / � � N N � j/�\ \ W W \WWWWW�W� W
IIII W 1
/ DRAI ACBE EME
42 1 / I \
1 LF 15RCP- 429 / 30
"
1
LF 15- / 42 �
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444 _ _ _ 22 LF 15" RCP
364:. 3 ® 1.11% } ' = / f
91 -15 • RC�
CB -204 b 1 £, 1 % k / I I/ / ) \ W� ®6. % W W \W W W W WtW W EXISTING 50' POWER
90 LF 15 RC _ . _ , w / / \ . \ . W \ EASEMENT
�*�6•.� ®4.56% W W� (NO REFERENCE FOUND)
,2� ( 20' PRIVATE STORM \ W
1 36% RC / / 1 EAD!7 AS j / / i \ \ \ W LP 15 RAIGEASE�IENf W W W W y
CB 203 60 1
�W
6 LF 5" RCFj _. ..
®4.00% i 54, P LIC R�� S ET � �:
WW W WW
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:.._.........................................:::......................... W W W
CB 214 ,�........................................................................................ ..::::..,..:: w W W ..
� -C ____�,� y \ fli•-33'J� W W W� W W \ ` \
`• \ -�� ,,,„, ^. _._ --- � t:•:::.,. \31'6•
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ORI1G)� 1.67% F� Vj
,.m..._ J --�34- - -_ -:` FOREST SI T/D(STANE "'
:.:::::::..,Y o SANITARY SEWER EASEMENT
\ -
JB 501 �..........................................
...............................................
..............................
_-......_....................... - -EXISTING
1998> PG. 1730 & 1731)
CB -402 :::TRIANGLFICTXP!S Dov l \ `\ �ta• / \ \
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CB -310 CB -334 m _ .�
EW -200 T/C=329.80 T/C=342.14 +
INV=330.00 INV IN=325.30 (CB -311) INV IN -338.00 (CB -335) / % �'""' m
INV OUT=325.05 INV QUT=337.90 /
CB -201 _
/
T/C=355.82 -311 CB -335
INV IN=350.70 (CB -202) CB T/C=346.74
INV OUT=350.60 T/C=331.32 INV IN=342.40 (CB-336)INV
CB -202 INV OUT 326,7pCB-312) INV OUT=342.30 PROPOSED 10' ASPHALT
T/C=355.82
CB -336
MULTI -USE TRAIL (CURRENTLY \1
INV IN=351.10 (CB -203) CB -312 T/C346.74 UNDER CONSTRUCTION)
INV OUT=351.00
CB -203
T/C=358.51
INV IN=353.90 (CB -204)
INV IN=353.60 (CB -215)
INV OUT=353.50
CB -204
T/C=362.82
INV IN=358.40 (CB -205)
INV IN=358.10 (CB -214)
INV OUT=358.00
CB -205
T/C=365.70
INV IN=361.50 (CB -206)
INV OUT=361.40
CB -206
T/C=368.16
INV IN=363.50 (CB -207)
INV IN363.90 (CB -213)
INV OUT=363.40
CB -213
T/C=368.16
INV OUT=364.50
CB -214
T/C=362.82
IMV OUT=358.35
CB -215
T/C=358.49
INV OUT=353.90
T/C=332.69
INV IN=328.30 (CB -313)
INV OUT=328.20
CB -313
T/C=334.92
INV IN=330.60 (CB -331)
INV IN=330.60 (CB -314)
INV OUT=330.50
CB -314
T/C=338.09
INV IN=333.70 (CB -315)
INV IN=333.80 (CB -334)
INV OUT=333.60
CB -315
T/C=339.02
INV IN=334.80 (DI -316)
INV OUT=334.70
DI -316
T/G=340.75
INV IN=337.30 (DI -337)
INV IN=337.30 (DI -317)
INV OUT=337.20
CB -330
T/C=329.80
INV IN=324.90 (CB -310)
INV OUT=324.80
CB -331
T/C=334.92
INV IN=330.90 (DI -332)
INV OUT=330.80
DI -337
T/G=341.68
INV OUT=338.20
DI -338
T/G=349.73
INV IN=346.30 (DI -339)
INV OUT=346.20
DI -339
T/G=357.30
INV OUT=353.85
CB -401
T/C=324.01
INV IN=319.70 (CB -402)
INV OUT=319.60
CB -402
T/C=324.01
INV OUT=319.90
JB -501
RIM=329.40
INV IN=325.86 (JB -502)
INV OUT=325.76
JB -502
RIM=331.50
INV IN=327.70 (RISER)
INV OUT=327.20
CA FLARED END SECTION
STORM DRAINAGE
ENDWALL SECTION
-Tp TP TP T
TREE PROTECTION
LD LD
LIMITS OF DISTURBANCE
® CATCH BASIN
WOODED AREA
DROP INLET
250
10' CONTOUR
JUNCTION BOX
252
2' CONTOUR
250
EXISTING 10' CONTOUR
-�--- DRAINAGE FLOW ARROW
_______252_______
EXISTING 2' CONTOUR
-25-0- L5-0 TOP & BOTTOM CURB ELEVATIONS
- -
EASEMENT LINE
250.00
®ii®i�..�i����i►®
PHASE UNE
TW=223.00-TOP OF WALL ELEVATION
BW=213.00-BOTTOM OF WALL ELEVATION
- TO TO -
TREE CONSERVATION BOUNDRY
(NOTE: BOTTOM OF WALL IS GROUND
ELEVATION NOT WALL FOUNDATION)
TREE CONSERVATION AREA
+250.60 SPOT ELEVATION
-_- -:-
PARK AREA
THESE PLANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
TOWN OF WAKE FOREST
En ine i g Department Date
7le
"Public Works Department Date
n & Sediment Control Date
Fire Date
Ace ility Date
Pl Ing Oe ent Date
City of Raleigh Public Utilities Department Date
N OF WAKE
GREENWAY
JT
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
TOWN OF WAKE FOREST, CITY OF RALEIGH & NCDOT
(WHERE APPLICABLE) STANDARDS, SPECIFICATIONS,
AND DETAILS.
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
FINAL DRAFtiING - RELEASED FOR CONSTRUCTION
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PROJECT No. JPM-14060
FILENAME: JPM14060--G1
CHECKED IM N D W
DRAWN BY- MAG
SCALE: 11$ = 40'
DATE: 12-02-2015
SHEET N0. C -8
'J MCADAMS

0
EXISTING 100' POWER
EASEMENT
(NO REFERENCE FOUND
/
THE FRANKLIN ACADEMY INC /
PIN 1841937898000
BM 2008, PG 1309
v
" :.� -�� tD PROPERTY LINE TYP.
\ ) S84'44'54 -E
\ 5' TYPE B
\ \ I \ \ \ \ BUFFER
\ I \ REE \SAVE ( } EXISTING GRAVEL
cP \ DRIVE TO BE
REMOVED (�
v slv 8 yi v v
\
1
PRIVATE OPEN \ s
SPAC EN \
A M \�0.31vAC \
EXISTING WADI I, \
T�ADITICfV ?NS IDG`\
S %80 p DRI
o
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I �
w CB 32
E
E
"
S `i
-.. . :::::•::::•:::..... : _. �iT p 1 1 so LF 15 �iCP
6 0 - - - 0 5.44% , i
............
R _
�::.
........:.:.:.:..
18+00
I+au E\, \ 'S
Vl
102 LF)-172%,'ALUMINUMPIPE '9:
INV. IN.00'
INV. OUT = Q00' \
80
133" GU q0Z
E\
TO BE \
33 LF 15 \RCP
0 1.53%
� 102 L�' 22" ALUMINUM PIPE 0 3.921
......... z
DI -339
/
32 LF 1 RCP -
��
EASEMENT
T
0.62%
i
INV IN=363.90 (CB -213)
INV OUT=350.10
INV OUT=363.40
`1
CB -342
/
DI -322
T/C=355.74
`
<
CN `
t\
\
INV IN=352.40 (DI -323)
1 \
INV IN=365.50 (CB -208)
Uj
1100
\
INV IN=364.20 (CB -211)
QCN
_
86
'
\
INV OUT=364.10
w
0
INV IN=353.80 (CB -346)
CB -208
(�
(NO REFERENCE ROUND)
T/C=369.87
INV IN=353.70 (DI -348)
INV OUT=353.70
INV IN=365.80 (CB -209)
INV IN=353.30 (JB -324)
CB -344
INV OUT=365.70
INV OUT=353.20
T/C=363.88
CB -209
CB -2092.54
1
INV IN=359.70 (CB -345)
(NOTE: BOTTOM OF WALL IS GROUND
RIM=366.90
INV IN=359.90 (CB -325)
INV OUT=359.60
INV IN=368.20 (CB-210)CB-345
INV IN=354.30 {CB -329}
TREE CONSERVATION AREA
INV OUT=368.10
INV OUT=354.20
NV
/
OUT=3 9.90
CB -210
CB -325
88
T/C=364.69
CB -346
f
INV IN=360.40 (CB -326)
T/C=357.90
INV OUT=360.30
9 LIMIT OF !
CB -211
_
EXISTING
- Dr�TUR CE ZTY�.) /
T/C=368.83
Poppy
'
(
`\
INV IN=364.60 (CB -212)
FIELDS
T/G=370.07
INV OUT=364.50
L
\
CB -212
50'P�BLIG _. _
\
- B-210 •: ••: •::::•::::::: •:::::.....:::
T/C=368.89
s.
T/G=357.69
I+au E\, \ 'S
Vl
102 LF)-172%,'ALUMINUMPIPE '9:
INV. IN.00'
INV. OUT = Q00' \
80
133" GU q0Z
E\
TO BE \
33 LF 15 \RCP
0 1.53%
� 102 L�' 22" ALUMINUM PIPE 0 3.921
z - -
.............
s
CB �4 CB -3
0 f \
c -,_... _,-w,_ I.......................:%::•s•::•::•::•;;:•::ttt;::..:: .... , ....... ,..�„-'�tS�
�_�...w ....� . .... 3-•l:F��TS .`RCP
. ®0.
E 1 " t / .
C \ S
-'"'-% B 43 -
v�
""i 3+0
i 0" ,. � Y
r a
._._ ..................... � B-344
14
J
CL _.................................. a ....... ... - � CB -342 .....
' '\
............
v.-• / v A
'n PHASE 2A 40' CITY OF�B 209 i 15* RC
0 2. '6% 83 LF 15" RCP y ::.::•:::•:... v
M `1
t
e.
;RALEIGH SANITARY .- 1 CP " ®1.56%
M
Z LF 15 RCP �.
\ R EASEMENT (CITY 45 15" RC f ®0.89% / ' /`t' 22 4'� RGP W �x�j X178 LF 30 RCP
/ i '� 4.13% \ W W ::.:::... a gh 0 7
X
QF R PUBLIC /®'5.07% 3%%
9 UTILITIES
/ I \3 �
PER�tT S-405 _ 47 LF 15 RCP / t i� W `� W \ W
\# �' CB 208 :::.; F :.�: � � ...
/ 0 0,63%
15CJ5/ TOWN OF WAKE h
CB_ 207 ' j M .. ,ly . ,. ��� .. � .
W \ ....,•�;�;:;�;;::::�:�i:::.. s
f . FOREST SIGHT DISTANCE / M / \ ° ,
/i TRIANGLE (TYP.) 23 LF 15" RCP / 9 T / t / W W W,� W 0 0.89% °0 m M / W ..
co i
0446 / r M / / ► 1 r / /79 LF 15" RCd42,r)
0 0.76%W W W W
W W W WW
�• r. r 9 ' Y
W
20' PRIVA I STORM
\ / DRAINAGE RCP / 200
22 LF 15" RCP / ' / / W 0W 3i?8%
0 2.73%
CB -206 J / T / t / DI -339 I W W \W W _ W •DARK - PACEWAR W W
11
KEY MAP
CB -206
C\ \
DRAINAG
DI -339
"
T/C=354.90
EASEMENT
T
INV IN=350.20 (DI -322)
INV OUT=353.85
INV IN=363.90 (CB -213)
INV OUT=350.10
INV OUT=363.40
CB -342
DROP INLET
DI -322
T/C=355.74
`
113 LF 15�RC
INV IN=351.80 (CB -343)
\
INV IN=352.40 (DI -323)
0 0.62% ,N,
INV IN=365.50 (CB -208)
INV OUT=352.30
CB -343
INV IN=364.20 (CB -211)
DI -323
T/C=357.90
INV OUT=364.10
EXISTING 50' POWER
EASEMENT
INV IN=353.80 (CB -346)
CB -208
INV IN=355.80 (DI -347)
(NO REFERENCE ROUND)
T/C=369.87
INV IN=353.70 (DI -348)
INV OUT=353.70
INV IN=365.80 (CB -209)
INV IN=353.30 (JB -324)
CB -344
INV OUT=365.70
z - -
.............
s
CB �4 CB -3
0 f \
c -,_... _,-w,_ I.......................:%::•s•::•::•::•;;:•::ttt;::..:: .... , ....... ,..�„-'�tS�
�_�...w ....� . .... 3-•l:F��TS .`RCP
. ®0.
E 1 " t / .
C \ S
-'"'-% B 43 -
v�
""i 3+0
i 0" ,. � Y
r a
._._ ..................... � B-344
14
J
CL _.................................. a ....... ... - � CB -342 .....
' '\
............
v.-• / v A
'n PHASE 2A 40' CITY OF�B 209 i 15* RC
0 2. '6% 83 LF 15" RCP y ::.::•:::•:... v
M `1
t
e.
;RALEIGH SANITARY .- 1 CP " ®1.56%
M
Z LF 15 RCP �.
\ R EASEMENT (CITY 45 15" RC f ®0.89% / ' /`t' 22 4'� RGP W �x�j X178 LF 30 RCP
/ i '� 4.13% \ W W ::.:::... a gh 0 7
X
QF R PUBLIC /®'5.07% 3%%
9 UTILITIES
/ I \3 �
PER�tT S-405 _ 47 LF 15 RCP / t i� W `� W \ W
\# �' CB 208 :::.; F :.�: � � ...
/ 0 0,63%
15CJ5/ TOWN OF WAKE h
CB_ 207 ' j M .. ,ly . ,. ��� .. � .
W \ ....,•�;�;:;�;;::::�:�i:::.. s
f . FOREST SIGHT DISTANCE / M / \ ° ,
/i TRIANGLE (TYP.) 23 LF 15" RCP / 9 T / t / W W W,� W 0 0.89% °0 m M / W ..
co i
0446 / r M / / ► 1 r / /79 LF 15" RCd42,r)
0 0.76%W W W W
W W W WW
�• r. r 9 ' Y
W
20' PRIVA I STORM
\ / DRAINAGE RCP / 200
22 LF 15" RCP / ' / / W 0W 3i?8%
0 2.73%
CB -206 J / T / t / DI -339 I W W \W W _ W •DARK - PACEWAR W W
11
KEY MAP
CB -206
C\ \
CB -321
DI -339
T/C=368.16
T/C=354.90
T/G=357.30
INV IN=363.50 (CB -207)
INV IN=350.20 (DI -322)
INV OUT=353.85
INV IN=363.90 (CB -213)
INV OUT=350.10
INV OUT=363.40
CB -342
DROP INLET
DI -322
T/C=355.74
CB -207
T/G=357.33
INV IN=351.80 (CB -343)
T/C=369.87
INV IN=352.40 (DI -323)
INV OUT=351.70
INV IN=365.50 (CB -208)
INV OUT=352.30
CB -343
INV IN=364.20 (CB -211)
DI -323
T/C=357.90
INV OUT=364.10
T/G=359.90
INV IN=353.80 (CB -346)
CB -208
INV IN=355.80 (DI -347)
INV IN=353.90 (CB -344)
T/C=369.87
INV IN=353.70 (DI -348)
INV OUT=353.70
INV IN=365.80 (CB -209)
INV IN=353.30 (JB -324)
CB -344
INV OUT=365.70
INV OUT=353.20
T/C=363.88
CB -209
CB -2092.54
JB -324
INV IN=359.70 (CB -345)
(NOTE: BOTTOM OF WALL IS GROUND
RIM=366.90
INV IN=359.90 (CB -325)
INV OUT=359.60
INV IN=368.20 (CB-210)CB-345
INV IN=354.30 {CB -329}
TREE CONSERVATION AREA
INV OUT=368.10
INV OUT=354.20
NV
OUT=3 9.90
CB -210
CB -325
T/C=372.54
T/C=364.69
CB -346
INV OUT=368.40
INV IN=360.40 (CB -326)
T/C=357.90
INV OUT=360.30
WV OUT=353.94
CB -211
T/C=368.83
DI -347
INV IN=364.60 (CB -212)
CB -326
T/G=370.07
INV OUT=364.50
T/C=365.08
INV OUT=365.90
CB -212
INV IN=360.80 (CB -327)
DI -348
T/C=368.89
INV OUT=360.70
T/G=357.69
INV OUT=364.80
INV OUT=354.20
CB -213
CB -327
T/C=375.61
CB -349
T/C=359.82
T/C=368.16
INV OUT=364.50
INV IN=371.25 (CB -328)
INV OUT=355.60
INV OUT=371.15
CB -319
CB -328
T/C=354.75
T/C=375.61
INV IN=349.40 (CB -320)
INV OUT=371.45
INV IN=350.40 (CB -342)
INV OUT=349.00
CB -329
T/C=359.09
CB -320
INV IN=355.10 (CB -349)
T/C=354.75
INV OUT=355.00
INV IN=349.70 (CB -321)
DI -338
INV OUT=349,60
T/G=349.73
INV IN=346.30 (DI -339)
INV OUT=346.20
rQ FLARED END SECTION
STORM DRAINAGE
ENDWALL SECTION
-B' TP TP
TREE PROTECTION
LD LD
LIMITS OF DISTURBANCE
CATCH BASIN
WOODED AREA
DROP INLET
250
10 CONTOUR
JUNCTION BOX
252
2 CONTOUR
------- 250----------
EXISTING 10' CONTOUR
-�,--ORAINAGE FLOW ARROW
252_______
-----
EXISTING 2' CONTOUR
250.50 TOP & BOTTOM CURB ELEVATIONS
- "-" _
EASEMENT LINE
250.00
II®
PHASE LINE
TW_223,00-TOP OF WALL ELEVATION
BW -213.00 -BOTTOM OF WALL ELEVATION
- TC TC -
TREE CONSERVATION BOUNDRY
(NOTE: BOTTOM OF WALL IS GROUND
ELEVATION NOT WALL FOUNDATION)
TREE CONSERVATION AREA
+250.60 SPOT ELEVATION
PARK AREA
1 \ \ 4368 CB -213 W 1-338 W W W W W W 1 THESE PLANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
W W W ", W
TOWN OF WAIS FOREST
Q
MATCH LINE -- SEE SHEET C-8 Engineerin Department Date
MEAD OWGRAS S LANE Public Works Department Date
50' PUBLIC R/w (SEE SHEET P-4 � I --N `( 6
gt P-5) Erosiont"& Sediment Control Date
�Yt
Fire Preventio Date
Accessi 'liDate
(J,-kl ��A "- Z-zq
PlanxkmxDepartme **�� yy Date
w 1
City of Raleigh Public Utilities Department Date
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
TOWN OF WAKE FOREST, CITY OF RALEIGH & NCDOT
(WHERE APPLICABLE) STANDARDS, SPECIFICATIONS,
AND DETAILS.
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
FINAL DRAWING - RELEASED FOR CONSTRUCTION
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PROJECT Na- JPM-14060
FILENAME: JPM14060-G1
CHECKED BY: N D W
DRAIN BY: MAG
SCALE: 1 ,> = 40'
DATE: 12-02-2015
SHEET N0, _
f= MCADAMS

GROUND STABILIZATION
SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES,
1.70
1.27
SWALES, DITCHES
7 DAYS
NONE
AND SLOPES
9.12
ALLOWABLE VELOCITY
HIGH QUALITY WATER
6.00
6.00
(HOW) ZONES
7 DAYS
NONE
0.75
1.27
IF SLOPES ARE 10'
SLOPES STEEPER
2.35
OR LESS IN LENGTH
THAN 3:1
7 DAYS
AND ARE NOT STEEPER
181ONET C1258N ERONET DS1501
ERONET DS150
THAN 2:1, 14 DAYS
20.0
Height of Berm (FT)
ARE ALLOWED
SLOPES 3:1 OR
Top of Trap Length (FT)
7 -DAYS FOR SLOPES
FLATTER
14 DAYS
GREATER THAN 50
105
Storage Volume Required (FT')
FEET IN LENGTH
ALL OTHER AREAS
Storage Volume Prov d. (FT)
NONE (EXCEPT FOR
WITH SLOPES
14 DAYS
PERIMETERS AND HOW
FLATTER THAN 4:1
Sediment Surface Area Prov d (FTZ)
ZONES)
TEMPORARY DIVERSION ID
TD -1
TD -2
TD -3
TD -4
MINIMUM DEPTH FT
0.78
1.20
1.70
1.27
CALCULATED VELOCITY
7.30
2.52
4.84
9.12
ALLOWABLE VELOCITY
10.00
6.00
6.00
10.00
CALCULATED SHEAR STRESS
1.92
0.75
1.27
1.90
ALLOWABLE SHEAR STRESS
2.35
1.75
1.75
2.35
TEMPORARY LINER SPECIFICATION*
181ONET C1258N ERONET DS1501
ERONET DS150
I BIONET C125BN
* ALL SPECIFICATIONS ARE NORTH AMERICAN GREEN ROLLMAX PRODUCTS OR EC
�n
EXISTING 100' POWER
EASEMENT �� \
THE FRANKLIN ACADEMY INC\
PIN 1841937898000
IBM 2008, PG 1309,
MAINTENANCE PLAN:
1. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED BY
THE CONTRACTOR ABI FOR STABILITY ITV AND OPERATION FOLLOWING EVERY
RUNOFF -PRODUCING RAINFALL BUT IN NO CASE LESS THAN ONCE EVERY
\3ea WEEK. ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY TO MAINTAIN ALL
MEASURES AS DESIGNED.
2. SEDIMENT BASINS SHALL BE INSPECTED REGULARLY DURING LAND
�\ DISTURBING ACTIVITIES AND AFTER EACH RUNOFF -PRODUCING RAINFALL.
SEDIMENT SHALL BE REMOVED AND THE BASIN RESTORED TO ITS ORIGINAL
DIMENSIONS WHEN SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN
DEPTH OF EACH BASIN.
\.
3. SEDIMENT FENCES SHALL BE INSPECTED AT LEAST ONCE A WEEK AND
AFTER EACH RAINFALL. REPAIRS SHALL BE MADE IMMEDIATELY. SEDIMENT
DEPOSITS SHALL BE REMOVED AS NEEDED TO PROVIDE ADEQUATE STORAGE
VOLUME FOR THE NEXT RAINFALL EVENT, AND TO REDUCE PRESSURE ON
THE FENCE. FENCING MATERIALS AND SEDIMENT DEPOSITS SHALL BE
REMOVED,
AND THE AREA BROUGHT TO GRADE FOLLOWING STABILIZATION OF
UPGRADIENT DISTURBED AREAS.
.�` V 4. DIVERSION DITCHES MUST REMAIN IN PLACE UNTIL PROJECT IS STABILIZED.
RADl 1 m \ TO BE REMOV D ONS R
I l
6 O'/ P AM (TYP.)C RRIVE
4
CHECK
\
SEDIMENT BASIN/SKIMMER BASIN DESIGN TABLE
SEDIMENT TRAP ID
RB -1
RISER BASIN
RB -2
RISER BASIN
Drainage Area (AC.)
4.31
13,34
Disturbed Area (AC.)
4.31
12.45
Flow Q10 (CFS)
10.9
28.0
Bottom Elevation (FT)
330.00
323.00
Sediment Depth (FT)
2.0
3.0
Freeboard (from Sediment Depth)
2.0
3.0
Depth to Crest of Riser (FT)
2.0
3.0
Depth to Crest of Emergency Spillway (FT)
2.0
3.0
Side Slopes
3.OH:1V
3.OH:1V
Spillway Length (FT)
20.0
20.0
Height of Berm (FT)
4.00
6.00
Top of Trap Length (FT)
154
251
Top of Trap Width (FT)
69
105
Storage Volume Required (FT')
7,758
24,012
Storage Volume Prov d. (FT)
15,480
54,920
Sediment Surface Area Req'd (FT)
5,300
19,372
Sediment Surface Area Prov d (FTZ)
9,802
22,016
Number of Skimmers
1
1
Skimmer Size (IN)
2.00
3.00
Skimmer Orifice Size (IN)
1.75
2.75
Anti -Flotation Block
N/A
N/A
Riser Diameter (IN)
48
60
Barrel Diameter (IN)
18
24
Notes:
1. Side slopes pertain only for the vertical height from the
base to the top of berm, 2H:1V above that. Side slopes
between Normal Pool and 1' above Normal Pool are flatter
than 3:1 to give space for a vegetative shelf when permanent
BMP is installed.
2. See details on silt fence baffle spacing.
i -
-
r
--DISTURBEDAREA = 22.25 AC
, -�--- ,A� �� T0TAL
CONSTRUCTION SEQUENCE STAGE 1:
1. AFTER THE PRECONSTRUCITON MEETING IS HELD, THE CONTRACTOR CAN
INSTALL INITIAL EROSION CONTROL MEASURES ONLY. THIS INCLUDES BUT IS
NOT LIMITED TO CONSTRUCTION ENTRANCE, SILT FENCE, PERIMETER
DIVERSION DITCHES, CHECK DAMS (ROCK OR WADDLE TYPE), TREE
PROTECTION FENCE, EXISTING INLET PROTECTION, SKIMMER SEDIMENT
BASINS, AND SKIMMER BASINS. CLEAR ONLY AS NECESSARY TO INSTALL
THESE MEASURES.
2. CONTRACTOR IS RESPONSIBLE FOR E&SC WEEKLY INSTALLATION AND
MAINTENANCE LOG INCLUDING DATES OF TEMPORARY/PERMANENT GROUND
COVER, A RAIN GAGE, COPY OF TOWN SIGNED PLANS ONSITE, REVISED
SIGNED PLANS, NPDES LOG, AND CONSTRUCTION BOX MUST BE PRESENT
AND EASILY ACCESSIBLE ONSITE.
3. ONCE MEASURES ARE INSTALLED, CONTRACTOR/FRO TO CALL TOWN FOR AN
INITIAL INSPECTION. IF SITE PASSES INSPECTION, A CERTIFICATE OF
COMPLIANCE WILL BE ISSUED, CONTRACTOR CAN NOW BEGIN CLEARING,
GRUBBING, AND GRADING WITHIN THE LIMITS SHOWN.
4: CONTRACTOR TO MAINTAIN ACCESS ROAD FOR EMERGENCIES AT ALL TIMES.
5. THE PROJECT HAS BEEN PHASED TO LEAVE AS LITTLE CONTIGUOUS GROUND
OPEN AS POSSIBLE.
6. TEMPORARILY SEED, STRAW AND TACK OR HYDROSEED WITHIN 14 DAYS OF
ANY PHASE OF GRADING, INCLUDING SLOPES. SEED BASINS AND DITCHES
IMMEDIATELY AFTER CONSTRUCTION.
7. PRIOR TO REMOVAL OF TEMPORARY MEASURES OR REDUCTION OF SKIMMER
BASINS, TOWN MUST APPROVE REMOVAL. ALL AREAS ABOVE TEMPORARY
MEASURE MUST HAVE 85% GROUND COVER.
8. THE TOWN OF WAKE FOREST EROSION CONTROL INSPECTOR WILL EVALUATE
THE SITE AT LEAST ONCE A MONTH. A COPY OF THE INSPECTION FORM
WILL BE EMAILED TO THE FRO. THE WEEKLY EROSION LOG AND NPDES LOG
MUST BE ONSITE AND AVAILABLE FOR REVIEW.
9. IF THE SITE IS FOUND OUT OF COMPLIANCE A NOTICE OF VIOLATION WILL
BE ISSUED GIVING THE CONTRACTOR/FRO 7 WORKING DAYS TO REMEDY THE
PROBLEM. IF THE SITUATION IS NOT RESOLVED WITHIN THE TIME PERIOD A
FINE MAY BE ISSUED.
10. IF SEDIMENT LEAVES THE SITE A FINE MAY BE ISSUED UP TO $5,000 PER
DAY PER VIOLATION. IF SEDIMENT ENTERS A BUFFER, STREAM, OR WETLAND
NCDWQ WILL BE NOTIFIED. THEY MAY ISSUE FINES UP TO $25,000 PER DAY
PER VIOLATION.
11. MOVE TO STAGE 2 EROSION CONTROL PLAN.
TQWN OF WAKE FOREST
EROSION CONTROL NOTES:
1. A LAND DISTURBING (E&SC) PERMIT IS REQUIRED FOR PROJECTS OVER
0.50 ACRE. IF MULTIPLE LOTS WITH LAND DISTURBANCE OVER 0.50 ACRE
TOTAL ARE EITHER CONTIGUOUS OR NON-CONTIGUOUS IN THE SAME
SUBDIVISION, BEING TAKEN DOWN BY THE SAME BUILDER/OWNER, A LAND
DISTURBING PERMIT IS REQUIRED. THE COST OF THE PLAN REVIEW AND
PERMIT IS $400/ACRE ROUNDED UP (1.1 ACRES = 2 ACRES
$400/ACRE = $800). THE FEE IS DUE AT TIME OF PLAN SUBMITTAL.
DEVELOPER IS RESPONSIBLE FOR INFORMING BUILDER OF E&SC PERMIT
REQUIREMENTS ON INDIVIDUAL LOTS. DISCLAIMER: TOWN OF WAKE FOREST
FEES AND CHARGES ARE SUBJECT TO CHANGE WITHOUT NOTICE. PLEASE
CALL 919-435-9443 TO CONFIRM CURRENT FEES AND CHARGES.
2. IF ADDITIONAL ACREAGE IS ADDED TO AN EXISTING PERMIT, REVISED FORMS,
PLANS, AND ANY ADDITIONAL FEES MUST BE SUBMITTED.
3. IF OWNERSHIP OF A PROPERTY HAS CHANGED A REVISED FINANCIAL
RESPONSIBILITY/OWNERSHIP (F.R.O.) FORM MUST BE SUBMITTED.
4. IF A PROPERTY IS TAKEN OVER BY THE BANK, THE BANK SHALL CONTACT
THE TOWN AND REPAIR ALL EROSION CONTROL MEASURES TO
TOWN/NCDENR STANDARDS. THEY SHALL ALSO SUBMIT A NEW F.R.O. FORM.
5. IF A PROJECT IS NOT COMPLETE WITHIN TWO YEARS, THE PLANS MUST BE
RENEWED AT $250/ACRE. A REVISED SET OF PLANS MAY BE SUBMITTED IF
ACREAGE HAS ALREADY BEEN DEVELOPED AND A CERTIFICATE OF
OCCUPANCY HAS BEEN ISSUED.
6. AN EROSION PRECONSTRUCTION MEETING MUST BE HELD WITH THE TOWN
OF WAKE FOREST PRIOR TO START OF ANY WORK, INCLUDING INSTALLATION
OF EROSION CONTROL MEASURES, DEMOLITION, CUTTING TREES, AND
GRUBBING. CALL ENGINEERING AT [phone] TO SET UP A MEETING.
ALL PLANS MUST BE SIGNED AND COPIES RETURNED BACK TO THE TOWN 1
WEEK PRIOR TO PRECONSTRUCTION MEETING.
7. THE OWNER, GENERAL CONTRACTOR, GRADING COMPANY, AND EROSION
CONTROL INSTALLER MUST BE PRESENT AT THE PRECONSTRUCITON MEETING.
8. THE E&SC PERMIT AND NPDES GENERAL STORMWATER PERMIT WILL BE
GIVEN OUT AT THIS MEETING
9. ALL SILT FENCE MUST BE TRENCHED AT A MINIMUM DEPTH OF 6 INCHES.
EROSION CONTROL LEGEND
1111�1�11� SILT FENCE OUTLET
FILTER BERM
SW SHEETS
RIP RAP CHECK DAM
VSIONS
-SF-SF-SF- SILT FENCE
-Tp TP TP - TREE PROTECTION
LD LD LIMITS OF DISTURBANCE
., WOODED AREA
-0* -01 -M+ -10, _=# DIVERSION DITCH
CONSTRUCTION ENTRANCE/EXIT
0
!THESE PLANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
TOWN OF WAKE FOREST
`- L
EngineeripA Department Date
Public W rks Department Date
2--cb`Ci.
ErosioK & Sediment Control Date
'V/V ­
Fire Prevention Date
lu IA'
Date
:�;_2 Z7-9
Date
City of Raleigh Public Utilities Department Date
GRAPHIC SCALE
60 0 30 60 120
1 inch = 60 ft.
FINAL DRAWING - RELEASED FOR CONSTRUCTION
M
ON M o
Cq
0z°
00 2 .0
h V in� �
i N h
t�
vrr��
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W
PROTECT No. JPM-14060
FILENAME: JPM14060-EC1
CHECIM BY: N D W
DRAIN BY: MAG
SCAM. 1" = 60s
DATE: 12-02-2015
SHEET N0.
EC -1
M" MCADA.MS

I
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
TOWN OF WAKE FOREST, CITY OF RALEIGH & NCDOT
(WHERE APPLICABLE) STANDARDS, SPECIFICATIONS,
AND DETAILS.
SEDIMENT BASIN/SKIMMER BASIN DESIGN TABLE
SITE AREA
�s
RB -1
RISER BASIN
RB -2
RISER BASIN
/ VARIABLE WIDTH \ f/
1.90
12.61
Disturbed Area (AC.)
PUBLIC STORMS
"
Flow 010 (CFS)
EXISTING 100' POWER DRAINAGE
EASEMENT EASEMENT
24.3
Bottom Elevation (FT)
330.00
323.00
Sediment Depth (FT)
THE FRANKLIN ACADEMY INC
PIN 1841937898000
N,
Freeboard (from Sediment Depth)
2.0
IBM 2008, PG 1309
Depth to Crest of Riser (FT)
2.0
3.0
Depth to Crest of Emergency Spillway (FT)
2,5000
3.0
Side Slopes
3.OHAV
3.0H•1V
Spillway Length (FT)
20.0
20.0
Height of Berm (FT)
4.00
6.00
Top of Trap Length (FT)
154
251
Top of Trap Width (FT)
69
105
\
3,420
22,698
Storage Volume ProVd. (FT')
A
54,920
Sediment Surface Area Req'd (FTs)
2,680
17,760
\
\
22,016
\ t
\
t
\
CSB -34
f
Skimmer Orifice Size (IN)
1.75
2.75
Anti -Flotation Block
1-' B-326
N/A
Riser Diameter (IN)
SEDIMENT BASIN/SKIMMER BASIN DESIGN TABLE
SITE AREA
SEDIMENT TRAP ID
RB -1
RISER BASIN
RB -2
RISER BASIN
Drainage Area (AC.)
1.90
12.61
Disturbed Area (AC.)
1.90
12.29
Flow 010 (CFS)
0.9
24.3
Bottom Elevation (FT)
330.00
323.00
Sediment Depth (FT)
2.0
3.0
Freeboard (from Sediment Depth)
2.0
3.0
Depth to Crest of Riser (FT)
2.0
3.0
Depth to Crest of Emergency Spillway (FT)
2,5000
3.0
Side Slopes
3.OHAV
3.0H•1V
Spillway Length (FT)
20.0
20.0
Height of Berm (FT)
4.00
6.00
Top of Trap Length (FT)
154
251
Top of Trap Width (FT)
69
105
Storage Volume Required (FT)
3,420
22,698
Storage Volume ProVd. (FT')
15,480
54,920
Sediment Surface Area Req'd (FTs)
2,680
17,760
Sediment Surface Area ProVd (FT')
9,802
22,016
Number of Skimmers
1
1
Skimmer Size (IN)
2.00
3.00
Skimmer Orifice Size (IN)
1.75
2.75
Anti -Flotation Block
N/A
N/A
Riser Diameter (IN)
48
60
Barrel Diameter (IN)
18
24
Notes:
1. Side slopes pertain only for the vertical height from the
base to the top of berm, 2H:1V above that. Side slopes
between Normal Pool and 1' above Normal Pool are flatter
than 3:1 to give space for a vegetative shelf when permanent
BMP is installed.
2. See details on silt fence baffle spacing.
TOWN OF WAKE FOREST_ EROSION CONTROL_ NOTES -
1. A LAND DISTURBING (E&SC) PERMIT IS REQUIRED FOR PROJECTS OVER 0.50 ACRE. IF
MULTIPLE LOTS WITH LAND DISTURBANCE OVER 0.50 ACRE TOTAL ARE EITHER CONTIGUOUS
OR NON --CONTIGUOUS IN THE SAME SUBDIVISION, BEING TAKEN DOWN BY THE SAME
BUILDER/OWNER, A LAND DISTURBING PERMIT IS REQUIRED, THE COST OF THE PLAN REVIEW
AND PERMIT IS $400/ACRE ROUNDED UP (1.1 ACRES = 2 ACRES 0 $400/ACRE = $800).
THE FEE IS DUE AT TIME OF PLAN SUBMITTAL. DEVELOPER IS RESPONSIBLE FOR INFORMING
BUILDER OF E&SC PERMIT REQUIREMENTS ON INDIVIDUAL. LOTS. DISCLAIMER: TOWN OF WAKE
FOREST FEES AND CHARGES ARE SUBJECT TO CHANGE WITHOUT NOTICE. PLEASE CALL
919-435-9443 TO CONFIRM CURRENT FEES AND CHARGES.
2. iF ADDITIONAL ACREAGE IS ADDED TO AN EXISTING PERMIT, REVISED FORMS, PLANS, AND
ANY ADDITIONAL FEES MUST BE SUBMITTED.
3. IF OWNERSHIP OF A PROPERTY HAS CHANGED A REVISED FINANCIAL
RESPONSIBILITY/OWNERSHIP (F.R.O.) FORM MUST BE SUBMITTED.
4. iF A PROPERTY IS TAKEN OVER BY THE BANK, THE BANK SHALL CONTACT THE TOWN AND
REPAIR ALL EROSION CONTROL MEASURES TO TOWN/NCDENR STANDARDS. THEY SHALL ALSO
SUBMIT A NEW F.R.O. FORM.
5. IF A PROJECT IS NOT COMPLETE WITHIN TWO YEARS, THE PLANS MUST BE RENEWED AT
$250/ACRE. A REVISED SET OF PLANS MAY BE SUBMITTED IF ACREAGE HAS ALREADY BEEN
DEVELOPED AND A CERTIFICATE OF OCCUPANCY HAS BEEN ISSUED.
6. AN EROSION PRECONSTRUCTION MEETING MUST BE HELD WITH THE TOWN OF WAKE FOREST
PRIOR TO START OF ANY WORK, INCLUDING INSTALLATION OF EROSION CONTROL MEASURES,
DEMOLITION, CUTTiNG TREES, AND GRUBBING. CALL ENGINEERING AT [phone] TO
SET UP A MEETING. ALL PLANS MUST BE SIGNED AND COPIES RETURNED BACK TO THE
TOWN 1 WEEK PRIOR TO PRECONSTRUCTION MEETING.
7. THE OWNER, GENERAL CONTRACTOR, GRADING COMPANY, AND EROSION CONTROL INSTALLER
MUST BE PRESENT AT THE PRECONSTRUCITON MEETING.
8. THE E&SC PERMIT AND NPDES GENERAL STORMWATER PERMIT WILL BE GIVEN OUT AT THIS
MEETING
9. ALL SILT FENCE MUST BE TRENCHED AT A MINIMUM DEPTH OF 6 INCHES.
CONSTRUCTION SEQUENCE -STAGE 22;
1. THE CONTRACTOR SHALL INSTALL STORM DRAINAGE WITH INLET PROTECTION.
2. CONTRACTOR TO MAINTAIN ACCESS ROAD FOR EMERGENCIES AT ALL TIMES.
3. THE PROJECT HAS BEEN PHASED TO LEAVE AS LITTLE CONTIGUOUS GROUND
OPEN AS POSSIBLE.
4. ONCE STORM DRAINAGE AND INLET PROTECTION ARE IN PLACE, ROADS AND
LOTS SHALL BE BUILT UP TO GRADE. RB -1 & RB -2 SHALL CONTINUE TO
FUNCTION AS SEDIMENT BASINS UNTIL THE TOWN APPROVES CONVERSION
TO FINAL BMP.
5. TEMPORARILY SEED, STRAW AND TACK OR HYDROSEED WITHIN 14 DAYS OF
ANY PHASE OF GRADING, INCLUDING SLOPES. -SEED BASINS AND DITCHES
IMMEDIATELY AFTER CONSTRUCTION. SEED "BORROW" SITES WITHIN 14 DAYS
OF INACTIVITY.
6. PRIOR TO REMOVAL OF TEMPORARY MEASURES, TOWN MUST APPROVE
REMOVAL. ALL AREAS ABOVE TEMPORARY MEASURE MUST HAVE 85%
GROUND COVER.
DI -3>y2 7. THE TOWN OF WAKE FOREST EROSION CONTROL INSPECTOR WiLL EVALUATE
THE SiTE AT LEAST ONCE A MONTH. A COPY OF THE INSPECTION FORM
/ t i / . �� � \ � � _ -� � � < ' • � , --,..\ �- - WiLL BE EMAILED TO THE .FRO. THE WEEKLY EROSION LOG AND NPDES LOG
MUST BE ONSITE AND AVAILABLE FOR REVIEW.
8. IF THE SITE IS FOUND OUT OF COMPLIANCE A NOTICE OF VIOLATION WILL
BE ISSUED GIVING THE CONTRACTOR FRO 7 WORKING DAYS TO REMEDY THE
EXISTING CB 346 ( f , es \ \ ` X� ` r r \ - \ \ PROBLEM. IF THE SITUATION IS NOT RESOLVED WITHIN THE TIME PERIOD A
POPPY /v>'? \ \ \ t \ \ - - -� - ISUF-FE LK- \ \ \` FINE MAY BE ISSUED.
�IE
`..,,
0 -�1/3 -
�- - � � � �,� -� � -.�m..�- -J , �M - \ �.,,;, - � CB -320 y._ v � � � - �- -� � �\ 1 , 9. IF SEDIMENT LEAVES THE SITE A FINE MAY BE ISSUED UP TO $5,000 PER
PUBLIC w .. ,. \ _ --� _ - \ 3
\
�. v ..,�.�„M� - .. ( DAY PER VIOLATION. IF SEDIMENT ENTERS A BUFFER, STREAM, OR WETLAND
CDW ILL BE NOTIFIED. THEY MAY ISSUE FINES UP TO 25000 PER DAY
s
i
> _ PER VIOLATION
-211 i
..,�.._ �.., CB -342
� .CALL THE TOWN UPON COMPLETION FOR A FINAL EROSION INSPECTION. A
PUNCHLIST MAY BE GENERATED ADDRESSING ANY REMAINING ITEMS. THERE
CB 2 ,:. . CB -344 ' f / / i I \ «« ✓ = 1 `�
/ + ,i'u � ,, ., � �'\�,�ryv \� ,, i / _- _ _ _ � \ t ` � � -- i' � ` � �; = • _,. MUST BE 85% GROUNDCOVER ON THE ENTIRE SiTE PRIOR TO A CERTIFICATE
� L ► I � �` `,.>\� \`;�.",�w\,��; � � � _ _ - � ! �� i / �` `� '; OF OCCUPANCY. IF THE SITE IS FOUND TO BE IN COMPLIANCE AN EROSION
CERTIFICATE OF COMPLETION WILL BE ISSUED.
CB 207
°°
\ 11. CONTRACTOR SHALL REMOVE ALL EROSION CONTROL MEASURES, AS
PERMITTED BY EROSION CONTROL INSPECTIONS DEPARTMENT. MAKE
1 1
,, -.>�� s \ _ •,l / i � / �k ° ,.�> - `��' -. � �a ., mow` � ..--,,_. �--�-.. �� _... l l i � >. � , . ,. MODIFICATIONS AS NEEDED TO TRANSITION RISER BASINS 1 AND 2 TO
u ° PERMANENT BMPs. ,.
/ `T
_
CB 213 � _
w.
F .n.
/ l f
C 341 �
°
,1
v
f
° ° ° ° ° �% E. \\ i I \ .
\,.. ° m _ ? ° b ,n o ,., ', E IQ NTROL,1END
„
A._
t
v
,
-e.
i
/ y \ A
1
i
/
�J v
t: /
Ol 3 7 �y
1
I
<
��� SILT FENCE � S L E OUTLET
4 f � f � ;\ , 'I�`i ill
CB -205
INLET PROTECTION
� ��, v � ��� � ° � ,�,, �` ��'� EXISTING 50 POWER '�-
L
`� � � 5 � CB -204 � / -� � ° � / �
t, �- �, �\, � -�ASEM
ENT
; � _ 1-3 3' � t'� FILTER BERM
M _
S / \ l \<
t, \ , / s
�B 336 \ s. \
/
.. . �, 203
c 213-202. .
F
\ C 214
y
,
CHECK DAM
<
a .
s \ s \
o L
M
z
Y_
N /
�,... � \.\ ---SF-SF-
SF
<� C /SiLT FENCE
N-11,. n
f
3t
>
/CB 3'05 v:,; ,.. \ ,,, \ � : , TREE PROTECTION
a
B-215 LIMITS OF DISTURBANCE
o \ !�...... B 33
\ \ ---- CB 201
s` - ' 32 CB -308
,
v a
• t ^ � / i/ i / � \ '.,:.� � '\ `�; `�"' ;. � /, " f' / /� .,: � 338 , i' � �\.; ; \, \' " - , . +'r
M
\`\ \ \ lI \` \ \ ♦ / ♦ �� N`1 WOODED AREA
\ - - I/ \. `\ � � „c � � �► DIVERSION DITCH
314
\ �\ \ / / / / / \`` /" ♦ o� f % VARIABLE WIDTH r-"
ACCESS ANDOuNCE,Q0 o Q CONSTRUCTION ENTRANCE %EXIT
�('S9 ,.or1�V =_u %�!!4 ,. ENTRANCE/
EXIT
STABILIZATION
SITE AREA
STABILIZATION
STABILIZATION TIME
DESCRIPTION
TIME FRAME
FRAME EXCEPTIONS
PERIMETER DIKES,
SWALES, DITCHES
7 DAYS
NONE
AND SLOPES
HIGH QUALITY WATER
(HOW) ZONES
7 DAYS
NONE
IF SLOPES ARE 10'
SLOPES STEEPER
OR LESS IN LENGTH
THAN 3:1
7 DAYS
AND ARE NOT STEEPER
THAN 2:1, 14 DAYS
ARE ALLOWED
SLOPES 3:1 OR
7 -DAYS FOR SLOPES
FLATTER
14 DAYS
GREATER THAN 50
FEET IN LENGTH
ALL OTHER AREAS
NONE (EXCEPT FOR
WITH SLOPES
14 DAYS
PERIMETERS AND HQW
FLATTER THAN 4:1
ZONES)
GRAPHIC SCALE
60 0 30 60 120
1 inch = 60 ft.
FINAL DRAWING - RELEASED FOR CONSTRUCTION
cf) 8
�N C
cq
C3 4AM
Cq
0
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L
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U
PROJECT No. JP M -14060
FMNAME: JPM14060-EG2
CHECKED BY: N D W
DRAWN BY: MAG
SCALE: 1" = 60'
DATE: 12-02-2015
SHEET NO.
C-2
MCADAMS

A
Seeding
Species
Rye (grain)
T�blle 61 .10a
Tempoeding
Recommlendationls� for Late,
Winter and, Early Spring -
Ratel"(1bilacto) , 1
424
Seeding dates
Mountains—Abovel 2500 feet,- Feb. 15 - May 15
Below 2500 feet- Feb. 1- May I
Piedront—Jan. 1 - May 1
Coastal Plain—Dec. 1 -Apr. 15
Soil amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground
agricultura I limestone and 750 Ike/acre 10-10- 10 fierti lizer,
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting,
.or a mulch anchoring tool. A disk with blades,set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following, erosion or other damage.
�W >
species
German, millet
Tabile� 6.110b,
Temporary Seeding
Recommendations_for
Summer
In the Piedmont and Mountains, a small -stemmed Sudangrass may be
substituted at a rate of 50 lb/acre.
Seeding dates
Mountains—May 15 -Aug. 15
Piedmont—May 1 -Aug. 15
Coastal Plain—Apr 15 - Aug. 15
Soil amendments
Follow recommendations- of soil tests or apply 2,000 lb/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4;000 Ib/acre straw. Anchor straw by tacking with asphalt, netting,
or a mulchanchoring tool. A disk with blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other ldamage.
Table 6.1 Oc
Temporary Seeding
Recommendations for Fall
Seeding mixture
Species Rate (lb/acre)
Rye (grain) 120
Seeding dates
Mountains—Aug. 15, - Dec. 15
Coastal Plain and Piedmont—Aug. 15 - Dec. 30
Soil amendments
Follow soil tests or apply 2,000 lb/acre ground agricultural limestone
and 1 000 Ib/acre 10-10-10 fertilizer.
Mulch
Apply 4,1000 Iblacre, straw. Anchor straw by tacking with asphalt, netting,
or a mulch anchoring tool. A diskwith blades set nearly straight can be
used as a mulch anchoring tool.
Maintenance
Repair and refertilize damaged areas immediately. Topdress with 50
I of nitrogen in March. If it is necessary to extent temporary
cover beyond June 15, overseed with 50 Iblacre Kobe (Piedmont and
Coastal Plain) or Korean (Mountains) lespedeza in late February or
early March.
TEMPORARY SEEDING PER NCDENR
EROSION & SEDIMENT CONTROL PLANNING AND DESIGN MANUAL
SECTION 6.10
:�HEP.PACEOUSPLANT4-4�oodirig.rac rritylandatiomillpirimimpdlotie izafi
- �9, , 1 11 0abil onfrip" crops
(;�asweemfiordvvwopment; efkcU"n"sgoW:�Gmonfttollwaubli���
NURSE CROP SPECIES.
Table 6 1.a
Optimal Plantinq Dales
0i: irrial Ramiro Dans
C"'malon Name
CuihVar
See Table
stria forf-ertiLzanord.
IntrcAu0ed seedling rates
lbsfiirre
i/iouncaris
Pieanori
6-.,6�,tat
Riiins
SuRQhade
toterant
'Are',ands
Riparian
Buffer�,
Invaswo
jesor
Nc,
install4tion/Mainte ' naricsi
Considerations
'Other iri-Fonration,
cornnienlary
&%tchiIrass
Indi3ri'liass
N
A
EY soil test
12/'P,/15
NR
NP
Sun
NR
qell cranal
No-
Res2onds well to
No
kesoonds we 11 to controlled:
cave -in -Pock
Chas—
drained
Imitrolled bums. Mix viilli
con*rotled bLlms Mix with
drained
bum,,. Mb- -with 3 to 6 othor sold
1310 5 Colo,
3 to 5 other seed vari6tiers
vaijetiies that have siniiisr soil
r.
have similar soil
ct�aina�a.adapkitcyis,
drainage adaptations.
Swee,'•Noojrecd
N
F
BV soil test
12,11-411°, 1211 - 4/1
Sun &
i992--/
poaly to
N
8
By sod test
NR
1211-5/1
Switchgrass
panim'-wrgaturril
NR
A
ti
12JI-4115
1211-4/1
12/1-411;
Son
NR,
'Vell drane(
No
'k'GiSpondS Vqelf to
I'MIMM—M.— frill'"In"m" m V
N
diiincel
oontrrlledburns, Mixviqul
Eastern coastal 2lain Qone.%
to
on
roertroilied burns. Mix with
R,ce Cutorass
3 E oilier seed varietes
N
G
Rj soi I test
7— -17--
i 2i'l-4111 5 jjI 1211-2VI
to �Solher seed vanotips.
Y es,
5t9
tr>
• JIM X w. thl 3 to 5 other seed
Warm -§,Osori qfass
o0
that nave sirnilar soil
0
a
Ivariefies *,hall havesimilar
W
0
U)
'drama
e adaptations,
0
diainaqa sidatafions>;
LO
to
U)
NOTES:
Ferliflzw �Irnqslona - rates in be, applied In absonse d -soils tws5-1-rateassill—avallcartily disl�sitas vqlua�
ppl a's with little or,Frm
NR means Spedi not recommanded for Wils,regi- orappReation area.
4, firvaslva�deslonatlon as determIned-by ft N.C.'B*ft Post Pont Council ari Native Plant Sod*.,
SprahV Is not r000rrimandia:1 krintrinodiate statliftation unless terrairilli flatbeavy mulch Is applied and noother ininledlialest&L-stion mothW is praoical,
HERBACEOUS PLANTS -Seeding recommendations,for primary stabilization
HERBACEOUS PLANTS -Seeding recommendations for primary stabilization
Succiessfull development depends on planting date (effectiveness goat: 6 mo.: -:3 yts: without an'ongoing maintenance program)
NATIVE API=rll=-q
TableL6.11.e
Optimal Plantinq Dales
0i: irrial Ramiro Dans
C"'malon Name
CuihVar
See Table
stria forf-ertiLzanord.
IntrcAu0ed seedling rates
lbsfiirre
i/iouncaris
Pieanori
6-.,6�,tat
Riiins
SuRQhade
toterant
'Are',ands
Riparian
Buffer�,
Invaswo
jesor
Nc,
install4tion/Mainte ' naricsi
Considerations
'Other iri-Fonration,
cornnienlary
&%tchiIrass
Indi3ri'liass
N
A
EY soil test
12/'P,/15
NR
NP
Sun
NR
qell cranal
No-
Res2onds well to
No
kesoonds we 11 to controlled:
cave -in -Pock
Chas—
drained
Imitrolled bums. Mix viilli
con*rotled bLlms Mix with
drained
bum,,. Mb- -with 3 to 6 othor sold
1310 5 Colo,
3 to 5 other seed vari6tiers
vaijetiies that have siniiisr soil
r.
have similar soil
ct�aina�a.adapkitcyis,
drainage adaptations.
Swee,'•Noojrecd
N
F
BV soil test
12,11-411°, 1211 - 4/1
Sun &
i992--/
poaly to
N
8
By sod test
NR
1211-5/1
Switchgrass
panim'-wrgaturril
NR
A
ti
12JI-4115
1211-4/1
12/1-411;
Son
NR,
'Vell drane(
No
'k'GiSpondS Vqelf to
N
diiincel
oontrrlledburns, Mixviqul
Eastern coastal 2lain Qone.%
to
on
roertroilied burns. Mix with
R,ce Cutorass
3 E oilier seed varietes
N
G
Rj soi I test
7— -17--
i 2i'l-4111 5 jjI 1211-2VI
to �Solher seed vanotips.
Y es,
5t9
tr>
• JIM X w. thl 3 to 5 other seed
Warm -§,Osori qfass
o0
that nave sirnilar soil
0
a
Ivariefies *,hall havesimilar
W
0
U)
'drama
e adaptations,
0
diainaqa sidatafions>;
LO
to
U)
0
Deertonclue
DAfWnft*M
.Switciiqrass
Pa.-­,A:o-., v.rnafam7
N
4
fav soil test
L6
1211-411
1211-4/1
LID
NR
A/elldraine
T!,
acs nonds well to
14t
Shefter
rood. Slmd,:
v-
rhat have sirridar
Shade
on!"
coninxiedburns., Mixwirill,
L:
A
dnou' rt
3 to 6 othorseed varroties
3 to �> othersCtid Varieties
"incliria AN'lld, Rye
E60"'s un**W
By �oil test
3/1-5!16 _JI5-411 2115-3,120
Sun
NIR
that ha,�e.virilar. sell
Np,
thainave similar soil
Coo ssea3rfl arass
'ilS
7115-811, 1011, 111 mod. $fade
drained I
varieties that have similar
drainage, adaptabonst.
4)
ij
sal drainage adaptations
switcri2rass
Pa,;cum V�rpalfuml
A
3�soji test
12,11-4115
12/1-4/1,
12/1-4/1
5mr,
yeq
Yes
No
Res ponds,weil to
Sur.
PIR
certtag e
No
Resoonds tvP11 to
wafin season pras I s
Mix with 3to 5 otnersead
co� seaFon 2ratts
Grass
>
S
CL
0
nw,!. Shado
--------
-irainert
t
controlled burns,' Mixviiith
3 to otfierse6d Varieties
soil drainagSada rations
oFotherseed,.jrj8tl0S
that hav if jilar Soj[
Soft Rush
j"I"OdUts
N
i<
By so,[ test
th,�tnave similar kii
U
�aq
I Pwly.
No
11vix wit th 3`2 5 other seed
ldramage adaptations.
I III
. ............. .
drainage adaptations,
, have similar
switengrass
PaRk-l"M U!, atwnl
14
12/1-4/15
'12/1-4/1,
1211-4.11
Sun
No
Poorly
No
Respondsweilto
N
D
Kanbw
as
(D
:3 E
K 0
Sun
NR
L
No t
pozioendswull to
drained
By soil test.
ontri lled bums Mix.wiffi
Sun
Yes
poorl�
N o
N1 X oji lb 3 -, n 5'o til i a r s r. e d
A
drained
cont;ialled turns. Mix. with
t" 5 0thS06d V31'i0ti6S
drained"
varletiez that have ssmilar
S to 5 other see,d variates
CL 'cc
m.',am
ift
U)
0
Q
0
0
0
Fox.Seoge
N
L
By ',It est�
C)
Z�Iuri
'Yes
0
t�o
IMX with -1 1 to 5 othe.' See d
0
0
S'witchgrass
Pamcurnivirgatm/
a
A
Ry soil test
0
121:1 - 5/1
1,11 - 5,11Sun:
t7
No
Poody
No
Restionds well *o
46
AIR=
B12 Bluestern
til
N
D
By soil est
6
12/1 - 41
drained
C4
oon,
'rojieobUrhS tfiX with
Velli.
'La
Pespond z well to
Wann -easorlgass
CSI
Eat
L6,
C -i
C-4
drained
0iT3
,,onitrolled bijrris. Mix witri
O
M
%
Z
:Fiat have,3irmlar suii
S. 0,5 otho r. seed Varf,,tie,
fdram ge adaptations.
that have, similar soil
to lu c
V -r 0 C CL'a M
�0
0
N
B
By still test
lt,14,10
IN 1 - 4/1
12/1-4/11
Sun
NR
vVell
Na
Responds wel', to
VVestem 000stal Plan onIv
Litile pluestern
dra!nPd
N
controltea bums.' Mix with
By soil tost
121.1-4/15
t,R_
NR
Sur,
NR'
YJ Ili
Na
R65ponds4Ve0to
wafm sewon,wss
0 _2
> 21 M
to F,othir se6d vorielies:
drainod
controll d burns. Mix voth,
that nwe'simlix soil
3: to 5 of ler seed Varieties,
drainage adaptations L
(D E
Co a .0 q
that nave similar soil.
Indiangtess
EOMIr,
N
B
Dy soi; test
1211-4115
1211--4/1
1211-4/1
sun
NR
well
No
Responds,rocil to
nly
Osage
drained
iiontro0ed bums Mix. with
Little Bloesiern
(U C), 0
Z, 0
0
Z ,f to
E.
Ry sal tel
1211-4111,
1211-40.
NR
S I In
:NR
'Weill
3 to 5 other seed varieties
Re ponds Well 10
Warm season qtars
0)
(a
that have. similar soil
controlled burns. Mix with
t=
(D (D
sat
to
'to
Lq
C)
6
C3
c)
.0.0
LD
that have similar soil
a
to
N
C3,
6
Ln
N
to
craina9pada pttlu ns,
L6
ca c 9 Z 0
.a,— — L_ *g 0
CL M
r C
W orf
C*
M
f,:
C4
(6
NN
M 0 A
'0 "a0 (D Q 'a
Co _C__ CD
E
879 S r E
E m 5 m
2 4 -0
o.
Cl
Q EC
M
A
79
U-
Z
0
ia "a
_a
C
2
Uj
IS
9
ail4;
tv M >
> > is 5
U)
0)
E
1
4)
>
C: L
:if0
'a
.2
0
1!
a
:P 0
CM
r E
f11(D
n
totC
1:5 :12 i EA
di .
0-,,
Lj
tit
:tM
W
_0
Q.
W 'm
�s
;S
iCo
Z a
HERBACEOUS PLANTS -Seeding recommendations for primary stabilization
Succiessfull development depends on planting date (effectiveness goat: 6 mo.: -:3 yts: without an'ongoing maintenance program)
NATIVE API=rll=-q
TableL6.11.e
HERBACEOUS PLA NTS-Seedingrecommendations for primary, stabilization
Succossfull cleveloprneint depends on planting date (affectiveness goal: 6 Mo. - 3,yrs. without an.ongoing maintenance prograM)r
NATRIF RPFrIFC�
Table 6.11.1.c (con't) I
Optimal Plantinq Dales
0i: irrial Ramiro Dans
C"'malon Name
CuihVar
See Table
stria forf-ertiLzanord.
IntrcAu0ed seedling rates
lbsfiirre
i/iouncaris
Pieanori
6-.,6�,tat
Riiins
SuRQhade
toterant
'Are',ands
Riparian
Buffer�,
Invaswo
jesor
Nc,
install4tion/Mainte ' naricsi
Considerations
'Other iri-Fonration,
cornnienlary
&%tchiIrass
Indi3ri'liass
N
A
EY soil test
12/'P,/15
NR
NP
Sun
NR
qell cranal
No-
Res2onds well to
No
kesoonds we 11 to controlled:
cave -in -Pock
Chas—
drained
Imitrolled bums. Mix viilli
con*rotled bLlms Mix with
drained
bum,,. Mb- -with 3 to 6 othor sold
1310 5 Colo,
3 to 5 other seed vari6tiers
vaijetiies that have siniiisr soil
have similar soil
ct�aina�a.adapkitcyis,
drainage adaptations.
Swee,'•Noojrecd
N
F
BV soil test
12,11-411°, 1211 - 4/1
Sun &
i992--/
poaly to
N
8
By sod test
NR
1211-5/1
Switchgrass
panim'-wrgaturril
NR
A
Df, soil test
12JI-4115
1211-4/1
12/1-411;
Son
NR,
'Vell drane(
No
'k'GiSpondS Vqelf to
N
diiincel
oontrrlledburns, Mixviqul
Eastern coastal 2lain Qone.%
to
on
roertroilied burns. Mix with
R,ce Cutorass
3 E oilier seed varietes
N
G
Rj soi I test
7— -17--
i 2i'l-4111 5 jjI 1211-2VI
to �Solher seed vanotips.
Y es,
pty-fly
No
• JIM X w. thl 3 to 5 other seed
Warm -§,Osori qfass
that nave sirnilar soil
tMhaIG Similar soil
Ivariefies *,hall havesimilar
'drama
e adaptations,
diainaqa sidatafions>;
Deertonclue
DAfWnft*M
.Switciiqrass
Pa.-­,A:o-., v.rnafam7
N
A
fav soil test
12/1-4115
1211-411
1211-4/1
yes
NR
A/elldraine
No
acs nonds well to
Shefter
rood. Slmd,:
rhat have sirridar
Shade
on!"
coninxiedburns., Mixwirill,
soil draanztqa�adajcations.
dnou' rt
3 to 6 othorseed varroties
3 to �> othersCtid Varieties
"incliria AN'lld, Rye
E60"'s un**W
By �oil test
3/1-5!16 _JI5-411 2115-3,120
Sun
NIR
that ha,�e.virilar. sell
Np,
thainave similar soil
Coo ssea3rfl arass
'ilS
7115-811, 1011, 111 mod. $fade
drained I
varieties that have similar
drainage, adaptabonst.
sal drainage adaptations
switcri2rass
Pa,;cum V�rpalfuml
A
3�soji test
12,11-4115
12/1-4/1,
12/1-4/1
5mr,
yeq
Yes
No
Res ponds,weil to
Sur.
PIR
certtag e
No
Resoonds tvP11 to
wafin season pras I s
Mix with 3to 5 otnersead
co� seaFon 2ratts
Grass
con sol led burns. Mix witir,
nw,!. Shado
--------
-irainert
t
controlled burns,' Mixviiith
3 to otfierse6d Varieties
soil drainagSada rations
oFotherseed,.jrj8tl0S
that hav if jilar Soj[
Soft Rush
j"I"OdUts
N
i<
By so,[ test
th,�tnave similar kii
Sun
Yes
I Pwly.
No
11vix wit th 3`2 5 other seed
ldramage adaptations.
I III
. ............. .
drainage adaptations,
, have similar
switengrass
PaRk-l"M U!, atwnl
14
12/1-4/15
'12/1-4/1,
1211-4.11
Sun
No
Poorly
No
Respondsweilto
N
D
Kanbw
1211=4115
12.1 - 411
Sun
NR
I Well!
No t
pozioendswull to
drained
By soil test.
ontri lled bums Mix.wiffi
Sun
Yes
poorl�
N o
N1 X oji lb 3 -, n 5'o til i a r s r. e d
_NR
drained
cont;ialled turns. Mix. with
t" 5 0thS06d V31'i0ti6S
drained"
varletiez that have ssmilar
S to 5 other see,d variates
that have simita, Sol!
sad oramaqoadaaalions
drama eL adaptations,
Fox.Seoge
N
L
By ',It est�
1211 - 511 5 1211,5/1 12PI-4/15
Z�Iuri
'Yes
I Poorly
t�o
IMX with -1 1 to 5 othe.' See d
crama2l, adaptations.
S'witchgrass
Pamcurnivirgatm/
N
A
Ry soil test
NR
121:1 - 5/1
1,11 - 5,11Sun:
No
Poody
No
Restionds well *o
AIR=
B12 Bluestern
Arr*0PQWn_WJ=41W/
N
D
By soil est
12/1-4115
12/1 - 41
drained
Sun
oon,
'rojieobUrhS tfiX with
Velli.
No
Pespond z well to
Wann -easorlgass
Eat
3 to't varieties
drained
,,onitrolled bijrris. Mix witri
:Fiat have,3irmlar suii
S. 0,5 otho r. seed Varf,,tie,
fdram ge adaptations.
that have, similar soil
indiangr"ISSL
Somt-askurn.quiqrs/
N
B
By still test
lt,14,10
IN 1 - 4/1
12/1-4/11
Sun
NR
vVell
Na
Responds wel', to
VVestem 000stal Plan onIv
Litile pluestern
dra!nPd
N
controltea bums.' Mix with
By soil tost
121.1-4/15
t,R_
NR
Sur,
NR'
YJ Ili
Na
R65ponds4Ve0to
wafm sewon,wss
so*wk&WAkk;ta
to F,othir se6d vorielies:
drainod
controll d burns. Mix voth,
that nwe'simlix soil
3: to 5 of ler seed Varieties,
drainage adaptations L
that nave similar soil.
Indiangtess
EOMIr,
N
B
Dy soi; test
1211-4115
1211--4/1
1211-4/1
sun
NR
well
No
Responds,rocil to
nly
Osage
drained
iiontro0ed bums Mix. with
Little Bloesiern
N
E.
Ry sal tel
1211-4111,
1211-40.
NR
S I In
:NR
'Weill
3 to 5 other seed varieties
Re ponds Well 10
Warm season qtars
that have. similar soil
controlled burns. Mix with
t=
jralraoe aoaptations:
310 5 other seed varietes
HERBACEOUS PLA NTS-Seedingrecommendations for primary, stabilization
Succossfull cleveloprneint depends on planting date (affectiveness goal: 6 Mo. - 3,yrs. without an.ongoing maintenance prograM)r
NATRIF RPFrIFC�
Table 6.11.1.c (con't) I
HERBACEOUS PLANT$ -.Seeding recommendations for primary stabilization
Successfull development depends, on planting date (effectiveness goal: 6 mo. - 3 yrs. without an ongoing maintenance program)
NATIVE SPECIF.1;
Table 6,11.c , op't. I
Op rnal Plarain., Dates
0i: irrial Ramiro Dans
Ccriurrion
Common Name
C,1 .Liver
Sea Table
6.16 for. I
Variety
IntroduCed
nr o, riQ
Ios6cra
Mur"in_
Piedr,-t
w a;
Rln$
Sun aha
to:,,ant
Wetlands
Rporian
Buffers
Invaswe,
i jes, or
Na
Installation /Majntnanc,-
Considerations
cornrr*ntery
Indi3ri'liass
iedgi!Lr�_/
N t1: I I Zf I -Ai I
N
8
PV sor t -at
.1211-4/15
12/1-4,11
1211-4!1
sun
NIP,
We[]
No
kesoonds we 11 to controlled:
I I Itlesiemcw.stalg; inorli
Chas—
drained
Imitrolled bums. Mix viilli
drained
bum,,. Mb- -with 3 to 6 othor sold
1310 5 Colo,
vaijetiies that have siniiisr soil
ct�aina�a.adapkitcyis,
Swee,'•Noojrecd
N
F
BV soil test
12,11-411°, 1211 - 4/1
Sun &
i992--/
poaly to
N
8
By sod test
NR
1211-5/1
1/1-511
Sur.
NR
WeR
No
Reser , �njswefl to
Cri!y lndtaaqrass adebtablec to
diiincel
oontrrlledburns, Mixviqul
Eastern coastal 2lain Qone.%
to
R,ce Cutorass
3 E oilier seed varietes
N
G
Rj soi I test
7— -17--
i 2i'l-4111 5 jjI 1211-2VI
Sun
Y es,
pty-fly
No
• JIM X w. thl 3 to 5 other seed
Warm -§,Osori qfass
that nave sirnilar soil
drained
Ivariefies *,hall havesimilar
'drama
e adaptations,
soil dramage adaptations
Deertonclue
DAfWnft*M
N
N
C
Gy soil test
-6,,-4115
511,411
NR
Sun &
yes
podriv
No
ReiDondswell to
F/15 -101110i1 - 11/1
rood. Slmd,:
rhat have sirridar
Shade
drained to
controlled burns. Mix With
soil draanztqa�adajcations.
dnou' rt
3 to �> othersCtid Varieties
"incliria AN'lld, Rye
E60"'s un**W
By �oil test
3/1-5!16 _JI5-411 2115-3,120
Sun
NIR
I'le!"
Np,
thainave similar soil
Coo ssea3rfl arass
'ilS
7115-811, 1011, 111 mod. $fade
drained I
varieties that have similar
sal drainage adaptations
Bid Duestem
f
1`1
D
soil t-�
1211-4115
12i1 =411
NR
Sur.
PIR
Well!
No
Resoonds tvP11 to
wafin season pras I s
Mix with 3to 5 otnersead
co� seaFon 2ratts
Grass
115 - 'I ()!15
nw,!. Shado
diain�_d
-irainert
t
controlled burns,' Mixviiith
soil drainagSada rations
oFotherseed,.jrj8tl0S
Soft Rush
j"I"OdUts
N
i<
By so,[ test
th,�tnave similar kii
Sun
Yes
I Pwly.
No
11vix wit th 3`2 5 other seed
I III
. ............. .
drainage adaptations,
, have similar
_variedestho'
soil drainarie adaptations
Sit Bluestein
N
D
By scilteit
1211=4115
12.1 - 411
Sun
NR
I Well!
No t
pozioendswull to
Warm ,.ason 91 ass
By soil test.
Maw
Sun
Yes
poorl�
N o
N1 X oji lb 3 -, n 5'o til i a r s r. e d
_NR
drained
cont;ialled turns. Mix. with
drained"
varletiez that have ssmilar
S to 5 other see,d variates
sad oramaqoadaaalions
lth3t 'love smilar ioil
Fox.Seoge
N
L
By ',It est�
1211 - 511 5 1211,5/1 12PI-4/15
Z�Iuri
'Yes
I Poorly
t�o
IMX with -1 1 to 5 othe.' See d
crama2l, adaptations.
iesAlat I lavo signiler,
B12 Bluestern
Arr*0PQWn_WJ=41W/
N
D
By soil est
12/1-4115
12/1 - 41
1211-611
Sun
NR .
Velli.
No
Pespond z well to
Wann -easorlgass
Eat
drained
,,onitrolled bijrris. Mix witri
S. 0,5 otho r. seed Varf,,tie,
that have, similar soil
dnainag,
Litile pluestern
N
E
By soil tost
121.1-4/15
t,R_
NR
Sur,
NR'
YJ Ili
Na
R65ponds4Ve0to
wafm sewon,wss
so*wk&WAkk;ta
drainod
controll d burns. Mix voth,
3: to 5 of ler seed Varieties,
that nave similar soil.
drainage adaptations.
Little Bloesiern
N
E.
Ry sal tel
1211-4111,
1211-40.
NR
S I In
:NR
'Weill
NO
Re ponds Well 10
Warm season qtars
drained;
controlled burns. Mix with
310 5 other seed varietes
that have similar soil
craina9pada pttlu ns,
HERBACEOUS PLANT$ -.Seeding recommendations for primary stabilization
Successfull development depends, on planting date (effectiveness goal: 6 mo. - 3 yrs. without an ongoing maintenance program)
NATIVE SPECIF.1;
Table 6,11.c , op't. I
NOTE:
.1. Seeding rates are �orhulied 3eedunless othervAse naed,,
2. Fertilizer & 6mestene - rat's "o be a soils tests. Rc-_�onlrrletided appOraton rate ass,,,rnes significantly distiiil.�ed site scils irvith little or no re$jdUai ValUe.
3. Nuc means Speci—_ nci: i-K-ommorlded this region or app];Wuon area.
4.. Nplive, "Val rin Y-13sorl grasses. require six or in,7e inorab� to germim.ite under ixkrinum oorldlticns. I Mey are pan I led in. tnet isunirrier, fter; a vd-icie y ear noveto pas'.-, tDa'ore they. agerroinate.
s^ve deziqnatiori as determined by ,)a R . Exotic Post Pant Council. and NIC. Native plant soety
6,Spriggrigisnar 0 ded terrain is Oat, heaVyi-rivich is�ap nd no otne" irni'llodiate stautzation rriahod;s practicl-N,
-c
p4iod a
7. S6:1669 for immediate staNlizoton -.see primary stabiiiZat;On Malts (other infOr'nation col urn and SeAV6.12,
8.,;Lonq term only beaccomplisli-dl with an adequate,iminediate, arldfonriary stabilization:pFopfam. To achieve- Ionq term proteovc rover with, the species fistied in
PERMANENT SEEDING PER NCDENR
EROSION & SEDIMENT CONTROL PLANNING AND DESIGN MANUAL
VERSION 6/06 (REVISED 3/09), SECTION 6.11
101=11=0�11MAD 01021111106101
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES
DEEP OVER ADVERSE SOIL CONDITIONS. IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS
LEAVING THE SURFACE REASONABLY SMOOTH AND UNIFORM.
4. APPLY AGRICULTURAL LIME, FERTILIZER AND SUPER PHOSPHATE
UNIFORMLY AND MIX WITH SOIL.
APPLY: AGRICULTURAL LIMESTONE — 2 TONS/ACRE (3 TONS/ACRE
IN CLAY SOILS)
FERTILIZER — 1,000 LBS./ACRE — 10-10-10
SUPER PHOSPHATE — 500 LBS./ACRE — 20% ANALYSIS
5. CONTINUE TILLAGE UNTIL A WELL—PULVERIZED FIRM,
REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES
DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED
LIGHTLY WITH SEEDING EQUIPMENT CULTIPACK AFTER SEEDING.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH WITH
ASPHALT TACK.
APPLY: MULCH — 2 TONS/ACRE — SMALL GRAIN STRAW
ANCHOR — ASPHALT EMULSION @ 300 GALS./ACRE
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR
RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. IF
STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH
FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING RATES.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE
TREATMENT AND FERTILIZATION AFTER PERMANENT COVER IS
ESTABLISHED.
2,-(6-((_
a12,7116 e,
FINAL DRAWING — RELEASED FOR CONSTRUCTION
CO 80
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PROJECT NO- JPM-14060
FmNAw: JPM1 4060—EC3
CHECKED BY: NDW
DRAWN BY: MAG
SCAM: N. T. S.
DATE: 12-02-2015
SHEET NO. EC -3
N" MCADAM
Op rnal Plarain., Dates
Ccriurrion
Bot,.jriu,al Name)
Cultive-
SeeTable
611A for
liative Variety
lntrOdmed seedfingrales
Feiiia -Uani.
rnestoi
ibv'a�iire
r a3tat
M.W,�irs pi.,k"ont plaim
SantStrede
vlerant,
�Xetlands
Ripa r n
suflers
nvaxve
Xsor
LLO
lri1allation I Maintenance
Considerations
lithe
coninnig ry
Lj1't1e,6,jjesrerA
5d*adF1_VjLM
N
Ii
N t1: I I Zf I -Ai I
Sun
NR
I "Neill
No
lFaspondswelfto , ' '
Vifarm season grass
drained
Imitrolled bums. Mix viilli
1310 5 Colo,
Orr s,
that have �YT. A
ct�aina�a.adapkitcyis,
Swee,'•Noojrecd
N
F
BV soil test
12,11-411°, 1211 - 4/1
Sun &
Yes
poaly to
Mo
Mix, voth 3 to 5 other seed
Warril seasor. glass
Shade
kvefldrameJ
W1.1 orairiarle adapzaaons
R,ce Cutorass
N
G
Rj soi I test
7— -17--
i 2i'l-4111 5 jjI 1211-2VI
Sun
Y es,
pty-fly
No
• JIM X w. thl 3 to 5 other seed
Warm -§,Osori qfass
drained
Ivariefies *,hall havesimilar
soil dramage adaptations
Ind i a r;kl;I` o W, o ts.
N
H
BY soil I-ast
13r -711,• 2,1 5 - 411 2115-3120
Sun &
NR
'Well
iti,,
Mix with 3 to 5,os; erseed
Ccx_4 sea5cilqra%-,
F/15 -101110i1 - 11/1
rood. Slmd,:
rhat have sirridar
soil draanztqa�adajcations.
"incliria AN'lld, Rye
E60"'s un**W
By �oil test
3/1-5!16 _JI5-411 2115-3,120
Sun
NIR
I'le!"
Np,
Mix voth 3 to 5 ofherlseaed
Coo ssea3rfl arass
'ilS
7115-811, 1011, 111 mod. $fade
drained I
varieties that have similar
sal drainage adaptations
Eastern BrAtiebaush
K",S!IT�qE
N
j
By soil test
13/1 - 5!15 2/15-411 NIR
Sun &
N R
WC)i
No
Mix with 3to 5 otnersead
co� seaFon 2ratts
Grass
115 - 'I ()!15
nw,!. Shado
diain�_d
varjoti&, that have similar
soil drainagSada rations
Soft Rush
j"I"OdUts
N
i<
By so,[ test
121, - 5/15 12111 -1,11 12/1415
Sun
Yes
I Pwly.
No
11vix wit th 3`2 5 other seed
I III
drained
, have similar
_variedestho'
soil drainarie adaptations
Shalkwy &,dgee
Carmkikh
N_
L
By soil test.
1211 -55115 -1/1 -5'11 1211,4`15,
Sun
Yes
poorl�
N o
N1 X oji lb 3 -, n 5'o til i a r s r. e d
_I
8/15- H;,05 SII - I III
drained"
varletiez that have ssmilar
sad oramaqoadaaalions
Fox.Seoge
N
L
By ',It est�
1211 - 511 5 1211,5/1 12PI-4/15
Z�Iuri
'Yes
I Poorly
t�o
IMX with -1 1 to 5 othe.' See d
iesAlat I lavo signiler,
suf drainacle arartitiOns
NOTE:
.1. Seeding rates are �orhulied 3eedunless othervAse naed,,
2. Fertilizer & 6mestene - rat's "o be a soils tests. Rc-_�onlrrletided appOraton rate ass,,,rnes significantly distiiil.�ed site scils irvith little or no re$jdUai ValUe.
3. Nuc means Speci—_ nci: i-K-ommorlded this region or app];Wuon area.
4.. Nplive, "Val rin Y-13sorl grasses. require six or in,7e inorab� to germim.ite under ixkrinum oorldlticns. I Mey are pan I led in. tnet isunirrier, fter; a vd-icie y ear noveto pas'.-, tDa'ore they. agerroinate.
s^ve deziqnatiori as determined by ,)a R . Exotic Post Pant Council. and NIC. Native plant soety
6,Spriggrigisnar 0 ded terrain is Oat, heaVyi-rivich is�ap nd no otne" irni'llodiate stautzation rriahod;s practicl-N,
-c
p4iod a
7. S6:1669 for immediate staNlizoton -.see primary stabiiiZat;On Malts (other infOr'nation col urn and SeAV6.12,
8.,;Lonq term only beaccomplisli-dl with an adequate,iminediate, arldfonriary stabilization:pFopfam. To achieve- Ionq term proteovc rover with, the species fistied in
PERMANENT SEEDING PER NCDENR
EROSION & SEDIMENT CONTROL PLANNING AND DESIGN MANUAL
VERSION 6/06 (REVISED 3/09), SECTION 6.11
101=11=0�11MAD 01021111106101
1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES
DEEP OVER ADVERSE SOIL CONDITIONS. IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS
LEAVING THE SURFACE REASONABLY SMOOTH AND UNIFORM.
4. APPLY AGRICULTURAL LIME, FERTILIZER AND SUPER PHOSPHATE
UNIFORMLY AND MIX WITH SOIL.
APPLY: AGRICULTURAL LIMESTONE — 2 TONS/ACRE (3 TONS/ACRE
IN CLAY SOILS)
FERTILIZER — 1,000 LBS./ACRE — 10-10-10
SUPER PHOSPHATE — 500 LBS./ACRE — 20% ANALYSIS
5. CONTINUE TILLAGE UNTIL A WELL—PULVERIZED FIRM,
REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES
DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED
LIGHTLY WITH SEEDING EQUIPMENT CULTIPACK AFTER SEEDING.
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH WITH
ASPHALT TACK.
APPLY: MULCH — 2 TONS/ACRE — SMALL GRAIN STRAW
ANCHOR — ASPHALT EMULSION @ 300 GALS./ACRE
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR
RESEEDINGS WITHIN THE PLANTING SEASON, IF POSSIBLE. IF
STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH
FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING RATES.
9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE
TREATMENT AND FERTILIZATION AFTER PERMANENT COVER IS
ESTABLISHED.
2,-(6-((_
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FINAL DRAWING — RELEASED FOR CONSTRUCTION
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PROJECT NO- JPM-14060
FmNAw: JPM1 4060—EC3
CHECKED BY: NDW
DRAWN BY: MAG
SCAM: N. T. S.
DATE: 12-02-2015
SHEET NO. EC -3
N" MCADAM

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1
TOP OF SILT FENCE
50' MUST BE AT LEAST 1' '
NOTES: ABOVE THE OTOF ONE 4' MI /SILT FENCE
1. PUT SILT FENCE OR TREE 8'-0" MAXIMUM
STANDARD METAL POSTS
IN GROUND
PROTECTION FENCE UP TO
2'-0
ENSURE CONSTRUCTION
ENTRANCE IS USED.
x
� r
GALVANIZED HARDWARE WIRE
.BOX�r �
EXTENDS TO � °. �
OS OP OF
2. IF CONSTRUCTION N
SILT
�C T 0 ON THE �y . � r S L FENCE FABRIC „, <
i
c.; _;.... EXISTING
•...., MINIMUM 10
2 3
STONE TO BE USED ., ..
0' i ..,.. 0 20 SITES ARE SUCH THAT THE MUD 5,< INSTALLED TO SECOND r^., .� • .j
Y
ROADWAMINIMUMt
=z s
1 -
U > �` 2 1 2
GA GE LINE x
f �/
IS T R ,. � IR F
,., NO REMOVED BY THE �. �
WIRE FROM TOP z
7
,N s
INTERMEDIATE WIRES
l
� 3 z
C, > s
VEHICLE TRAVELING OVER THE
STONE THEN THE TIRES OF THE
VEHICLES MUST BE WASHED
„
BEFORE ENTERING THE PUBLICC2-> �
ROAD.
' �% GRADE FRONT VIEW
s ?.,.,g_,',s .r�<v�Tr:,:`si:�„ sly"«:.,r-�'�'C•�«i',.aSY(ir--:=,Csi-.Y. n..,:`I:3,....L;;�,:., Wit:.
PLAN VIEW ?` BURY WIRE FENCE,
, w
r.
FILTER FABRIC,
AND NOTE CLOTH HARDWARE
NDT�RENCH
SILT FENCE OUTLETS TO BE
�<> STEEL FENCE POST
INSTALLED EVERY 100 LF ALONG
SILT FENCE WHEN SLOPES ARE ,
FRONT VIEW DRAINING TOWARDS THE FENCE. SET MAX 2 APART
3 MIN. 18" INTO SOLID
GROUND
STEEL
b
30""'
0� � � ��� � ��< � � � � � STEEL POST
j z u 4
�s
01 N—,,"
a 3 NEW CONSTRUCTION WOVEN WIRE FABRIC
' MIN. 15 MIN.
35NOT
" EXISTING ROADWAY
STEEL FENCE POST
z 1. USE SILT FENCE ONLY WHEN DRAINAGE AREA SILT FENCE FABRIC
WIRE FENCE
\ D NEVER 1
DOES NOT EXCEED 1/4 ACRE AN N =
t. a j. ,; j u -,r of N AR OF CONCENTRATED FLOW HARDWARE CLOTH
v. •' 12" MI EAS CEN - o HA
....--...... ___.-� 6" MIN.` 3' 0
2. REMOVE SEDIMENT DEPOSITED AS NEEDED TO FILL SLOPE
PROVIDE STORAGE VOLUME FOR THE NEXT RAIN ? FILTER OF #57
AND TO REMOVE PRESSURE ON THE SILT s: WASHED STONE ;
# 57 WASHED STONE PLACED TO A HEIGHT OF
12"-18" MINIMUM ABOVE TOP OF BOX 20 LB TENSILE STRENGTH FENCE. N l
NOTES: FABRIC UNDER STONE GRADE ' 3' FILTER FABRIC
3. ALL SILT FENCE REQUIRED TO BE TRENCHED AT ; ` ON GROUND
1. TO BE USED AROUND YARD INLETS 6" MINIMUM. < € _ , 6" MINIMUM COVER
= F<
CROSS SECTION' OVER SKIRT
w ANCHOR SKIRT AS DIRECTED
` BY ENGINEER
r BURY WIRE FENCE AND HARDWARE CLOTH >,
BURY 6 OF UPPER EDGE OF
FILTER FABRIC IN TRENCH
SIDE VIEW
SECTION VIEW
HARDWARE CLOTH & GRAVEL INLET PROTECTION STANDARD CONSTRUCTION ENTRANCE STANDARD TEMPORARY SILT FENCE STANDARD SILT FENCE OUTLET
2' MIN 3' MIN. BOT WIDTH
s MAXLASS 1 RIP -RAP
VARIABLE AS DIRECTED BY THE ENGINEER "-1
PLASTIC OR
W„� TIES TOP ELEVATION OF STORMWATER
ARNING SIGN -- t.
A
STEEL POWWASHED STONE VAX. STEEP CUT OR FILL SLOP
WOVEN MIRE FABRIC .r TREE PROTECTION AREA , z - VA IES
WARNNG Sial MIN. 10 �` DO NOT ENTER
oRwGF w RESISTANT LINE WIRES r TEEAE�
INTERMEDIATE EXISTING SLOPE
FOLY EAMW of STRENGTH
cP�a WIRES- . -£ =1 _ =1 ILTER FABRIC 3r 2 1 SLOPE (MAXIMUM)
j` -P
t VARIES
MIX � E SIDE VIEW ry ...
SIDE VIEW
40•
DO NOT ENTER 1
ia•
M TREE PROTECTION AREA
a
WARNING SIGN DETAIL
ORANGE, LN RESISTANT -
HIGH — TENSILE STRENGTH
POLY BARRICADE FABRIC (TYPICAL)
FRONT VIEW
AREA PARA PROTECCION
DE LOS ARBOLES
PROHIBIDO ENTRAR
NOTES:
1' WARNING SIGNS TO BE MADE OF DURABLE, WEATHERPROOF MATERIAL.
2. LETTERS TO BE 3” HIGH MINIMUM, CLEARLY LEGIBLE AND SPACED AS DETAILED.
3. PLACE A SIGN AT EACH END OF LINEAR TREE PROTECTION AND 50' ON CENTER THEREAFTER.
4. FOR TREE PROTECTION AREAS LESS THAN 200' IN PERIMETER, PROVIDE NO LESS THAN ONE SIGN PER PROTECTION AREA.
5. ATTACH SIGNS SECURELY TO FENCE POSTS AND FABRIC.
6. MAINTAIN TREE PROTECTION FENCE THROUGHOUT DURATION OF PROJECT.
7. ADDITIONAL SIGNS MAY BE REQUIRED BY CITY OF RALEIGH BASED ON ACTUAL FIELD CONDITIONS.
8. SIGN SHALL BE IN BOTH ENGLISH AND SPANISH.
TREE PROTECTION DETAIL
WWA29
Figure 6.54a Rack doughnut inlet
protection plan view and cross-section
View.
ROCK DOUGHNUT INLET PROTECTION
VG SLOPES
ARCS1
VA IESs WEIR
FRONT VIEW
1. HEIGHT & WIDTH DETERMINED BY EXISTING
TOPOGRAPHY AND SEDIMENT STORAGE REQUIRED.
2. KEY RIP RAP INTO THE DAM FOR STABILIZATION.
-KEYED RIP RAP
7 WASHED STONE
EXISTING SLOPE
STEP SEQUENCE
CHECK DAM
o CLASS 1 RIP RAP (SEE SECTION THRU BASIN
BELOW)
F� p{L j
r71,
a= zINVERT'-RIP RAP HEADWALL
100
WASHED STONE. 1'-0" THICK x 3'-0" HIGH
MINIMUM
f ✓'N ✓.,✓'`` l
fi'AO>�RE4
y
p � NOTES:
PERSPECTIVE VIEW 1. GRAVEL & RIP RAP FILTER BERM BASIN
NO SCALE DETAIL IS DESIGNED TO PROTECT EXISTING PIPE
INVERTS THAT DRAIN 10 ACRES OR LESS.
2. DIMENSIONS ARE MINIMUM ACCEPTABLE
AREAS TO BE DISTURBED SEDIMENT STORAGE UNLESS OTHERWISE NOTED.
(CUT, FILL, ETC. FLOOD STORAGE ZONE
v 31
Ti
mm3\ t-t—f
tt 1.5
RIP RAP
HEADWALL
PIPE `� �;
INVERT NATURAL GROUND
FLOW —sp-
"' `"� `- CLASS 1 RIP -RAP
MAXIMUM SEDIMENT DEPT
(CLEAN OUT POINT) #5 WASHED STONE
SECTION THRU BASIN FILTER AND CULVERT PIPE
NO SCALE
ROCK PIPE INLET PROTECTION
CROSS SECTION
STABILIZE DIVERSION DITCH
IMMEDIATELY WITH TEMPORARY SEEDING
COVER. INSTALL EROSION CONTROL
MAT WHERE SHOWN ON PLANS.
UPSLOPE TO
/i / a; r jj� r"'
SIDE SLOPE
2 1 (MAXIMUM)
/
/ f .-'i,/
i f i'JFj 2' MINIMUM
\`' �� \\
STEEP
CUT OR FILL SLOPE
G
PLAN VIEW
STANDARD DIVERSION DITCH
NOTES:
1. L = THE LENGTH OF THE RIPRAP APRON.
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT
NOT LESS THAN 6" (inches).
3. IN A WELL-DEFINED CHANNEL EXTEND THE APRON
UP THE CHANNEL BANKS TO AN ELEVATION OF 6"
(inches) ABOVE THE MAXIMUM TAILWATER DEPTH OR TO
THE TOP OF THE BANK, WHICHEVER IS LESS.
A FILTER BLANKET OR FILTER FABRIC SHOULD BE
PALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION.
JtU I IUN A–A
FABRIC
1.0
I�--"--,, ---- ' j 4 is
PIPE OUTLET TO WELL-DEFINED CHANNEL
FINAL DRAWING — RELEASED FOR CONSTRUCTION
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PROJECT NO- JPM-14060
FH,ENAME: JPM14060-EC3
CHECIM BY: N D W
DRAWN BY: MAG
SCAL£: N.T.S.
DATE: 12-02-2015
SHEET NO. EC -4 —
'_= MCADAAMs

SKIMMER SEDIMENT BASIN
TOP OF DAM--,,,�_ [-5'7 8)1
PROTECT
PROTECT WEIR
WITH FILTERFILTER
FABRIC & RIP FABRIC
RAP 4" OR 6" PVC
5'x3'x18"
6" STONE
APRON
BAFFLES WITH METAL POSTS,
WOVEN WIRE FABRIC
BACKING, AND COIR FIBER
RETRIEVAL SKIMMER NETTING
ROPE r
TH H3' POSTS
LENGT
SKIMMER BASIN CROSS SECTION
NOTES:
1. USE FOR DRAINAGE AREAS NOT EXCEEDING 10 ACRES.
2. EARTH BERM SHALL BE STABILIZED WITH VEGETATION ACCORDING TO TOWN SPECIFICATIONS.
3. INSPECT TEMPORARY SEDIMENT BASINS AND EMPTY SKIMMER OF ALL DEBRIS AFTER EACH PERIOD OF SIGNIFICANT
RAINFALL. REMOVE SEDIMENT AND RESTORE BASIN TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS
ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE BASIN. PLACE THE SEDIMENT THAT HAS BEEN REMOVED IN A
DESIGNATED DISPOSAL AREA. REPAIR AND/OR REPLACE BAFFLES.
4. CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO
ENSURE IT IS A MINIMUM OF 1.5 FEET BELOW THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT
OF THE EMBANKMENT TO SLIGHTLY ABOVE DESIGN GRADE. ANY RIP RAP DISPLACED FROM THE SPILLWAY MUST BE
REPLACED IMMEDIATELY.
5, STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND DOWNSTREAM FROM THE TRAP
IMMEDIATELY AFTER CONSTRUCTION WITH SEEDING.
6. FLOW ENTERING THE BASIN MUST BE DIRECTED TO AVOID EROSION ALONG THE SLOPE AND SCOUR IN THE BASIN.
APPROPRIATELY SIZED SLOPE DRAINS, PER THE STANDARD DETAIL, ARE RECOMMENDED.
SKIMMER SEDIMENT BASIN
EMERGENCY SPILLWAY CONSTRUCTED
OVER UNDISTURBED GROUND AND
CONCRETE BMP RISER.
SEE DETAIL SHEET FOR
DIMENSIONS.
WATER LEVEL SKIMME
DURING STORM
SEDIMEN`V 7
STORAGE \
f EA' _
ORIFICE I
ANTI -FLOATATION
DEVICE ANTI -SEEP COLLAR
CROSS SECTION
PLAN VIEW
1 '-O"
MINIMUM
C TOP OF DAM
nEMERGENCY SPILLWAY
ELEVATION
MINIMUM SLOPES
EARTHDAM 2-1/2 : 1
RCP OUTLET
PIPE
DISSIPATER PAD
RIP RAP
STANDARD RISER -BARREL SEDIMENT BASIN (WITH SKIMMER)
i
X
hliJl
wo
PROVIDE HIGH STRENGTH EWN IN SPOUT
DOUBLE STITCHED J TYPE
SEAMS
HIGH STRENGTH STRAPPING
FOR HOLDING HOSE IN
PLACE
15' HEAVY DUTY -- WATER FLOW
DIRTBAG 55 FROM PUMP
OR EQUAL jT
OPENING TO ACCOMMODATE
UP TO 4" DISCHARGE HOSE
15'
(3" THICK�NCDOT N0..57
STONE)
NOTES:
1. THE DEWATERING BAG SHALL BE MADE OF NON -WOVEN GEOTEXTILE WITH A MIN. SURFACE AREA
OF 225 SQUARE FEET PER SIDE.
2. ALL STRUCTURAL SEAMS SHALL BE SEWN WITH A DOUBLE STITCH USING A DOUBLE NEEDLE
MACHINE WITH HIGH STRENGTH THREAD.
3. THE SEAM STRENGTH SHALL WITHSTAND 100 LB/IN USING ASTM D-4884 TEST METHOD.
4. THE GEOTEXTILE FABRIC SHALL BE 10 OZ NON -WOVEN FABRIC
5. DISCHARGE FROM THE DEWATERING BAG SHALL BE DIRECTED SUCH THAT PRE -DISTURBANCE
HYDROLOGY IS NOT CHANGED.
BAR
DIRT BAG DETAIL
PERSPECTIVE VIEW
NTS
CONSTRUCTION SPECIFICATION
1. GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE.
2. INSTALL POSTS OR SAW HORSES ACROSS THE WIDTH OF THE SEDIMENT TRAP.
3. STEEL POSTS SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES, SPACED AT A MAXIMUM OF 4
FEET APART, AND INSTALLED UP THE SIDES OF THE BASIN AS WELL. THE TOP OF THE FABRIC
SHOULD BE 6 INCHES HIGHER THAN THE INVERT OF THE SPILLWAY. TOPS OF BAFFLES SHOULD
BE 2 INCHES LOWER THAN THE TOP OF THE BERM.
4. INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE INLET AND OUTLET DISCHARGE POINT.
5. WHEN USING POSTS, ADD A SUPPORT WIRE OR ROPE ACROSS THE TOP OF THE MEASURE TO
PREVENT SAGGING.
6. WRAP POROUS MATERIAL, LIKE JUTE BACKED BY COIR MATERIAL, OVER A SAWHORSE OR THE TOP
WIRE. HAMMER REBAR INTO THE SAWHORSE LEGS FOR ANCHORING. THE FABRIC SHOULD HAVE
FIVE TO TEN PERCENT OPENINGS IN THE WEAVE. ATTACH FABRIC TO A ROPE AND A SUPPORT
STRUCTURE WITH SIP TIES, WIRE, OR STAPLES.
7. THE BOTTOM AND SIDES OF THE FABRIC SHOULD BE ANCHORED IN A TRENCH OR PINNED WITH 8
INCH EROSION CONTROL MATTING STAPLES.
8. DO NOT SPLICE THE FABRIC, BUT USE A CONTINUOUS PIECE ACROSS THE BASIN.
OUTLET END: CONNECTION
TO OUTLET PIPE OR RISER
POROUS BAFFLE INSTALLATION DETAIL
MR
kT
STABILIZE
OUTLET
NOTE: HORIZONTAL STAPLE SPACING SHOULD BE ALTERED
IF NECESSARY TO ALLOW STAPLES TO SECURE THE
CRITICAL POINTS ALONG THE CHANNEL SURFACE.
REFER TO GENERAL STAPLE PATTERN GUIDE FOR
CORRECT STAPLE RECOMMENDATIONS FOR CHANNELS.
INSTALL USING STAPLE PATTERN 'C"
PER MANUFACTURER
A
B
C
CRITICAL POINTS r'
A. OVERLAPS AND SEAMS A
B. PROJECTED WATER LINE B C
C. CHANNEL BOTTOM/SIDE
SLOPE VERTICES "ft f?'•
1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING APPLICATION OF LIME, FERTILIZER, AND SEED.
2. BEGIN AT THE TOP OF THE CHANNEL BY ANCHORING THE BLANKET IN A 6" DEEP X 6' WIDE TRENCH.
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
3, ROLL CENTER BLANKET IN DIRECTION OF WATER FLOW ON BOTTOM OF CHANNEL
4. PLACE BLANKETS END OVER END (SHINGLE STYLE) WITH A 6" OVERLAP. USE A DOUBLE ROW Or
STAGGERED STAPLES 4" APART TO SECURE BLANKETS.
5. FULL LENGTH EDGE OF BLANKETS AT TOP OF SIDE SLOPES MUST BE ANCHORED IN 6' DEEP X 6" WIDE
TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
6. BLANKET'S ON SIDE SLOPES MUST BE OVERLAPPED 4' OVER THE CENTER BLANKET AND STAPLED
(2' FOR C350 MATTING).
7. IN HIGH FLOW CHANNEL APPLICATIONS, A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT
INTERVALS. USE A ROW OF STAPLES 4" APART OVER ENTIRE WIDTH OF THE CHANNEL PLACE A
SECOND ROW 4' BELOW THE FIRST ROW IN A STAGGERED PATTERN.
8. THE TERMINAL END OF THE BLANKETS MUST BE ANCHORED IN A 6' DEEP X 6' WIDE TRENCH.
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING.
FOR PRODUCT INSTALLATION & INFORMATION QUESTIONS CONTACT MANUFACTURER AT:
NORTH AMERICAN GREEN
146649 HIGHWAY 41 NORTH, EVANNSVILLE, INDIANA 4771 1
USA 1-800-772-2040
CANADA
8
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-EXISTING CITY OF RALEIGH
30' SANITARY SEWER
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11.25' BEND
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MAINTENANCE
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11
Ir_IM
KEY MAP
ADDITIONAL UTILITY NOTES;
1. ALL WATER MAINS AND FIRE SERVICES GREATER THAN 2" DIAMETER ARE TO
BE DUCTILE IRON PIPE. 2" & SMALLER DOMESTIC SERVICES MUST BE TYPE
K SOFT COPPER (WITHOUT FITTINGS) TO THE WATER METER.
2. ALL SEWER MAINS SHALL BE EITHER PVC OR DUCTILE IRON PIPE AS SHOWN
ON THE PLANS. ALL PIPE MATERIAL SHALL MEET CITY OF RALEIGH
STANDARDS AND SPECIFICATIONS AS DEFINED IN THE LATEST ISSUE OF THE
PUBLIC UTILITIES HANDBOOK AND/OR UNIFIED DEVELOPMENT ORDINANCE
(UDO).
3. ALL FIRE HYDRANTS ALONG PUBLIC R/W LINES SHALL HAVE A 3'Wx3'L CITY
OF RALEIGH WATERLINE EASEMENT ONTO ADJACENT PROPERTY.
4. ALL EXISTING UTILITIES ARE SHOWN AT APPROXIMATE LOCATIONS. ACTUAL
LOCATION AND DEPTH TO BE CONFIRMED BY CONTRACTOR IN FiELD BEFORE
CONSTRUCTION
5. PRIVATE IRRIGATION MAINS WILL BE INSTALLED OUTSIDE OF THE
RIGHT-OF-WAY. WHEN THE PRIVATE IRRIGATION MAINS CROSS PUBLIC
RIGHT-OF-WAY, A DUCTILE IRON SLEEVE WILL BE INSTALLED TO CONVEY THE
PRIVATE IRRIGATION PIPE. ON-SITE STORMWATER MANAGEMENT PONDS SERVE
AS WATER SUPPLY FOR PRIVATE IRRIGATION MAINS. AN ENCROACHMENT
AGREEMENT MUST BE OBTAINED FROM CITY OF RALEIGH PUBLIC WORKS
DEPARTMENT FOR ANY ENCROACHMENT OF PRIVATE IRRIGATION SYSTEM INTO
PUBLIC RIGHT-OF-WAY.
6. ALL SANITARY SEWER INTERCEPTOR LINES (12" AND LARGER), AS WELL AS
MANHOLES AND FITTINGS ASSOCIATED WITH THE INTERCEPTOR LINE, SHALL BE
INTERNALLY LINED WITH PROTECTO 401 OR APPROVED EQUAL TO PREVENT
HYDROGEN SULFIDE CORROSION. SEE THE CURRENT CITY OF RALEIGH PUBLIC
UTILITIES DEPARTMENT HANDBOOK FOR APPROVED COATINGS AND APPLICATION
METHODS.
UTILITY LEGEND
Public
Sewer Collection / Extension System
The city of Raleigh consents to the connection and extension of the
Citys public sewer system as shown on this plan. The material and
Construction methods used for this project shall conform to the
standards and specifications of the City's Public Utilities Handbook.
City of Raleigh{ I
Public Utilities Department Permit #�����,
Authorization to Construct
Date Z -I ttIL
Public
Water Distribujion / Extension System
The city 9 of Raleigh consents to the connection and extension of the
City's public water system as shown on this plan. The material and
Construction methods used for this project shall conform to the
standards and specifications of the City's Public Utilities Handbook.
City of Raleigh
Public Utilities Department Permit
Authorization to Construct
Date i 14.
FIRE HYDRANT ASSEMBLY WATERLINE
N WATER VALVE WATER SERVICE LINE
0BLOW-OFF ASSEMBLY
SANITARY SEWER MANHOLE
• SEWER CLEAN-OUT
> SEWER FLOW DIRECTION
ARROW
THESE PLANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
STANDARD UTiLID� NOTES CAS APPLICABLE:
1. ALL MATERIALS & CONSTRUCTION METHODS SHALL BE W ACCORDANCE WITH
"J, 1, ) ) 6
ate
CITY OF RALEIGH DESIGN STANDARDS, DETAILS & SPECIFICATIONS
��. &
(REFERENCE: CORPUD HANDBOOK, CURRENT EDITION).
Date
2. UTILITY SEPARATION REQUIREMENTS:
A. A DISTANCE OF 100' SHALL BE MAINTAINED BETWEEN SANITARY SEWER &
Date
ANY PRIVATE OR PUBLIC WATER SUPPLY SOURCE SUCH AS AN
a -ate-
IMPOUNDED RESERVOIR USED AS A SOURCE OF DRINKING WATER. IF
Date
ADEQUATE LATERAL SEPARATION CANNOT BE ACHIEVED, FERROUS
SANITARY SEWER PIPE SHALL BE SPECIFIED & INSTALLED TO WATERLINE
Date
SPECIFICATIONS. HOWEVER, THE MINIMUM SEPARATION SHALL NOT BE
Date
LESS THAN 25' FROM A PRIVATE WELL OR 50' FROM A PUBLIC WELL.
Z41, t(
B. WHEN INSTALLING WATER &/OR SEWER MAINS, THE HORIZONTAL
Date
SEPARATION BETWEEN UTILITIES SHALL BE 10'. IF THIS SEPARATION
CANNOT BE MAINTAINED DUE TO EXISTING CONDITIONS, THE VARIATION
ALLOWED IS THE WATER MAiN IN A SEPARATE TRENCH WITH THE
ELEVATION OF THE WATER MAIN AT LEAST 18" ABOVE THE TOP OF THE
SEWER & MUST BE APPROVED BY THE PUBLIC UTILITIES DIRECTOR. ALL
DISTANCES ARE MEASURED FROM OUTSIDE DIAMETER TO OUTSIDE
DIAMETER.
C. WHERE IT IS IMPOSSIBLE TO OBTAIN PROPER SEPARATION, OR ANYTIME A
SANITARY SEWER PASSES OVER A WATERMAIN, DIP MATERIALS OR STEEL
ENCASEMENT EXTENDED 10' ON EACH SIDE OF CROSSING MUST BE
SPECIFIED & INSTALLED TO WATERLINE SPECIFICATIONS.
D. 5.0' MINIMUM HORIZONTAL SEPARATION IS REQUIRED BETWEEN ALL
SANITARY SEWER & STORM SEWER FACILITIES, UNLESS DIP MATERIAL IS
SPECIFIED FOR SANITARY SEWER.
E. MAINTAIN 18" MIN. VERTICAL SEPARATION AT ALL WATERMAIN & RCP .
STORM DRAIN CROSSINGS. MAINTAIN 24" MIN. VERTICAL SEPARATION AT
ALL SANITARY SEWER & RCP STORM DRAIN CROSSINGS. WHERE
ADEQUATE SEPARATIONS CANNOT BE ACHIEVED, SPECIFY DIP MATERIALS &
A CONCRETE CRADLE HAVING 6" MIN. CLEARANCE (PER CORPUD DETAILS
W-41 & S-49).
F. ALL OTHER UNDERGROUND UTILITIES SHALL CROSS WATER & SEWER
FACILITIES WITH 18" MIN. VERTICAL SEPARATION REQUIRED.
3. ANY NECESSARY FiELD REVISIONS ARE SUBJECT TO REVIEW & APPROVAL OF
AN AMENDED PLAN &/OR PROFILE BY THE CITY OF RALEIGH PUBLIC
UTILITIES DEPARTMENT PRIOR TO CONSTRUCTION.
4. CONTRACTOR SHALL MAINTAIN CONTINUOUS WATER & SEWER SERVICE TO
EXISTING RESIDENCES & BUSINESSES THROUGHOUT CONSTRUCTION OF
PROJECT. ANY NECESSARY SERVICE INTERRUPTIONS SHALL BE PRECEDED BY
A 24 HOUR ADVANCE NOTICE TO THE CiTY OF RALEIGH PUBLIC UTILITIES
DEPARTMENT.
5. 3.0' MINIMUM COVER IS REQUIRED ON ALL WATER MAINS & SEWER
FORCEMAINS. 4.0' MINIMUM COVER IS REQUIRED ON ALL REUSE MAINS.
I`
6. iT IS THE DEVELOPER'S RESPONSIBILITY TO ABANDON OR REMOVE EXISTING
WATER & SEWER SERVICES NOT BEING USED iN REDEVELOPMENT OF A SITE
UNLESS OTHERWISE DIRECTED BY THE CITY OF RALEIGH PUBLIC UTILITIES
DEPARTMENT. THIS INCLUDES ABANDONING TAP AT MAIN & REMOVAL OF
SERVICE FROM ROW OR EASEMENT PER CORPUD HANDBOOK PROCEDURE.
l
`
7. INSTALL %4" COPPER WATER SERVICES WITH METERS LOCATED AT ROW OR
WITHIN A 2'X2' WATERLINE EASEMENT IMMEDIATELY ADJACENT. NOTE: IT IS
THE APPLICANTS RESPONSIBILITY TO PROPERLY SIZE THE WATER SERVICE
FOR EACH CONNECTION TO PROVIDE ADEQUATE FLOW & PRESSURE.
8. INSTALL 4" PVC* SEWER SERVICES ® 1.0% MINIMUM GRADE WITH
\\\
CLEANOUTS LOCATED AT ROW OR EASEMENT LINE & SPACED EVERY 75
>� =
LINEAR FEET MAXIMUM,
z
I
9. PRESSURE REDUCING VALVES ARE REQUIRED ON ALL WATER SERVICES
EXCEEDING 80 PSI; BACKWATER VALVES ARE REQUIRED ON ALL SANITARY
s
"
SEWER SERVICES HAVING BUILDING DRAINS LOWER THAN 1.0' ABOVE THE
l \
NEXT UPSTREAM MANHOLE.
` \
10. ALL ENVIRONMENTAL PERMITS APPLICABLE TO THE PROJECT MUST BE
OBTAINED FROM NCDWQ, USACE &/OR FEMA FOR ANY RIPARIAN BUFFER,
WETLAND &/OR FLOODPLAIN IMPACTS (RESPECTIVELY) PRIOR TO
\�
CONSTRUCTION.
11. NCDOT / RAILROAD ENCROACHMENT AGREEMENTS ARE REQUIRED FOR ANY
"
UTILITY WORK (INCLUDING MAIN EXTENSIONS & SERVICE TAPS) WITHIN STATE
OR RAILROAD ROW PRIOR TO CONSTRUCTION.
"
12. GREASE INTERCEPTOR / OIL WATER SEPARATOR SIZING CALCULATIONS &
INSTALLATION SPECIFICATIONS SHALL BE THE CORPUD FOG
APPROVED BY
PROGRAM COORDINATOR PRIOR TO ISSUANCE OF A BUILDING PERMIT.
CONTACT TIM BEASLEY AT [phone] OR
TIMOTHY.BEASLEY®RALEIGHNC.GOV FOR MORE INFORMATION.
V� \
13. CROSS CONTROL PROTECTION DEVICES ARE REQUIRED BASED
" 500 YEAR
FLOOD."PENN .c
-CONNECTION
ON DEGREE OF HEALTH HAZARD INVOLVED AS LISTED IN APPENDIX OF
1�1
-B
" \ `
THE RULES GOVERNING PUBLIC WATER SYSTEMS IN NORTH CAROLINA. THESE
\
GUIDELINES ARE THE MINIMUM REQUIREMENTS. THE DEVICES SHALL MEET
'• ": `�
AMERICAN SOCIETY OF SANITARY ENGINEERING (ASSE) STANDARDS OR BE ON
THE UNIVERSITY OF SOUTHERN CALIFORNIA APPROVAL UST. THE DEVICES
SHALL BE INSTALLED AND TESTED (BOTH INITIAL AND PERIODIC TESTING
THEREAFTER) IN ACCORDANCE WITH THE MANUFACTURER'S
RECOMMENDATIONS OR THE LOCAL CROSS -CONNECTION CONTROL PROGRAM,
WHICHEVER IS MORE STRINGENT. CONTACT JOANIE HARTLEY AT (919)
�" "_ '".: A "�? " • / "\
996-5923 OR JOANIE.HARTLEY®RALEIGHNC.GOV FOR MORE INFORMATION.
". r,=�
11
Ir_IM
KEY MAP
ADDITIONAL UTILITY NOTES;
1. ALL WATER MAINS AND FIRE SERVICES GREATER THAN 2" DIAMETER ARE TO
BE DUCTILE IRON PIPE. 2" & SMALLER DOMESTIC SERVICES MUST BE TYPE
K SOFT COPPER (WITHOUT FITTINGS) TO THE WATER METER.
2. ALL SEWER MAINS SHALL BE EITHER PVC OR DUCTILE IRON PIPE AS SHOWN
ON THE PLANS. ALL PIPE MATERIAL SHALL MEET CITY OF RALEIGH
STANDARDS AND SPECIFICATIONS AS DEFINED IN THE LATEST ISSUE OF THE
PUBLIC UTILITIES HANDBOOK AND/OR UNIFIED DEVELOPMENT ORDINANCE
(UDO).
3. ALL FIRE HYDRANTS ALONG PUBLIC R/W LINES SHALL HAVE A 3'Wx3'L CITY
OF RALEIGH WATERLINE EASEMENT ONTO ADJACENT PROPERTY.
4. ALL EXISTING UTILITIES ARE SHOWN AT APPROXIMATE LOCATIONS. ACTUAL
LOCATION AND DEPTH TO BE CONFIRMED BY CONTRACTOR IN FiELD BEFORE
CONSTRUCTION
5. PRIVATE IRRIGATION MAINS WILL BE INSTALLED OUTSIDE OF THE
RIGHT-OF-WAY. WHEN THE PRIVATE IRRIGATION MAINS CROSS PUBLIC
RIGHT-OF-WAY, A DUCTILE IRON SLEEVE WILL BE INSTALLED TO CONVEY THE
PRIVATE IRRIGATION PIPE. ON-SITE STORMWATER MANAGEMENT PONDS SERVE
AS WATER SUPPLY FOR PRIVATE IRRIGATION MAINS. AN ENCROACHMENT
AGREEMENT MUST BE OBTAINED FROM CITY OF RALEIGH PUBLIC WORKS
DEPARTMENT FOR ANY ENCROACHMENT OF PRIVATE IRRIGATION SYSTEM INTO
PUBLIC RIGHT-OF-WAY.
6. ALL SANITARY SEWER INTERCEPTOR LINES (12" AND LARGER), AS WELL AS
MANHOLES AND FITTINGS ASSOCIATED WITH THE INTERCEPTOR LINE, SHALL BE
INTERNALLY LINED WITH PROTECTO 401 OR APPROVED EQUAL TO PREVENT
HYDROGEN SULFIDE CORROSION. SEE THE CURRENT CITY OF RALEIGH PUBLIC
UTILITIES DEPARTMENT HANDBOOK FOR APPROVED COATINGS AND APPLICATION
METHODS.
UTILITY LEGEND
Public
Sewer Collection / Extension System
The city of Raleigh consents to the connection and extension of the
Citys public sewer system as shown on this plan. The material and
Construction methods used for this project shall conform to the
standards and specifications of the City's Public Utilities Handbook.
City of Raleigh{ I
Public Utilities Department Permit #�����,
Authorization to Construct
Date Z -I ttIL
Public
Water Distribujion / Extension System
The city 9 of Raleigh consents to the connection and extension of the
City's public water system as shown on this plan. The material and
Construction methods used for this project shall conform to the
standards and specifications of the City's Public Utilities Handbook.
City of Raleigh
Public Utilities Department Permit
Authorization to Construct
Date i 14.
FIRE HYDRANT ASSEMBLY WATERLINE
N WATER VALVE WATER SERVICE LINE
0BLOW-OFF ASSEMBLY
SANITARY SEWER MANHOLE
• SEWER CLEAN-OUT
> SEWER FLOW DIRECTION
ARROW
THESE PLANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
TOWN OF WAKE FOREST
CD__�
Engine g Department
"J, 1, ) ) 6
ate
�
��. &
Public ff4rks Department
Date
irostW & Sediment Control
Date
1� ���
a -ate-
Fire Prev n 'on
Date
Acces0bilifty
Date
Planning D artment
Date
Z41, t(
City of Raleigh Public Utilities Department
Date
- TC TC -
SANITARY SEWER
SEWER SERVICE LINE
EASEMENT LINE
PHASE LiNE
TREE CONSERVATION
BOUNDRY
TREE CONSERVATION AREA
PARK AREA
ALL- CONSTRUCTION SHALL BE IN ACCORDANCE WITH
TOWN OF WAKE FOREST, CITY OF RALEIGH & NCDOT
(WHERE APPLICABLE) STANDARDS, SPECIFICATIONS,
AND DETAILS.
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
FINAL DRAWING - RELEASED FOR CONSTRUCTION
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Public
Sewer Collection / Extension System
The city of Raleigh consents to the connection and extension of the
Cites public sewer system as shown on this plan. The material and
Construction methods used for this project shall conform to the
standards and specifications of the City's Public Utilities Handbook.
City of Raleigh C. -Ll u J
Public Utilities Department Permit #
Authorization to Construct"'
Date �-� t t t s'
Public
Water Distribution f Extension System
The city of Raleigh consents to the connection and extension of the
Cityjs public water system as shown on this pian. The material and
Construction methods used for this project shall conform to the
standards and specifications of the City%s Public Utilities Handbook.
City of Raleigh - D
Public Utilities Department Permit #
Authorization to Construct :a"'
ttIk'
Date
/-PHASE 2A 30' CITY OF RALEIGH
SANITARY SEWER EASEMENT
(B.M. 2015, PG. 1969)
11.25' BEND \ \ \\
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. \ /
UTILITY LEGEND
FiRE HYDRANT ASSEMBLY WATERLINE
N WATER VALVE WATER SERVICE LINE
o-0 -- BLOW -OFF ASSEMBLY
SANITARY SEWER MANHOLE
0 SEWER CLEAN-OUT
> SEWER FLOW DIRECTION
ARROW
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— TC TC —
SANITARY SEWER
SEWER SERVICE LINE
EASEMENT LINE
PHASE LINE
TREE CONSERVATION
BOUNDRY
TREE CONSERVATION AREA
PARK AREA
THESE PLANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
TOWN OF WAKE FOREST
Engine r' g Department Date
Pub;A"
artment Date�(l
( (0
Er ' n & Se e t Control Date
'0Z
Fire Preventi Date
Lw/n uv
� _
Date
City of Raleigh Public Utilities Department Date
20' TOWN OF WAKE FOREST
�GREENWAY EASEMENT
EXISTING CITY OF RALEIGH 30'
SANITARY SEWER EASEMENT
BM 1998 PG 1731 & 1730
J
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50' NEUSE RIVER
STREAM BUFFER
(TYP•)
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
TOWN OF WAKE FOREST, CiTY OF RALEIGH & NCDOT
(WHERE APPLICABLE) STANDARDS, SPECIFICATIONS,
AND DETAILS.
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DATE: 12-02-2015
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KEY MAP
Public
Sewgr Collection / Extension System
The city of Raleigh consents to the connection and extension of the
City's public sewer system as shown on this plan. The motericl and
Construction methods used for this project shall conform to the
standards and specifications of the City's Public Utilities Handbook.
Clty of Raleigh 5-4153
Public Utilities Department Permit i
Authorization to Construct
Date (it if b
Public
Water Distribution / Extension System
The city of Raleigh consents to the connection and extension of the
Cit11s public water system as shown on this plan. The material and
Construction methods used for this project shall conform to the
standards and specifications of the City's Public Utilities Handbook.
Cit of Raleigh W - -S30Public Utilities Department Permit #
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UTILITY LEGEND
FIRE HYDRANT ASSEMBLY
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standards and specifications of the City's Public Utilities Handbook.
Clty of Raleigh 5-4153
Public Utilities Department Permit i
Authorization to Construct
Date (it if b
Public
Water Distribution / Extension System
The city of Raleigh consents to the connection and extension of the
Cit11s public water system as shown on this plan. The material and
Construction methods used for this project shall conform to the
standards and specifications of the City's Public Utilities Handbook.
Cit of Raleigh W - -S30Public Utilities Department Permit #
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UTILITY LEGEND
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W W W® THESE PLANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
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DATE: 12-02-2015
SHEET NO.
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(WHERE APPLICABLE) STANDARDS, SPECIFICATIONS,
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SCMX: 1$s = 40'
DATE: 12-02-2015
SHEET NO.
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AND DETAILS.
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12+00
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21+00
22+00
Public
Sewer Collection / Extension System
The city of Raleigh consents to the connection and extension of the
City's public sewer system as shown on this plan. The material and
Construction methods used for this project shall conform to the
standards and specifications of the City's Public Utilities Handbook.
Cityy of RcleIgh j ,,IV33
Public Utilities Department Permit #
Authorization to Construct ti�■
Date
Public
Wgter Distribution / Extension System
The city of Raleigh consents to the connection and extension of the
City's public water system as shown on this plan. The material and
Construction methods used for this project shall conform to the
standards and specifications of the City's Public Utilities Handbook.
Cityy of Raleigh
Pubilc Utilities Department Permit _
Authorization to Construct
Date
THESE PLANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
TOWN OF WAKE FOREST
En neer g ep ent Date
■ J2 -g
Public Works Department Date
Er;;i& Sediment Control Date
/U
Fire Prevention Date
Accu§ ty Date
Planning Dep4AMe Date
City of Raleigh Public Utilities Department Date
FINAL DRAWING - RELEASED FOR CONSTRUCTION
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Sewer Collection / Extension System
The city of Raleigh consents to the connection and extension of the
City's public sewer system as shown on this plan. The material and
Construction methods used for this project shall conform to the
standards and specifications of the City's Public Utilities Handbook.
Cityy of RcleIgh j ,,IV33
Public Utilities Department Permit #
Authorization to Construct ti�■
Date
Public
Wgter Distribution / Extension System
The city of Raleigh consents to the connection and extension of the
City's public water system as shown on this plan. The material and
Construction methods used for this project shall conform to the
standards and specifications of the City's Public Utilities Handbook.
Cityy of Raleigh
Pubilc Utilities Department Permit _
Authorization to Construct
Date
THESE PLANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
TOWN OF WAKE FOREST
En neer g ep ent Date
■ J2 -g
Public Works Department Date
Er;;i& Sediment Control Date
/U
Fire Prevention Date
Accu§ ty Date
Planning Dep4AMe Date
City of Raleigh Public Utilities Department Date
FINAL DRAWING - RELEASED FOR CONSTRUCTION
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d- OWNER: .
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5 THE JOHN R. McADAMS � C •• ��, ,
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3 SUITE 101 2905 Meridian Parkway 4fi Q DRAWN BY: MAG g" 2d C �1 MCADAMS
Durham North Cambria 27713 1 = 40 POPPY FIELDS LANE STA. 11+00 THRU STA. 22+00
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f1 2 RALEIGH NC 27015 License No.: C-0293 : �:•� �,CONSTRUCTION DRAWINGS
' (800 733-5646 ■ McAdamsCO.com '�'L • ?:.. i NE p0 VERT. SCALE: 1 �, _ 4� PRINT DATE:
X 1 qN •• G FOPFST, NOP:TH CZO1■REVISIONS DATE MCADAMS 11 fill `t�Q DATE` 12-02-2015

FINAL DRAWING RELEASED FOR CONSTRUCTION
/0� PROJECT NO. SHIM NO.
6 OWNER: JPM-14060
JOHN R. McADAWCA FILENAME: 5 JPM14060—P2.DWG v-3
JPM SOUTH DEVELOPMENT, LLC COMPANY, INC. CHECKED BY. NS'
4 NDWPROFILE
7208 FALLS OF THE NEUSE RD L DiuwN BY:
TPOINT ION
2905 Merldian Parkway TRAD1.11%,of
L3 4680 1 MAG PHASE - 2B AND 2C WIMCADAMS
SUITE 10 1 Durham, North Carolina 27713 HOW. SC=:
1 40$ POPPY FIELDS LANE, STA. 22+00 TMU STA. 26+25.36
2 License No.: C-0293
1 RALEIGH, NC 27615 [phone] m McAdamsCo.com VERT. SCALE: 1 4s CONSTRUCTION DRAWINGS PRINT DATE:
1 /V G' DATE: I WAKE FOREST, NO CAROLINA
REVISIONS DATE M" CADAms 12-02-2015

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PHASE 2A 30' CITY OF RALEIGH SANITARY
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STORM DRAINAGE ® 4.56%
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"'--PHASE 2A 40' CITY OF RALEI W/ 5/8" METER (TVP.) `` BUFFER MEASURED FROM
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T/C=355.82 T/C=362.82 T/C=369.87 T/C=358.49
iNV IN=350.70 (CB -202) INV IN=358.40 (CB -205) INV IN=365.50 (CB -208) INV OUT=353.90
INV OUT=350.60 INV IN=358.10 (CB -214) INV IN=364.20 (CB -211)
INV OUT=358.00 INV OUT=364.10 CB -214
CB -202 STA 12+58.06
STA 14+18.72 CB -205 CB -208 T/C=362.82
T/C=355.82 STA 11 +91.77 STA 10+42.89 INV OUT=358.35
INV IN=351.10 (CB -203) T/C=365.70 T/C=369.87
INV OUT=351.00 INV IN=361.50 (CB -206) INV IN=365.80 (CB -209) CB -334
INV OUT=361.40 INV OUT=365.70 STA 17+33.11
CB -203 CB -213 T/C=342.14
STA 13+57.10 STACB-11 STA 11+21.55 iNV IN=338.00 (CB -335)
INV IN=8.51 STA 368.1 55 T/C=368.16 INV OUT=337.90
INV lN=353.90 (CB -204) T/C=368.16
INV IN=353.60 (CB -215) INV IN=363.50 (CB -207) INV pUT=364.50
INV OUT=353.50 INV IN=363.90 (CB -213)
INV OUT=363.40
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INV OUT=342.30
CB -336
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43
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
TOWN OF WAKE FOREST, CITY OF RALEIGH & NCDOT
(WHERE APPLICABLE) STANDARDS, SPECIFICATIONS,
AND DETAILS.
NOTE:
EXISTING SANITARY SEWER DESIGNED AND INSTALLED AS
PART OF PHASE 2A AND INFORMATION SHOWN IS FROM
DESIGN DATA NX AS -BUILT INFORMATION.
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Sewer Collection / Extension System
The city of Raleigh consents to the connection and extension of the
City's public sewer system as shown on this pion. The material and
Construction methods used for this project shall conform to the
standards and specifications of the City's Public Utilities Handbook.
City of Raleigh
Public Utilities Department Permit #
Authorization to Construct f _
Dote
Public
Water Distribution Z Extension System
The city of Raleigh consents to the connection and extension of the
City's public water system as shown on this plan. The material and
Construction methods used for this project shall conform to the
standards and specifications of the City's Public Utilities Handbook.
City of Raleigh W ^��{
Public Utilities Department Permit >
Authorization to Construct � Y C✓
Date 2414 t kv
THESE PLANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
TOWN OF WAKE FOREST
(,1(.
Engineer g Department Date
Public Wo Department Date rfff!///
Eros#tk Sediment Control ate
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Fire PreveatioA Date
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/0�6 OWNER: ,*,��uu+j����i PROJECT N0. JPM-14060 SHEET No.
g 1�iEJOHN R, McADAMS '� 0 <i• FIIENAME: P-4
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4 _ NDW PIAN & PROFILE
3 '7208 FALLS OF THE NEUSE RD 2905 Meridian Parkway s8o DRAWN BY: MAG a= 2�% 'J MCAIAIViS
SUITE 101 Durham, North Carolina 27713
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City's public sewer system as shown on this pion. The material and
Construction methods used for this project shall conform to the
standards and specifications of the City's Public Utilities Handbook.
City of Raleigh
Public Utilities Department Permit #
Authorization to Construct f _
Dote
Public
Water Distribution Z Extension System
The city of Raleigh consents to the connection and extension of the
City's public water system as shown on this plan. The material and
Construction methods used for this project shall conform to the
standards and specifications of the City's Public Utilities Handbook.
City of Raleigh W ^��{
Public Utilities Department Permit >
Authorization to Construct � Y C✓
Date 2414 t kv
THESE PLANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
TOWN OF WAKE FOREST
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Public Wo Department Date rfff!///
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Fire PreveatioA Date
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FINAL DRAWING - RELEASED FOR CONSTRUCTION
/0�6 OWNER: ,*,��uu+j����i PROJECT N0. JPM-14060 SHEET No.
g 1�iEJOHN R, McADAMS '� 0 <i• FIIENAME: P-4
JPM14060-P3.DWG
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4 _ NDW PIAN & PROFILE
3 '7208 FALLS OF THE NEUSE RD 2905 Meridian Parkway s8o DRAWN BY: MAG a= 2�% 'J MCAIAIViS
SUITE 101 Durham, North Carolina 27713
z RALEIGH N C 2 7 815 License No. • C-0293 moo' : �:: w HORIZ. SCALE: 1 " = 40' MEADOWGRASS LANE, STA. 10+00 THRU STA. 18+00
3 800 733-564fi McAdaln$CO.COffi ��i �/ • �E:•• VERT. SCALE: » - . DRAWINGS PRINT DATE:
1 MCADAms,( i • 91h,' •• 1 - 4REVISIONS DATE���''�.x,I,�;#����'' ,` \� DATE: 12-02-2015 WAKE FOREST, NORTH +L:AR®LATA

A
i FINAL DRAWING - RELEASED FOR CONSTRUCTION
0
'o /6����uu�j PROJECT NO.
OWNER: ���. ,,,� JPM-14060
sBI•;ET No.
a 5 TFiE JOHN R. MCMAMS ��� ES • •. �''' ilLExa�IE: JPM14060-P3.DWGNo
4 JPM SOUTH DEVELOPMENT, LLC COMPANY, INC. F v . CHECKED BY: NDW P �L P C)I
'7208 FALLS OF THE NEUSE RD ALTRADM
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2905 Meridian Parkway r ? DRAWN BY: MAG �r 11!
3 SUITE 101 4680
D!Yjurham, North Camlina 27713 HORIz. SCALE: f MCADAMS
° 2 License No.: C-0293 - 1 = 40 NEADOWGRASS LANE STA. 18+00 THRU STA. 22+18.53
RALEIGH NC 2'7815 : o � '
'
X 1
, DRAWINGSCONSTRUCTION PN(800) 733-5646 ■ McAdamsCo.com VERT. SCALE: 1»=40 DATE:
C DA S
G. WAKE FOREST, NORTH CAROLINA
REVISIONS DATE DAA' 12-02-2015

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EXISTING 100' POWER /
EASEMENT
THE FRANKLIN ACADEMY INC
PIN 1841937898000 \ \
IBM 2008, PG 1309_
v
5' TYPE 'B' V
BUFFER /
t
TREE SAVE I
MID.)
` EXISTING P '
TADITIO
IDGE I I
60' E ff t (19)UP
PUBLIC R per - ___1
{ }_ k
PLANT SCHEDULE
TREES CODE 47Y COMMON NAME E9MIC6L NAME SBL HSzI
%`
�R� ��^'7p•-.�1� � } AS 13 Silver Maple Acer soccharinum 3"
\ f
HC 5 Carolina silverbell Halesio Carolina 1.5" MIN
1 ta,
KP 42 Golden Rain Tree Koelreuterio paniculato 3"
LANDSCAPE NOTES:
1. ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE TOWN
OF WAKE FOREST AND THE STATE OF NORTH CAROLINA STANDARDS AND SPECIFICATIONS.
2. THE LOCATION OF ALL EXISTING UTILITIES SHOULD BE CONFIRMED PRIOR TO BEGINNING
CONSTRUCTION. CALL "NC ONE -CALL", 1-800-632-4949. NOTIFY OWNER OF ANY
DISCREPANCIES BETWEEN FIELD CONDITIONS AND THOSE SHOWN ON THE PLAN.
3. ALL PLANT MATERIALS TO COMPLY WITH THE MOST CURRENT VERSION OF THE AMERICAN
STANDARDS FOR NURSERY STOCK Z60.1-2014.
http://cmericanhort.org/documents/ANSI_Nursery_Stock-Standards__AmeericanHort`2014.pdf
\ '1'\ 4. LOCATE ALL EXISTING UTILITIES PRIOR TO INSTALLATION OF PLANT MATERIAL. NOTIFY OWNER
LM 9 Lavender Crops Myrtle Multi -Trunk Lagerstroemia x 'Muskogee1.5" 10'
i,
` \ - UP 19 Chinese Elm Ulmus
parvifoliq 3"
ZS 51 Sawleaf Zelkovo Zelkovo serrata 3"
PRI, ATE OP ��Y �' �> \
\ \ t SPACE / \\
�i1\ s
OF ANY DISCREPANCIES BETWEEN FIELD CONDITIONS AND THOSE SHOWN ON THE PLAN.
5. ANY TREE LOCATED WITHIN A SIGHT DISTANCE TRIANGLE WILL NEED TO BE LIMBED UP TO A
MINIMUM OF 5 FEET.
6. VERIFICATION OF TOTAL QUANTITIES AS SHOWN ON THE PLANT LIST SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR.
7. SUBSTITUTIONS OF SPECIFIC PLANTS CAN ONLY OCCUR WITH PRIOR WRITTEN PERMISSION OF
BOTH OWNER AND LANDSCAPE ARCHITECT.
8. ALL TREE PLANTINGS SHALL BE MULCHED WITH 3 INCHES OF SHREDDED BARK OR 4 INCHES
OF PINE STRAW IN A 3 FOOT RADIUS AROUND THE TREE, OR TO THE DRIPLINE, WHICHEVER
A EE IS GREATER. THE MULCH SHALL BE FREE OF TRASH AND MAINTAINED WEED FREE
\ / f �, `Da �\ TO BE REMOVED - THEREAFTER. MULCH SHALL NOT COVER THE ROOT COLLAR.
\ CRITICAL ROOT ZONE IN TREE SAVE AREAS
9. ALL TREES MUST BE PLANTED AFTER OCTOBER 1 AND BEFORE MARCH 31.
\PRIVATE OPEN "t"�S' > _ ° \ \\ j CONSTRUCTION SHALL NOT ENCROACH 10• AT THE TIME OF PLANTING, CANOPY TREES MUST HAVE A MINIMUM CALIPER OF 1.5 INCHES
SPACE l " , WITHIN THE CRITICAL ROOT ZONE (CRZ) AS MEASURED AT 6 INCHES ABOVE GRADE. MULTI -STEMMED TREES SHALL HAVE AT LEAST 3
0.31 AC 33" GUM TREE 'r A _ , AS INDICATED. STALKS AND MUST BE AT LEAST 6 FEET IN HEIGHT WHEN PLANTED.
TO BE REMOVED
/ I
R1'11J1TION {- m \V Ae i,"p, 11. STAKING SHALL BE REQUIRED WHERE PLANTS ARE UNABLE TO SUPPORT THEMSELVES WITH
- j` 1 .
THEIR EXISTING ROOT SYSTEM. SUCH CONDITIONS MAY INCLUDE BARE ROOTED PLANTS,
GE R _ t
v ► \
60' P
tee...__•
,_.. _. P EN
R1VA E OP � ` � \
L -- -
=s _
5.48
M.
\
SAMPLE
/ - , \ EXISTING CITY OF
AREA #1 / ! RALEIGH 30' SANITARY
TREE COVERAGE SEWER EASEMENT
R �ti AREA #1 5,641 SF \
t I A �(B.M. 1999, PG. 803)
�i � i v
STRONG WIND SITUATIONS, LOOSE SOIL, WET CONDITIONS, STEEP SLOPES. TREE TIES SHALL
BE SOFT, MIN 1 INCH WIDE POLYMER MATERIAL. NO KNOTS ARE TO BE TIED AROUND THE
TRUNK THAT MAY RESTRICT GROWTH. TIES ARE TO BE REMOVED AFTER ONE YEAR FOLLOWING
INSTALLATION.
12. NO TREES SHALL BE PLANTED WITHIN 10' OF ANY LIGHT POLE.
INSTALLATION NOTES:
1. IF ANY TREES DIE DUE TO CONSTRUCTION ON SITE THEY SHALL BE REPLACED AT THE
CONTRACTOR'S. EXPENSE IN ACCORDANCE WITH LOCAL ZONING ORDINANCES AND WITH
APPROVAL OF THE OWNER AND / OR LANDSCAPE ARCHITECT.
2. ALL TREES AND SHRUBS SHALL BE GUARANTEED TO BE HEALTHY AND TO SURVIVE THE FIRST
YEAR AT JOB SITE.
I
\
9\ *TREE SAMPLE AREA INVENTORY BASED ON TREE SURVEY TREE COVERAGE OF 2.5" GAL (MIN TREES COMPLETED BY MCADAMS ON 3. ALL TREES SHALL BE CERTIFIED NURSERY GROWN: BURLAP AND BALL (B&B) OR
I I I 8 M 4 \ ` \ ,\ .: 1 AREA #3 3,800 SF } CONTAINER.SCARIFY AND UNTWIST ANY CIRCLING OR GIRDLING ROOTS FOUND IN CONTAINER
® I I 10-7-2014 and 12-07-2015.
\ � � � / �;" � � GROWN PLANTS.
I 1 AF
I
RIVATE QPROOT BALL
�M\ 1 {� 4. REMOVE ALL TREATED OR PLASTIC -COATED BURLAP, STRAPPING WIRE OR NYLON TWINE FROM I I SPACE \i . LAFTER SETTING IN HOLE,CUT AWAY TOP AND SIDES OF WIRE BASKET.
/-� _
Ss
y -n
t __A .40 AC � � � � \
l 5. INSTALL TREES SO THAT THE ROOT COLLAR IS AT GRADE OR ONE INCH ABOVE EXISTING
t �� " '" �t J \_ �- GRADE. IF ROOT COLLAR IS NOT VISIBLE, REMOVE SOIL FROM TOP OF ROOT BALL TO EXPOSE
I -N\ \ \ ROOT COLLAR.
= t ""+�-y.: +�..r ��,.,..,-•- c.,"w , : s .. - V '",�y 0 .--""ter..... `�� ^�..- A
' '! �• * y " \ I / % \ \ \ ,Y _ _ \ \\ \ 6. SET ALL PLANTS IN VERTICAL POSITION PRIOR TO STAKING.
IN, 7. SOAK PLANT BALL AND PIT IMMEDIATELY AFTER INSTALLATION.
8. ALL PRUNING SHALL CONFORM TO THE METHODS SET FORTH IN THE CURRENT EDITION OF THE
TREE, SHRUB, AND OTHER WOODY PLANT MAINTENANCE - STANDARD PRACTICES OF THE
EXISTING ' I ' ' ,' C(5) ® \ ' - - \.� \ \ \ \ AMERICAN NATIONAL STANDARDS INSTITUTE AND TOWN OFFICIALS.
POPPY`' PP ' t ' SAS ' I ' I' I Z `` / / /� \ \ ^ \ - - _ , \ \ \ \ 9. ALL PLANTS MUST BE INSTALLED ACCORDING TO THE MOST RECENT LOCAL APPLICABLE CODES
FIE 1 c7� (} 8 I 8 I } I t 39 ' _< ( / / \ ` -\ / �/ (�--- \) \ \ \ \ AND ORDINANCES.
LANE1iJ>, 1
50 UL PHASE 2A 111C4 OF RALEIGH I \-�
A
IN, R,W SANITARY S� R EASEMENT (CITY
OF RALEIGIPyBUTILITIES 4P/
DEPARTMENT ERMIT # S-4056) \
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I I I I I I I PROPOSEDI LOCATION ' \ut \
I -J 3 _ / SPACE \ \
PRAIA TRAIL 1 , -'' = ` \
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LM(2 MAIL KIOSK
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EASEMENT' _ 40
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._.....__..........'TREE COVERAGE � \
\ / /
^tom
b / AREA #2 12,191 SF
/ PHASE 2A CITY 0 LEIGH
\ \ , SANITARY R EEASEMENI'�`? ' ^ - °�( \� ♦ ,� % ex
\ \ ® r- 414 v
44 I `� r \ �1\ /� 4"
V A 144 I I I 439 i 43 "°' SAAM(�E \
3
ENCH LOCAT \
/ = \
3'6.5' CONCRE�E AD) 500
3
FLOOD P N
\ 50' STREAM I I I / ��/ / _ \ _ _ A (3}► -M _ t -_ _ / / ��
a
BUFFER {TYP.)
\ c c TREE COVERAG es as s- 0$ --es / \ / � -- - ��• -- 20' TO OF
REA 4 3,448 SF PRIVATE 50 STREAM i \ / / p ` \ ,
# 20' PRIVATE STORM / - ,: -,• - _ . - ,r WAKE FOREST %
OPEN SPACE BUFFER (TYP.) // / / 0' PRIVATE STORM GREE AY j t
...` �l1BAIN9GE EASEMEN-'F-. \ � � = � -
\ r 3.52 AC Dt�A1NAGE PRIVATE
EAS7ENT /
\ �• A �/
\ 411 NEUSE RIVER
BUFFER
15'X15' TOWN OF WAKESTREAM
SAMPLE �._ ... \ \ , /
STRE
AREA 3 � \ t \ � � \ /
\ \ \ # I �• \ \ / / TRIANGLE SIGHT (�DISTANCE (�•P )
) 100 YEAR
r
\\ A \� \ i \ \ / /� (2}� ��/ �31" OAK TREE FLOOD PLAIN
\ TO BE REMOVED / �s
N 8301'21" V
W \ " "- \ \ ' " +� ER EETYARD � �
86 78' \ BUFF ►�.�,� C \ \ /
\ \ `,. �•._►• \ \ \ // �, \ 6' SOFT SURFACE BARK
MULCH TRAIL (SEE DETAIL EXISTING CITY OF RALEIGH 30'
SHEET LS -2) SANITARY SEWER EASEMENT
M S (B.M. 2015, PG. 1969)
15 5' WAKE � "� � � /`V
575,67sa A-' OREST SIGHOF
T DIST \ ���� /l� 1�i
TRIANGLE (TYP.)
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_ IQWN -0F WAKE
PUBLIC RZ \ �- _._.._._.EENWAY
FLOOD/WAY ` „
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,,_wt
OPEN SPACE
REQUIRED
Q
10% X 965 962 SF = 95 , 696 SF
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Engineeri Dep rtment
a
W2-151:71101,
SO
PROPOSED
476,546 SF = 49%
PARK SPACE
REQUIRED
2.5% X 965,962 SF = 24,149 SF
Li
Date
SEE PROGRAM THIS SHEET
PROPOSED
51,342 SF = 5.3%
CANOPY
REQUIRED
2 TREES/5,000 SF X 830,186 SF = 332 TREES
COVERAGE
PROPOSED
TREE PRESERVATION AREAS / TREE SAVE: 25,080 SF
25,080 SF X 11 TREES/62$ SF* = 441 TREES
l.
(*RATIO BASED ON AVERAGE COUNT OF 2.5" CAL.
OR GREATER TREES WITHIN (3) 25'x25' SAMPLE
AREAS, SEE TABLE THIS SHEET)
NOTE: ALL MAINTENANCE AND OWNERSHIP OF COMMON AREAS TO BE THE
RESPONSIBILITY OF THE HOMEOWNERS ASSOCIATION.
PARK SPACE AREA X - PARK TYPOLOGY: GREEN
THIS SPACE TO INCLUDE A MINIMUM OF TWO OF THE
FOLLOWING AMENITIES:
• TRAILS AND/OR WALKS
• BENCHES
• INFORMAL PLAY FIELD FOR ACTIVE RECREATION
(MIN 25% OF AREA)
• LANDSAPING
• TRASH RECEPTICLE
• BIKE PARKING,
PROVIDED: TRAIL BENCH AND INFORMAL PLAY LAWN
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
TOWN OF WAKE FOREST, CITY OF RALEIGH & NCDOT
(WHERE APPLICABLE) STANDARDS, SPECIFICATIONS,
AND DETAILS.
THESE PLANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
TOWN OF WAKE FOREST
P--
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Engineeri Dep rtment
ate
W2-151:71101,
Public Works Department
9N___-_
Date
Erosio Control
/
2 -(�-Ir k,
Date
lent
r
Fire Pv�ntion
r. I#-
Date
NIL
City of Raleigh Public Utilities Department
Date
z
Date
A
Date
Date
GRAPHIC SCALE
60 0 30 60 120
1 inch = 60 ft.
FINAL DRAWING - RELEASED FOR CONSTRUCTION
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PROJECT No, JPM-14060
1ENAME: JPM14060-LS1
CHECKED BY: N D W
DRAWN BY: MAG
SCALE: 1 » 600
DATE: 12--02-2015
SHEET NO. L S-1
M MCADAMS

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ELIV
e OTHER TRAIL SURFACING t?i'iIQNS ALVAILABZE,
71'.
3/8' 316° SUBJECT TOA7PPh'.OVALBYTONARE:
'NON.j SLATS a Rt4bbCFi,YXCCZsurfaces,
SEE Std? OPTIONS j
+ Limestone ed surfaces.
o Geotextixeconfinement surfaces,
stabiliz640
m Permeable pavement (concrete arasphuit).
_ *_kkk R�1_1 eGi ® Timber Boardwalks.
1.) DURING ASSEMBLY PROCEDURE;
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r
Do NOT COMPLETELY TIGHTEN HARDWARE,
2.) THE ACTUAL PARTS WILL NOT BE NULIBERED.
NUMBERS ONLY APPLY TO DRAWING.
, r
1/4' X 3' if+' x t 1/2"
sTt � 9n RLaR
31d' 9611. 40 S1L PIPE.
1 1 16'4.0.
5/1s' x 1 112' ss1l_
SCR
� SKI, H0. -LAG .
MTiH vtaSHE1t
27 911r
Ile x 2,1/?
SSTL. RAT M.
9CT: CAP SCR.:
1 ro
CAST LEO
31 11/16'
\l7/
17 1/i 6"
( / 3116 THK STL PLATE
5/1B" X i',SSiL
-MN SKT'HO CAP. SCR
9/16" 4 W/ WASKR & LOCKNbT
21 S'S" HOLES.
o CUST014 LETTERING ( 37 SPACES
SLAT OPTIONS
NOTES
❑ 'CEDAR" RECYCLED PLASTIC
1,) ALL STL. MEMBERS COATED N!/ ZINC RICH EPDXY THEN ❑ "GREY" RECYCLED PLASTIC
FINISHED. Wj POLYESTER POWDER COATING.
❑ "REDWOOD'RECYCLED PLASTIC
2.) 1/2" X 3 3/4" EXPANSION ANCHOR BOLTS PROVIDED. p 'WALNUT RECYCLED PLASTIC
3.) CUSTOM` LETTERING AVAILABLE FOR RECESSED ❑ OTHER
SIDE PANELS ( TOTAL OF 37 SPACES ).
SCAiE: NONE TITLE; BENCH
i ( �+ DALE CRAWN : 7/10101 PATENT D467-101
DRMD u M 0 1 inc. DATE V, : 01 RfY: DNLRJS R SHEET
:DATE BEu:: 10/zs/11 1 �3-6aPL
P.O. Box 142 Vifflintown, PA 17059-0142 REV; V , ROH E 1 OF 2
NOV.
1.) DURING ASSEMBLY PROCEDURE;
¢
r
Do NOT COMPLETELY TIGHTEN HARDWARE,
2.) THE ACTUAL PARTS WILL NOT BE NULIBERED.
NUMBERS ONLY APPLY TO DRAWING.
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STEP to
USE 2 , PC. CAST IRON SUPPORT { i, ?
,
1 - PO. 71 -3/4' PiPE BRACE ( 7)
2 - PCS. 1/2' X 2 1/2" FLT. SKt HD. CAP SCR. (8 }
7
ATTACH CAST IRDN BENCH SUPPORT ( 1 ) TO 71 3/4' PIPE
BRACE ( 7 ) USING HARDWARE ( B }. TIGHTEN TO SNUG FIT,
�ax
r � y�
USE 2 - PCS. END CONTOUR STRAP (6 }
, j�., , l �Y
4 - PGS. 1/2' X 2 1/2' FLT SKI. HD. CAP SCR. ( 8
ATTACH END CONTOUR STRAPS ( 6 ) TO STEP 1 ASSEMBLY,±
USING HARDWARE ( 8 ). TIGHTEN TO SNUG FIT.
DETAIL A
STEP 3:
USE 2 - PCS: 71" SEAT BRACE ( 4 }
4 - PCS: 5/16" X i" SS. BTN SKT HD CAA SCR ( 9 )
STEP 6
4 - PCS. 5/16" SS. NYLON LOCKNUT ( 11 }
UPON COMPLETION OF BENCH ASSEMBLY SQUARE ALL
8 - PCS 5/16' SS: FLAT WASHER ( 12 )
COMPONENTS THEN TIGHTEN
ALL HARDWARE.
ATTACH 71' SEAT BRACE ( 4 ) TO STEP 2 ASSEMBLY
STEP 7
USING HARDWARE ( 4, 11 & 12 ). TrHTEN TO SNUG FIr.
MOUNT AND ANCHOR AS SPEC(FIED.
STEP 4:
USE 2 - PCS. CENTER CONTOUR STRAP ( 5 j
ITEM CTY PART NO
DESCRIPTON
4 PCS. 5/16 X 1' SS BTN SKT HD CAP SCR ( 9 }
1 2 D-144-00-01
LAST IRON BENCH SUPPORT
4 - PCS. 5/16 SS,, NYLON LOCKNUT ( 11 }
2 9 11-143-50PL-01
2` X 3' X 71' PLASTIC INrR SLAT
8 - PCS. 5/16" SS. FLAT WASHER ( 12 )
3 2 0-143-M-02
2' B 3 X 71' PV= MK SLATS
ATTACH CENTER CONTOUR STRAP { 5 ) TO STEP 3 ASSEMBLY
4 2 0-16-60±-06
71' SEAT TUEE BRACE
USING HARDWARE ( 9. 11 & 12 }. TCHTEN TO SNUG ER.
5 2 0-57-D0-07
CENiER COHfOUR STRAP
SME 5:
it 2 A-57-00-05
END CONTOUR STRdP
USE 9 - PCS: 2" X 3" X 71" PLASTIC INrR SLAT ( 2 }
7 t 0-57-60-0+
71 3/4' PIPE WME
2 - PCS. 2' X 3' X 71' PLASTIC EDGE SLAT { 3)
8: 6 1-12-065
11r X 2 1/e F11 SKT HD CAP SCR
44 — PCS: 5/t6" X i; 1/2' SS. BTN, SKr. FID. LAG ( 10
9 9 1-12-115
5f16" R I, Ss gm SAT HD CAP SCR
44 - PCS. 5/1V SS. FLAT WASHER ( 12 }
ATTACH 2' X 3' X 71' PLASTIC SIA1S ( 2 & 3 } TO STEP 4 ASSEMBLY
1D 44 1-15.023
5fi6' X 1 1/2" SS M SKr 0 LAG
USING HARDWARE ( 14 & 12 ). TIGHTEN TO SNUG FIT.
11 0 1-20-016
5116 SS WLON LOCKNUi
REPEAT UNTIL ALL SLATS ARE ATTACHED
12 60 t-22-017
5/16' SS nAT WASTER
SCALE: (SONE
TITLE: BENCH
ASSEMBLY
DATE MWN :- 7/1D/D1
PATENT
D467-101
y �"a
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D u M o L t( L c
DRAWN BY ; Awn
REV
DRAVtIFIG
N1l1A8ER
`
SHEET
DATE REV.: 10/26/11
E
143-60PL
2
P.O. Box 142 Efifflintown, PA 17459-0142
REv. BY ; Ron
a 2
DUMOR BENCH 143 — (6')
RECYCLED PLASTIC (CEDAR)
POWDER COATED FiNISH (CHARCOAL)
SURFACE MOUNT
INSTALL PER MANUFACTURER'S SPECIFICATIONS
1
CstCJlG2.'1'iLt S!'At31LlLA1tfJN.tAtiKIG (A,`.�..
AFjC[i7 FOR 5TAT3Tt.t7.ATTt iN OF
SURFACE BARK MULCH TRAIL
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TOWN of WAKE FOREST, NC
Manual of S ecificatians, Standards and Desi n
GREENWAY �n±r
Vbi'1"0 $69 4
u Of iSOFT SURFACE BARK MULCH TRAIL rb;tors�Edi
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root backfill soil
64
ALL CONSTRUCTION SHALL BE iN ACCORDANCE WITH
TOWN OF WAKE FOREST, CITY OF RALEIGH & NCDOT
(WHERE APPLICABLE) STANDARDS, SPECiFiCATIONS,
AND DETAILS.
THESE PIANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
TOWN OF MAKE FOREST
E77MDtent Date
Public Works Department
Date
Erosion &Sediment Control Date
Fire Prev 'on Date
Aeces " � ty Date
Pa ng Depa e � Date
Ur Fore t Coordinator Date
City of Raleigh Public Utilities Department Date �
GRAPHIC SCALE
60 O 30 60
120
1 inch = 60 ft.
FINAL DRAWING - .RELEASED FOR CONSTRUCTION

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PAVEMENT SECTION MATRIX
UD4 Street "Type
A?3
Minimum Pavement Section
SuperPaveAspihallThickness
20` WHEN IN TERSECITIN(
s
(See UDO paragraph 6.7.2
ADT
'I -own Street Classifications'
{Vpd)
Aggregate
Base
GCOTiCdI
Cun'�?t
i{�tt1�y
Intermediate
)
ase
for R/��:'&StreeetCross _
Surface
Course
Course
(AK)
Gutter
section requirements
RED &x WHITE
ROAD
v� O'
REFLECTORIZED PANELS TO
12'
Urban Boulevard
25k to 551r
As Designed
As Designed
As Designed
$
Note 1
TYC-e 3
(1-1 DO
FOR PIPE BEDDING
MORE Tf IAN 36'
24'
#T
Avenue
e
15k to 30k
As Designed
As Designed
As Designed
5
Tppe2
ti DC16.7,
CUL-DE-SAC
Commercial Street
10ktol8k
2
-
4
5
-1
Typel
(UD06i,7.2D)
400 FLET MAXIMUM
Large Residential
Street
2.5k to 15k
2
-
4
5
Type 2 or 4
(I)DO6.7.2E)
1
Residential Yield
,
Sheet
0 to lk
2
-
8
Note 1
Type 2 or 4
(UDO6:7.2F)
Lane
O to 3k
2
8
Note l
Type 1 or 5
Alley
a
21Y WHEN INTERSECTING
6
".
(UDO
NIA
2
WITH COLLECTOR STREETS
N/A
Industrial AccCss
N/A
As I)eesigned
As Designed
las Designed
8
Note l
Tyre3_
1. For a11 street classifications within{ the street right-of-way, the aggregate Fuse thickness'nay be
reduced by 2 inches ifan approved Geogrid is installed between the compacted subgrode and the
aggregate base. Geogrid to be TensarBX•II40 (SS -2), an approved equal, oras otherwise specified bya
NC Licensed PE (Geotech nical Engineer).
2. Curb& Gunter Types (see Standard Detai12.02):
Type I- 30 -inch Standard Curb Gutter.
'Type 2- 30 -inch Standard Curb&Gutter or approved alternate.
Type 3 - 30 -inch Standard Curb & Gutter with 5 inches of ABC below curb and externdinga
minimum of 6 inches beyond the back of the curb or approved alternate.
Type 4- 30 -inch Valley Curb.
Types- LIDorSwale,
3. Right-of-way and street section to be as required by Town Engineer.
4. Street pavement sections must be designed usingthe procedures outlined in the VDO, Section 3, Street
and Subdivision Design, paragraph 3.3 Pavement Design Methods except that individual elements
shall not be less than shown in the above table.
5.
See UDOSection6,Infrastructure Standards, paragraphs 65.3 PedestrianIBicycleConnections, 6,7.2
Town Street Classification, 6.8Sidewal k and Other Pedestrian. Facilities and 6.9 Bikeway Faci lities
for sidewalk and bikeway requirements.
Ay fTOWN of WAKE FOREST, NC
Manual of s ecif icaiiorx, Standards axil Desi mOctober,
PAVEMENTS SECTIO 2.01
TOWN of
WAKE FOREST MATRIX 1 of 3
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RECUT PAVING HERE
5'-0' MAX, (POST SPACING)
20` WHEN IN TERSECITIN(
s
WHITE ON GREEN
WITH A LOCAL STREET
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25 WHEN INTERSECTING
FUTURE ROAD EXT�SON
MAX-
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#57 STONE OR FL.OWABLE
I
FIT 1. CONCRETE, (NOTE 5)
PIPE DIAMETER
RED &x WHITE
ROAD
v� O'
REFLECTORIZED PANELS TO
12'
l
MFET NCDOT STA i {DARDS
SEEDETAIESELSEWHERE
CLOSED
1$"
AN SPE IFI TION
D C CA S
FOR PIPE BEDDING
MORE Tf IAN 36'
24'
#T
W
i
b'
CUL-DE-SAC
b
-1
O
400 FLET MAXIMUM
1
,
a
21Y WHEN INTERSECTING
WITH LOCAL STREET
".
25WHEN INTERSECTING
WITH COLLECTOR STREETS
'
.:
CUL-DE-SAC
400 FEET MAXIMUM
_ tit
I' te:{'- i�rav; ped h. A. F' A f c,, nau,I§ t Engineers _ tisFv •:rir ^i r t,:e r rr#03/19/20-14 l
,e z,v� � aae .a _ s,ca ,C. 5$. S, Af,.
Notes:
1. Sidewalk and curb tobe3000psi at28days air entrained concrete. Sidewalk to be scored every 5ft-with
112"expansionjoints at 30ft intervals. Provide non-stipfinish.,Concrete sidewalks to be4"except
thickness to increase to b"atal t driveway crossings and,for a distance Y either side of the driveway.
{'lace 112"expansion joints at junction of 4"and 6'sidewalks.
2. Maximum grades and'K4valvesforstreets shatlfallowNCDOTguidelinesforthe Fiedmo€€trarea
(rollingtopogruphy), See Table 2.03.
3. Allpavement thickness'shallgenerlally beconfirmed byageoteahnicai investigation
crud report.
However, if a developer wishes, he may design residential streets usinga subgrade CBR one standard
deviation to the left of the average of allCBR s determined bygeoteehnical reports thus far, If, in. the
opinion ofthe Town's representative, soils appear weakeror have inherent problems such as high mica
content, the services of ageotechnzical engineer shalt be required in any case for the design of pavements,
4. Electric service will notgo in until street section isgraded at final and approved.
5. The Town Engineer shall require a l'overlay over any segmentofstreet in which there are 3 or more
trenchfailures, utility cuts, egregious imperfections or patches per 800 foot of street. If final surface is
already placed, it must be trolled mown soas not toenicroach into thegutter pan. Atrench failureshall be
defined asa depression of.I _2g
or r aterat the deepest point over
a trench width. Extent of length of
resurfacingshall be as determined by the T'own's Engineer.
6. Time limits forcompletionof i€nprove€rtent: Refer to UDO Section 6.318.
xTOWN of WAKE FOREST, NC
Manual of Specifications, Standards and Design
gyp. o�t�jl":
PAVEMENTS S T ION Not TScale;o Scale 2.01
TOWN of MATRIX
WAKE FOREST October,
20 S 01(
October, 2013 2 of 3
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RECUT PAVING HERE
5'-0' MAX, (POST SPACING)
FOR REPAVING
WHITE ON GREEN
.___. .
1-0. 1 # PIPE
RLFLECTORIZED
FUTURE ROAD EXT�SON
MAX-
INFORMATIONAL. SIGN
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#57 STONE OR FL.OWABLE
I
FIT 1. CONCRETE, (NOTE 5)
PIPE DIAMETER
RED &x WHITE
ROAD
r7 IL
REFLECTORIZED PANELS TO
12'
M
MFET NCDOT STA i {DARDS
SEEDETAIESELSEWHERE
CLOSED
1$"
AN SPE IFI TION
D C CA S
FOR PIPE BEDDING
MORE Tf IAN 36'
24'
vy
N
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-1
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45'
- TREATED POSTS
R OTI'IER NCDOT
ROVED SUPPORI
NOTE 1
1. Barricade to be created across entire roadway includingcurb&gutter•.
2. Advance w rningsi n W14-1 DEAD ENLshall be lacedJust after last intersectio{.
3. Markingsfor barricade railsshall he reflective and alternate red and whitestripes.
4, ".ROAD CLOSED"sign shall meet specifications of M.UX C.D. P11.2 and be required atop
each barricade used.
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Concrete Testing Requirements:
Initial Test
The initial test (from first ready -mix truck) is to be taken after the second yard is dispatched from the mixer
and is to consist of the following,
1. One slump test
2. Pull, prepare and stare 3 cylinders on-site far 24 hours.
3. Temperature
Subsequent rests
After t above tests are called ram.
the initial truck ever 5
f p f every5th truck thereafter is to be tested in the same
manneras noted above,
,Asphalt Testing Requirements:
Compaction: Testingfor asphalt density is to follow NCDOT "Standard Specifications for Roads and
Structures", Section 509-7 "Field Compaction Quality Control" and Section 609-9,
"Quality Assurance" latest revision,
Thickness: The minimumfrequency ofcoringfor thickness testingshall be on the basisaftest
sections consistingof not more than 1500 linearfeet of lay down width, exclusive of
intersections and irregular areas. The test sample istobea6-irlchcored sample. The
sample is to be numbered and logged for identification purposes.
Contractors Quality Control System:
Follow NCDOT "Standard Specifications for Roads and Structures", Section 609-4
"Contractor's Quality Control Personnel Requirements"annd Section 609-5,
'Contractor's Quality Control Field .Laboratory Requirements,' latest revision.
Mixture and fobMix Formula Adjustments:
FollowNCDOT'Standard Spec ificationsfor Roadsand Structures, Section €09.3.
'Field Verification of Mixture and Job Mix Formula Adjustments", latest revision.
General: All other applicable sections of Section609oftheNC OT"Sta€€dardSpecificationsfor
Roads and Structures'small apply relating to QualityControl Plan, mix design, control
limits, corrective action, equipment and measurement.
Testing Cast: Project Owner is responsible for cost of testing
TOWN of WAKE FOREST, NC
Manual of Specifications, Standards and. Design
.r ENTS S CTO t?tcaslrr
Not TTo o Scale 2.{}1
TOWN of �•
WAKE FOREST MATRIX
Rtvisronrh[c shee ss
October, 2013 3 of 3
:iC;u^:tis Nrovf a:d by Consuitin,) Lngine'ers -
SECOND'PAT'CHING' CUT
FOR PAVEMENT REPAIR/
PATCHING (NOTE 6) •--\
EXISTING PAVING \
SECTION
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SEALJOINT WITH PLANT MIX -COMPACTED
EMULSIFIED ASPHALT
(CRS -1) 8' B25,OB COMPACTED
FIRST "PAVEMENT OPENING
CUT" FOR PIPE INSTALLATION
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NOTES:
1. Paventetit repairs shaIIhave 8"compactedB25.11Band 2"toppingofS9.5Btnix.Compacttomin.92%
Maximum Specific Gravity.
2. Trench is to be back filied! n 6"liftsanid compacted to 95% standard density as determined byAASHTO
test method T-99orASTM D698 before pavement repairs are made. Noexcavated fili to be rased for
backfill. See deta i 12.53.
3. Com paction€ test may be required at request of inspector.
4. Alt existing Town of Wake Forest paved streets and secondary roads wItich are open cut to innstaII any
utility, inust be repaired accord ingto this detail.
5. Fiberopt ic &gas: #57storne orflowable fill concrete (minimum 30 psi) but min. 6"compacted class Il or
III (De initioninseetion02210- para a h2.L10 S ecs) ill over to o iberopticcableor as i le.
f l gn" p f p f p .ff 1 g p I
6. Existing pavement to be saw cut. Provide a smooth uniform pavement cut without jagged or irregular
edge,
7. If paving is not done immediately, fill finral 10' with ABC until ready to pave patch,
a, f FOREST, f Manual of Specifications, Standards and De�igxi
FULL DEPTH ASP ALTREPAI scare: rxia,I�
Not To5cale �.Q6
TOWN of
WAKEFOREST TAIL FOR �(..3TILI ' CUTS October,
of I
C)ctober, 2013 l of l
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Uoto=.is Pr0,Jdied by At PIACJ r-onsuit{nq Er:q veers vrwrr.Gp airmen seers:cam 06/19/20"14, 1: C} : i AM
30" VALLEY - STANDARD
Ju_
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i f _ 1,1/2' R. S9 5B ASPHALT
AI
a
3000 PSI CONC.
6 28 DAYS CABGTAN AR
NOTES:
1.Score curb/ valley gutter at 15'0,C,
2. Provide 112"expansionjointsat90O.C.
3. For transition ofcurbtocurb opening inlet, see standard detazl2.50
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CONCRETE APRON
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C URB &"r GUTTER
ES
x d
s ; 1. Residential driveway to be IT in width, (UDO 9.81D)
� 2. Commercial and industrial driveways to be a maximum of 36 wide. (UIXa 9.$.1.D)
�$ / v - 3. All concrete shall be 3000 psi 0 2$ days air entrained.
4, Curb shall be tapered to finish flush with sidewalk.
a S. Beginning radius shall not encroach o -a adjacent properties Based on a projection
of property line from the right-of-way to the curb line.
7 „ 6. Sidewalk section shall not be required along streets which are not planned for
� sidewalk.
7. See also UDO9.8Driveway Access for other requirements.
$. Cbtzcrete xcztut conte horn a ready mix concrete truck to ensure mix meets air
yentrainment requirements. No site mix or sakrete mix allowed,
CONCRETE SIDEWALK CO C, APRON 55
z
PLACE 1/2° EXP: JOINT HERE WHEN
CROSSING EXISTING CONCRETE DRIVES a SECTION
THICKNESS '6,
D/W RAMP
DRIVEWAY BY OTHERS # PAVEMENT`
W/MAX,RECOMMENDED GRADE `'i 1 .3
COMPACTED isACICFIEc. _� E -• =-� � (� t,;.
s ,
T
PLACE Sj2"EXP.JC)INT HERE WHE%. :.._ •� I I- ,, t,._.z. �-.-s'�r��;.-
CROSSING EXISTING CONCRETE DRIVE$ -J
6" MiN. TITICKNI;SS
TOWN FOREST, NC
Manual of Specifications, Standards and Desi xa
s�at� tx to
STREET CURB CUT FOR Not To Scale 2.08
W la oli sT rr
DRIVEWAYS STREETS
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PROJECT NO. JPM-14060
NAM: JPM14060-D1
CHECIM BY: N D W
DRAWN DY: MAG
scars: N. T. S.
DATE: 12-02-2015
SHEET NO. D-1 j
!!JI MCADAMS
RECUT PAVING HERE
FOR REPAVING
.___. .
1-0. 1 # PIPE
1
MAX-
MAX
I E r#
1m
#57 STONE OR FL.OWABLE
I
FIT 1. CONCRETE, (NOTE 5)
PIPE DIAMETER
_
# t ! €$
r7 IL
7_F55 THAN14'
12'
SEEDETAIESELSEWHERE
14' TO'
36
1$"
FOR PIPE BEDDING
MORE Tf IAN 36'
24'
vy
NOTES:
1. Paventetit repairs shaIIhave 8"compactedB25.11Band 2"toppingofS9.5Btnix.Compacttomin.92%
Maximum Specific Gravity.
2. Trench is to be back filied! n 6"liftsanid compacted to 95% standard density as determined byAASHTO
test method T-99orASTM D698 before pavement repairs are made. Noexcavated fili to be rased for
backfill. See deta i 12.53.
3. Com paction€ test may be required at request of inspector.
4. Alt existing Town of Wake Forest paved streets and secondary roads wItich are open cut to innstaII any
utility, inust be repaired accord ingto this detail.
5. Fiberopt ic &gas: #57storne orflowable fill concrete (minimum 30 psi) but min. 6"compacted class Il or
III (De initioninseetion02210- para a h2.L10 S ecs) ill over to o iberopticcableor as i le.
f l gn" p f p f p .ff 1 g p I
6. Existing pavement to be saw cut. Provide a smooth uniform pavement cut without jagged or irregular
edge,
7. If paving is not done immediately, fill finral 10' with ABC until ready to pave patch,
a, f FOREST, f Manual of Specifications, Standards and De�igxi
FULL DEPTH ASP ALTREPAI scare: rxia,I�
Not To5cale �.Q6
TOWN of
WAKEFOREST TAIL FOR �(..3TILI ' CUTS October,
of I
C)ctober, 2013 l of l
-
Uoto=.is Pr0,Jdied by At PIACJ r-onsuit{nq Er:q veers vrwrr.Gp airmen seers:cam 06/19/20"14, 1: C} : i AM
30" VALLEY - STANDARD
Ju_
t
i f _ 1,1/2' R. S9 5B ASPHALT
AI
a
3000 PSI CONC.
6 28 DAYS CABGTAN AR
NOTES:
1.Score curb/ valley gutter at 15'0,C,
2. Provide 112"expansionjointsat90O.C.
3. For transition ofcurbtocurb opening inlet, see standard detazl2.50
I
t. c.o:;5 Pfovided by APR€Ae cn :t in9 �z E_ _
v�j"9x70 st_
3L r ,'t<,r
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ES
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s ; 1. Residential driveway to be IT in width, (UDO 9.81D)
� 2. Commercial and industrial driveways to be a maximum of 36 wide. (UIXa 9.$.1.D)
�$ / v - 3. All concrete shall be 3000 psi 0 2$ days air entrained.
4, Curb shall be tapered to finish flush with sidewalk.
a S. Beginning radius shall not encroach o -a adjacent properties Based on a projection
of property line from the right-of-way to the curb line.
7 „ 6. Sidewalk section shall not be required along streets which are not planned for
� sidewalk.
7. See also UDO9.8Driveway Access for other requirements.
$. Cbtzcrete xcztut conte horn a ready mix concrete truck to ensure mix meets air
yentrainment requirements. No site mix or sakrete mix allowed,
CONCRETE SIDEWALK CO C, APRON 55
z
PLACE 1/2° EXP: JOINT HERE WHEN
CROSSING EXISTING CONCRETE DRIVES a SECTION
THICKNESS '6,
D/W RAMP
DRIVEWAY BY OTHERS # PAVEMENT`
W/MAX,RECOMMENDED GRADE `'i 1 .3
COMPACTED isACICFIEc. _� E -• =-� � (� t,;.
s ,
T
PLACE Sj2"EXP.JC)INT HERE WHE%. :.._ •� I I- ,, t,._.z. �-.-s'�r��;.-
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6" MiN. TITICKNI;SS
TOWN FOREST, NC
Manual of Specifications, Standards and Desi xa
s�at� tx to
STREET CURB CUT FOR Not To Scale 2.08
W la oli sT rr
DRIVEWAYS STREETS
tttvisidn batt. Sheet .
October, 2013 2 of 3
FINAL DRAWING - RELEASED FOR CONSTRUCTION
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PROJECT NO. JPM-14060
NAM: JPM14060-D1
CHECIM BY: N D W
DRAWN DY: MAG
scars: N. T. S.
DATE: 12-02-2015
SHEET NO. D-1 j
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VARIES, MAXIMUM `SLOPE 2:1
_-
-- '
UNLESS SHOWN OTHERWISE COMPACTED UNDISTURBED i i ,.,•_..�._,
I ISI 1I f
SUBGRADE SUBGRAI>H1_._
� * SEE UDO 6,7.2,
SIDEWALK WITHOUT UTILITY STRIP
R/ W
1'-0° MIN. Y-0` MIN. * * VARIES
ING
{" TOOLED) EDGE CTXPICAL},
CURB
1.;
/ /
I7N 4I�1P1 -�. 12
, PAVEMENT
-
1
\'; \
i-fillr
1.
VARIES, MAXIMUM SLOPE 2:1 ..COMPACTED UNDISTURBED
I3NLESS SHOWN OTHERWISE SUBGRr1DE SUBGRAiJE i'-
� * SEE LIDO 6.7.2: --
SIDEWALK WITH UTILITY STRIP
NOTES:
1. Provide 314° deep tooled score atV-0 OC.
2. Expansion joints to be placed 301-W O.C. longitudinally, adjacent to curbs, and when butting existing structures; concrete, or buildings.
3, Concrete to be 3,0001'.S,L at 28 days, air -entrained.
4. Subgrade should not contain organic matter or plastic clays, When found, refer to -specs or contact engineer for directions.
5. Areas of fill are to be compacted to 95% standard proctor using NCDOT Class 111 borrow or letter. Remove topsoil before placing
borrow.
S. Concrete must come from a ready unix concrete truck to ensure mix meets air entrainment requirements. No site mix or salcrete mix
allowed:
9. See Specification 02400, paragraph 2.1.3 & 2.1.4 for expansionloint &Jint scaler specs.
TOWN of WAKE FOREST,, NC
Manual of Specifications, Standards and Design
TYPSIDEWALKin Not To Scale 2.11`
yr
TOWN
s1 CLIC` `ILL SECTIONS
Revisionww Sheet
October, 2,013 10£ 1
uetri;s Provided r, A PIAN t onsutt n Enrinee's vwve:z r icn4rt i7eers.cern 03/19/20!4 ..• 12:03-12 PM
l g ,� 9
4 "TYPICAL (FULL WIDTH OF CURB RAMP)
(24) DOMES 0 2.35• MOM. SPACING 0,285' o
U
,d
0
z
a
M
NET AT ,
PE R OR
v
d4
ANCHOR .
6,0
:.
Q
A
n
SECTION
a 0 a 0'0 0 0;0
1:2-�,'"� #� 10.8- 12' 12` � la:>s" (ky_ z.z_ �
a
ip
ci
CURBRAMP
2.35 rNOM- SPACING i (v
0
1/8' RAD, AT
0.375"
1;5'
PERIMETER
I
b
0.45' ��'a+ NSE C sig a
ION
0.9'
T'S:
1: Detectable warning.System, System Cast in place with Penetrator anchors. See pre -approved r
oducts list.
7
'
Verify Other sizes available to zrzeetsite Speen£lerequirements. with -Town,
3. Truncated domes in a detectable warning surface shall have base diameter of 0.9 inch minimum to 1:4 inches
maximum, a top diameter of 50% of the base diameter minimum to 65% of the base diameter maximum, and a height of
0.2 inches.
4. Truncated domes in a detectable warning surface shall have a center -to -center spacing of 1.6 inches minimum and 2.4
inches maximum, and a base -to -base spacing of 0.65 inches minimum, measured between the most adjacent domes on
square grid.
5. Detectable warning surfaces shall extend 24 inches minimum in the direction of travel and the full width of the curb
g g
ramp, landing, or blended transition. The edge nearest the curb line shall be a minimum of 6 inches and a maximum of
8 inches from curb (ICC/ANSI A117,1 Fig C406:I32). See notes 21 &x 22.
6. See note 23, sheet5,
7. Any NCDOT street must conform to DOT standard/ADA Curb Ramp detail 8€8.05 sheet 1-4-,
' f - To FOREST,
NC
A� Manual of Specifications, Standards and Desi xn
.. � scite �si
S AN [ �DETECTABLE Nat Toscaie 2.13
TOWN of C"R T SYSTEM ReeistonDUe: sheetrr
WAKE FOktEST 1� N October, 2013 13 of 15
.� r ' . s Ft. r� t r s : � in r�
�;etu s r a,''o .o ov <t i, c,a .�€, t s , rn ee a -
3 9
-SIUEV1111,K-'
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11 a .0 „£,e a.G iY;
PP.
g
0
6MIN. CROSSWALK
SEE NOTE 10
3i
[J L J •C �). M
DETVALK FOR CROSSING
INTERSECTIONS
4'-0* GYP) DETAIL SHOWING TYPICAL
LOCATION OFSINGLE CURB RAMPS
PEDESTRIAN CROSSWALKS AND STOP
jD-WALK-
II�L FOR TE INTERSECTIONS
LINES (� L I NTLR S
s r.
s
. i s - t �v€ . o AFMANI •n i'sn'� n in r
v ac o tic, su � t ee s - avww.a�+ €oven ineers:c m
9 _0 ,%rJ t
Y �, g r"P tl ti , .,8 �
•�� pp'�� r 1
ST EFTS:
1. North Carolina General Statute 136-44.14 requires that all street curbs being constructed or reconstructed for
maintenance procedures,traffic operations, repairs, correction of utilities or altered for any reason after September r I,
1973 shall provide curb ramps fortzephysically
disabled at alli
ntersections where loth curb and gutter and Sidewalks
are provided and at other points of pedestrian f low.
In addition, section 228 of the 1973 Federal Aid 3r h va Saf t Actrequ requires zs'z
on
of curb ramps on any curb
construction of ter ulY 1, 1976 whether a sidewalk lk isproposed initially or is planned for a future date:.
The Americans with Disability Act (ADA) of 1990 extends nds to individuals witkz disabilities, Com rehensive civil rights
Comprehensive �
Y V
protections similar to those provided to sons on the e bast a£ race t'
p � per. s ,sex; national origin and religion under the Civil
Rights Act of 1964. These curb ramps have been designedlied to comply with the current ADA standards ds (2010 ADA
Standards for Accessible i dated ds cress ble Des gra, d t d September 15> 2016 6x effective March 15, 20121
2: Curb ramps s ar required when streets are
altered for resurfacing
(spanninganzing one intersection to another er and includes
overlay of additional material to the road surface with or without milling), reconstructed; rehabilitated or widened.
Maintenance activities on streets, such as crack filling sealing, pavement markin s, surface sealing and pavement
g g
i r
t r t r'
}?'alin c £„ are not alterations. However, if there is no black -to -block resurfacing but resurfacing is occurring at
crosswalk itself, partial resurfacing (curb -to -curb resurfacing of a crosswalk) requires the provision of curb ramps at
that crosswalk.
Curb ramps are not required in the absence of a pedestrian walkway with a prepared surface nor are curb ramps
required intheabsence of curb; elevation or other barrier between the street and the walkway. IUSDOJ July 8, 20131
3, Curb ramps arc required at all curb returns.
4, Detectable warning domes are required for curb ramps.
5. Single curb ramp at the center of the return are not permitted.
6. Dimensions assume 90° centerline intersection of streets.
7. Construct the ramp surface to be stable, firm and slip resistant. located and construct the curb ramp type as shown in
these details.
& Curb ramps shall be constructed perpendicular
to the roadway travel lane.
9, Coordinate the curb ramp and pedestrian crosswalk markings so a 4`x4' clear space at the base of the curb ramp will
fall within the pedestrian crosswalk lin
es.
10: Set back distance from inside coiner of an intersection crosswalk marking to nearest edge of travel lane is 4 feet
minimum.
IL Terminate parking a minimum of 20 feet back of a pedestrian crosswalk,
12. Construct a curb ramps a minimum of 4 feet wide. Width may exceed 48".
13, Construct the running slope of the ramp at a maximum of 8.33% (1:12).
14. Allowable cross slope on sidewalks and ramps to be a maximum of 2%
15. Construct the side flare slope to a maximum of 10% measured along the curb line.;
16. Construct the counter -slope of the gutter or street at the base of the curb ramp at a maximum of 5% and maintain a
smooth transition.
17. Construct landings for sidewalk a minim m of 4x4'with h x'
g a u 4 t a maximum slope of 2% many direction. Construct
landings for median Islands a minimum of 5'x5' with a maximum slope of 2T:a in any direction.
18. To use a median island as apedestrian refuge e rea, media islands viii be a mmznum of 6 feet wzde. Construct median
islands €o provide
ossage over or through thei
stand.
19. Small channelization islands that cannot provide a Yx55landi at the f r will v
p ng e tap o a curb amp, 11 be cut through level
with the surface of the street,
20, Curb ramps with returned side curbs may be used only where pedestrians would not normally walk across the ramp
such as where there the adjacent surface isplantings, other non -walking surface, or the side approach is substantiallyantzaliy
obstructed.
21. The typical 2'x4' truncated dome pad shall be placed with the short dimension perpendicular to the curb. See curb
ramp typical details. Truncated dome pads shall abut¢ the back: of the curb (ICC/ANSI A117 -I Fig C40613.2).
22. Curved tz`uncated dome pads are permitted when ramp width is greater than 4 feet,
23, Color contrast requited only when detectable warning Plates are employed,
A3A Standazdsf for
Accessible Design,
>
section 705, Latest Edition). Recommended Min. light reflectance contrast is 70% (American National Standard
ICC/ANSI A117.1 - Standard&Commentary Section 70 5.3, ,Latest Edition). Painted surface will not be acceptable (See
note 4).
24. Place a 1/2 -inch expansion joint where the concrete curb ramp joins/abuts the curb.
25. Curb ramps through median islands, single ramps at dual crosswalks or limited right-of-way situations will be
handled by special details. Consult with the Town Engineer.
26. When construction is on a NCDOT Right -of -Way, construction shall conform to the latest edition of the NCDOT
Roadway Standard drawings.
27. Construction of curb ramps shall conform to the latest edition of thelCC/ANSI A117, Chapter 4 Accessible Routes.
TOWN of WAKE
NC
Manual of Specifications, Standards and Desip' rz
STANDARD NOTEFOR Not To Scale 2,13
TOWN of ttewstot rru 51,1eet",
WAKE FOREST CURBRAMPS October, 2013 14 of 15
ve,a€a :-rrov;oeo Dy a+ s s ,A,t €,onsa#t€ng wngineers - vrrr3v:oPpsonersg:neers_Com 03/19/2014 ,- 12:03:25 PM
ISOMETRICVIEW
Aw. �Ck4 PAY LIMITS FOR CURB RAMP
' a ---_AREA " s 4'x4' MIN. LANDING SEE
*� �� " ism✓ � // NOTE 3 (THIS SHEET)
NEW EXPANSIONJOINT WHERE: .` >
y
CON( :OTC TYPICATS X � � � �c � o /- 6"x13" CONCRETE CURB
CONCRETE (TYPICAL) DETECTABLE
C . A_r am'` 2cib i
WARNINGSURF'ACE,
tIAX m*r ri
l > SE E T 1
'` � .e •,� r�'3- -� aA ESH E 13 of 5
1
r
r r
EX. CURB ,
ro�
v
TTZ~
a
x
� s
I2"MIN. CURB
{%
T'IZANSIrION ��iy ~ 1}i 1t?Y /�•
SEE NOTE
30, 31, St 32
?_4„ISP. CURB TRANSITION
10D% MAX.
12" MIN.
CURB
RANSITIO
4' MIN. DROP CURB
CURE TRANSITION CURB TRANSITION h' MIN. DROP CURB
6;
EXPANSION VARIABLE SIDE
ELEVATION XCPEFI�Sa, NzcOr. T;T,'O
CURB
SIDEWALK &x12°
CO
ICRETE
'
ABLE I
2
-
• - g •�,�
&GUTTER WARNIEKCURB NG DOMES GISTTERLIvE CUE'LEVAT5 1.'�
EX. CURE EX.
EX, SIDEWALK RAMP (VARIES) MAX. SLOPE 12:1 & GUT`I"ER AVEMENT
EXPANSIONJOIN 6'
s EXPANSION '
IN6'x,2"CON(<CURB
30
E•.._ _ _ ___ ____ ___ _ __ _ _ .. _�. .. _ _.. _.- �._ .__ DROP
CURB
f
Fr
n:i io
X -o"
pMIN. 4!x+ LANING. DETECTABLE Vx4' LANDING,
SEENOTE 17 ON SHEDET 1.4 of 15 SECTION - SEEWDOMF-S ON SHEET h of 15
SEE SHEET
13 of 15
E'L 71S t'1' AL3 r T•Y"'i 't ` .,ers ... I
J 4 t'10Mea D1 f'�Y •„ariS l,En ,r? S
J i1 L .0 C.. ... WY{Y ' E F1"Y`. 3 � �f ! .... ..4t
{.a>)'Y a . ,C rlG'C 5,(071
t 1 ,
s t c�,> ; g ztl l . 2. is >' � i'.,�,
1 r .0
STANDARD R
28. Curb ramps p shall be provided at locations as shown on these plans or as directed by engineer. Curb ramps shall be
located as indicated
in these details; however, the location may be adjusted as directed by the engineer where existing
light poles fireh hydrants, drop inlets, etc.
Affect placement. At these locations,,not less than 2 feetof full height
curb
shall be placed between adjacent ramps.
29, U airentrai entrained n d 3 0
00 psi concrete with a sidewalk finish in order to obtain a rough non-skid type surface:
30. Crosswalk a k w' zdths and configuration vary
but must conform design standards.
31. Place theinside zas de edestriaz crosswalk lines no
closer in the intersection then would be established by bisecting the
intersection
xadii with an allowance of a 4x4maneuvering a
ce t2003ICC/ANSI ai17'Coxmenear . Fig. (406:6 6
406.10 in the vehicular Y w inP installed.
travel way when one ramp is in t Iled:
32. Place all pavement
markings in accordance ance with the latest edition of the Manual o£ Uniforixz Traffic Control Devices
(MUTCD) ppublished by t
he 1Federal Highway
Administration ration and the North.
Carolina Supplement to the M TC
D
33. For asphalt greenways transition
greenway to concrete to enable truncated donne placement.
34. Concrete muo
c must come from a ready zxiiit concrete truck to ensure mix meets air entrainment requirements. No site mix or
sakrete mix allowed.
TOWN of WAKE FOREST, NC
Manual of Specifications, Standards and Design
SeW uetaizu
STANDARD
NOTESFOR-
Not To Scale 2.13
TOWN o£
WAKE FOREST UR AMPS ctobtz.r 20 of 1 .
October, 2013 15 a£ 15
Details Provided by APPIAN .Consulting ,Engineers writv,opgionen, ineers.cam 06/19/2014 12:03:34 t'ti
EXPANSIONJOINT WHERE IC E
NEW CONCABUTS EX.
�'""
CONCRETE(TYPICAL) PAY LIMITS FOR CURB RAMP
Y q� . > a fr - - OBSTRUcTI_D OR V..4,
exr 1 NON -WALK SURFACE
C E.:.
s°xi2' � _ DETECTABLE
CONCRETE -
CURB
/. WARNING'SURFACE
'� SEE 1
CURB � ,.-.,• '`� axm �.' . �,�r€a E SHEET ET 13 0£ 5
`+F 6" dT CONCRETE CURB
GiiRB DROP ».CURB-_-.
a r
>.
TRANSITION
6
8.33%(L2:i) MAX.
SEE NOTES
30,31,&x32
til,., CURBDRC?P-CURB EX. CURB
TRANSITION'> y & GUTTER
8.33'Xi(12:1)MAX. r
VARIES
6TRIP BEYOND) " S' WIDE MIN- CURE RAMP (GRASS S CUB & GUTTER
EX, SIDEWALK 6N12' CONC. REMOVE CURB O
PI
NOTE 3 -
PRO CURB TIE-IN
LEVAT O
CB EX. CURB sx
4
EX. GRASS >� GLITTERAREA{ii; 1:c7%M.gX,0�a4hX. GLITTER
6'xl2'
CONCRETE d4
CURB DETECTLE
LANDING WARNABING. CTION -
DOMES'
SEE SKEET
13 of 15
EX. EX,
SIDEWALK RAMP(VARIES) MAX: SLOPE 121 �5MIN LANDING. WIDTH RAMP MAX. SLOPE 121 SIDEWALK
EXPANSION
JOINT
WARNING DOMES
EXPA%SIONJOINT � SEES%1FE"1GL�o£15 EXPANJ
6'xI2" CONC. CURB
...3:.. ,
g Q �
s
NOTES: SECTION -
1, Maximum curb ramp slope 8.3390 (12:1)
2, Maximum cross slope 2.00%
3. Curb ramps require a (4'-0') minimum landing with a maximum cross slope and longitudinal slope of 2,00% where pedestrians
perform turning maneuvers, Slope to drain to curb,
4. Detectable Yearning domes will cover 2-0` length and full width of the ramp floor as shown on sheet 13 of 15,
5, Refer to sheet 14 & 15 of 15 for all ramp notes. Adopted from NCDOT Alternate Curb Ramp Details.
TOWN of WAKE FOREST, NC
Manual of S ecificatious, Standards and Desi n
CURB RAMPS -^ . DIRECTIONAL Not To Scale 2.13
TOWN of 8 A Rcristo.D tc 5hcet-1,
WAKE FOREST October, 2013 8 of 15
aeta'is trravYaeo'oy Aft !AE; U0nS,JIUr1.g t,ngineer., wsuw.nppso iergineers.corrt 3/,9/ r31 12:0x 21 Pl,4
SIDEWALK AREA-----,--- f S M T Y Y�
m
NI
PAY LIMITS FOR CURB RAM
rtxs,
EXPANSIONJOINT WHERE �,Y � \ ' �---9`-- 6x12
M,r
CONCRETE CURB
NEW CON( ABUTS EX: � `�.
.. z
2
CONCRETE( ) TXP1C L f
A _..
5x5' LANDING
i�
.- . SEE NOTE 3
Tk2Is SHEET) EET
}
ti
t
1� ^
/
i s
E?{. CURB y-
.< �} 1J TiCTA y E
& GUTTER ER 1,
U
�D �`
P
WARNING
n
RN NG
; ,w rr r. •, . ,.
24SURI;ACE.: SEL
TYP.
12"MIN,
-
- SHEET
3 oft S
a
s + :.-
C;L112B ;qr
�,. tri �`• '".' l ' .; . "^..*�,.: ' Z , . • r ,tib,}.-
TRANSITION' _
SEE NOTE
30; 31, &z 32
CURB TRANSITION
24'TYP, 100%MAX:
12' MIN.
CURB
RAiYS TIOz - 4' MIN. DROP CURB CURB TRANSITION CUR13 TRANSITION _4' MiN. DROP CURB 61
EXPANSION VARIABLIT!SfDE .
JOINT I SIDEWALK
Fi7 6dX
CONCRETE
ELEVATION SLOPES,�TCURB
101, '
3
i
EX. CURB DETECTABLE GurtCRLINE
& GUTTER 1 WARNING DOMES CURBELEVATION
I2AMP(VARIF,S) RAMP(VARIES) FX. CURB EK.
FDE A K PAVEMENT
S W L MAX. SLOPE $.33% 12:1. MAX. SLOPE $.330,12:1 & C;UTi"1~R
EXPAN ION OiNT
6'
IiAMP;xfA�.SI.CJP£ .T
EXPANSION
JOINT
6'x12 " CONC. CURB
DROP
CURB
L A
,s
d
f t - �..
t '
. to
1:2-11
2-13i j
{ -�,� � _ j •..... l ;\. � ^fv�j^'Ti� ^1 S l.i
6"x12" CON(. CURB
DETECTABLE
4'x4' LANDING.
fix5"LANDING• WARNING SEE NOTE 17 ON
SEE NOTE 17 ON SHEET 14 of 15
SECTION
, �, DOMES SHEET 14 of lS
SEE SHEET
13 of 15
CAT'S:
1. Maximum curb ramp slope 8:33nw(12:1)
2, Maximum cross slope 100%
3: Curb ramps require a (+-0") minimum landing with a maximum cross slope and longitudinal slope of 2.00% where pedestrians
perform turning maneuvers. Slope to strain to curb.
4. Detectable warning domes will cover X -O' lengthand full width of the ramp floor as shown on sheet 13 of 15.
5. Refer to sheet 14 & 15 of 15 for all ramp notes. Adopted from NCDOT Alternate Curb Ramp Details.
TOWN of WAKE FOREST, NCe
Manual of S ecifieations, Standards and Design
sc4e, mmil e,
CURB RAMPS - SHARED LA, INC Not To Scale 2.13
TOWN of ^�^
WAKEFS7REST TYPE ctobOntT,.0 Sheet 1
October, 2013 11 0£' 15
Al Z
FINAL DRAWING - RELEASED FOR CONSTRUCTION
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CHECKED BY: N D W
DRAWN BY: MAG
SCALE: N.T.S.
DATE: 12--02-2015
SHEET NO. 2
Ji MCADAMS
STOP BAR
SEE NOTE 17
b' MIN, CROSSWALK
SEE: NOTE 1C1
6' MIN, CROSSWALK
FOR TE
�S IDE �- I L ALK ,.
INTERSECTIONS
SEE NOTE 10
RADIUS VARIES
ANDSTOP LILIES FOR TEE INTERSECTIONS
z ,•
FORCROSSING
II
�
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PROPOSED CURB RAMP
-SIDEGVALK- PROPOSED OR FUTURE SIDEWALK
-SIl}EW/iLK-
-SIDEWALK-
SII7EWALK-
TOWN of WAKE FOREST, NC
INTERSECTIONS
I TS CTI S
Manual o S ec fications, Standards and 13esi �
t
.DETAILSHOWING TYPICAL
-TOWN
4° a TYP)
(
S
WAE ORET
LOCATION OF DUAL CURB RAMPS,
October, 2013 1 of 15
PEDESTRIAN CROSSWALKS AND STOP
LINES FOR TLE INTERSECTIONS
StDELVAIeIE
-SIDEWALK-' ,
s r.
s
. i s - t �v€ . o AFMANI •n i'sn'� n in r
v ac o tic, su � t ee s - avww.a�+ €oven ineers:c m
9 _0 ,%rJ t
Y �, g r"P tl ti , .,8 �
•�� pp'�� r 1
ST EFTS:
1. North Carolina General Statute 136-44.14 requires that all street curbs being constructed or reconstructed for
maintenance procedures,traffic operations, repairs, correction of utilities or altered for any reason after September r I,
1973 shall provide curb ramps fortzephysically
disabled at alli
ntersections where loth curb and gutter and Sidewalks
are provided and at other points of pedestrian f low.
In addition, section 228 of the 1973 Federal Aid 3r h va Saf t Actrequ requires zs'z
on
of curb ramps on any curb
construction of ter ulY 1, 1976 whether a sidewalk lk isproposed initially or is planned for a future date:.
The Americans with Disability Act (ADA) of 1990 extends nds to individuals witkz disabilities, Com rehensive civil rights
Comprehensive �
Y V
protections similar to those provided to sons on the e bast a£ race t'
p � per. s ,sex; national origin and religion under the Civil
Rights Act of 1964. These curb ramps have been designedlied to comply with the current ADA standards ds (2010 ADA
Standards for Accessible i dated ds cress ble Des gra, d t d September 15> 2016 6x effective March 15, 20121
2: Curb ramps s ar required when streets are
altered for resurfacing
(spanninganzing one intersection to another er and includes
overlay of additional material to the road surface with or without milling), reconstructed; rehabilitated or widened.
Maintenance activities on streets, such as crack filling sealing, pavement markin s, surface sealing and pavement
g g
i r
t r t r'
}?'alin c £„ are not alterations. However, if there is no black -to -block resurfacing but resurfacing is occurring at
crosswalk itself, partial resurfacing (curb -to -curb resurfacing of a crosswalk) requires the provision of curb ramps at
that crosswalk.
Curb ramps are not required in the absence of a pedestrian walkway with a prepared surface nor are curb ramps
required intheabsence of curb; elevation or other barrier between the street and the walkway. IUSDOJ July 8, 20131
3, Curb ramps arc required at all curb returns.
4, Detectable warning domes are required for curb ramps.
5. Single curb ramp at the center of the return are not permitted.
6. Dimensions assume 90° centerline intersection of streets.
7. Construct the ramp surface to be stable, firm and slip resistant. located and construct the curb ramp type as shown in
these details.
& Curb ramps shall be constructed perpendicular
to the roadway travel lane.
9, Coordinate the curb ramp and pedestrian crosswalk markings so a 4`x4' clear space at the base of the curb ramp will
fall within the pedestrian crosswalk lin
es.
10: Set back distance from inside coiner of an intersection crosswalk marking to nearest edge of travel lane is 4 feet
minimum.
IL Terminate parking a minimum of 20 feet back of a pedestrian crosswalk,
12. Construct a curb ramps a minimum of 4 feet wide. Width may exceed 48".
13, Construct the running slope of the ramp at a maximum of 8.33% (1:12).
14. Allowable cross slope on sidewalks and ramps to be a maximum of 2%
15. Construct the side flare slope to a maximum of 10% measured along the curb line.;
16. Construct the counter -slope of the gutter or street at the base of the curb ramp at a maximum of 5% and maintain a
smooth transition.
17. Construct landings for sidewalk a minim m of 4x4'with h x'
g a u 4 t a maximum slope of 2% many direction. Construct
landings for median Islands a minimum of 5'x5' with a maximum slope of 2T:a in any direction.
18. To use a median island as apedestrian refuge e rea, media islands viii be a mmznum of 6 feet wzde. Construct median
islands €o provide
ossage over or through thei
stand.
19. Small channelization islands that cannot provide a Yx55landi at the f r will v
p ng e tap o a curb amp, 11 be cut through level
with the surface of the street,
20, Curb ramps with returned side curbs may be used only where pedestrians would not normally walk across the ramp
such as where there the adjacent surface isplantings, other non -walking surface, or the side approach is substantiallyantzaliy
obstructed.
21. The typical 2'x4' truncated dome pad shall be placed with the short dimension perpendicular to the curb. See curb
ramp typical details. Truncated dome pads shall abut¢ the back: of the curb (ICC/ANSI A117 -I Fig C40613.2).
22. Curved tz`uncated dome pads are permitted when ramp width is greater than 4 feet,
23, Color contrast requited only when detectable warning Plates are employed,
A3A Standazdsf for
Accessible Design,
>
section 705, Latest Edition). Recommended Min. light reflectance contrast is 70% (American National Standard
ICC/ANSI A117.1 - Standard&Commentary Section 70 5.3, ,Latest Edition). Painted surface will not be acceptable (See
note 4).
24. Place a 1/2 -inch expansion joint where the concrete curb ramp joins/abuts the curb.
25. Curb ramps through median islands, single ramps at dual crosswalks or limited right-of-way situations will be
handled by special details. Consult with the Town Engineer.
26. When construction is on a NCDOT Right -of -Way, construction shall conform to the latest edition of the NCDOT
Roadway Standard drawings.
27. Construction of curb ramps shall conform to the latest edition of thelCC/ANSI A117, Chapter 4 Accessible Routes.
TOWN of WAKE
NC
Manual of Specifications, Standards and Desip' rz
STANDARD NOTEFOR Not To Scale 2,13
TOWN of ttewstot rru 51,1eet",
WAKE FOREST CURBRAMPS October, 2013 14 of 15
ve,a€a :-rrov;oeo Dy a+ s s ,A,t €,onsa#t€ng wngineers - vrrr3v:oPpsonersg:neers_Com 03/19/2014 ,- 12:03:25 PM
ISOMETRICVIEW
Aw. �Ck4 PAY LIMITS FOR CURB RAMP
' a ---_AREA " s 4'x4' MIN. LANDING SEE
*� �� " ism✓ � // NOTE 3 (THIS SHEET)
NEW EXPANSIONJOINT WHERE: .` >
y
CON( :OTC TYPICATS X � � � �c � o /- 6"x13" CONCRETE CURB
CONCRETE (TYPICAL) DETECTABLE
C . A_r am'` 2cib i
WARNINGSURF'ACE,
tIAX m*r ri
l > SE E T 1
'` � .e •,� r�'3- -� aA ESH E 13 of 5
1
r
r r
EX. CURB ,
ro�
v
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30, 31, St 32
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10D% MAX.
12" MIN.
CURB
RANSITIO
4' MIN. DROP CURB
CURE TRANSITION CURB TRANSITION h' MIN. DROP CURB
6;
EXPANSION VARIABLE SIDE
ELEVATION XCPEFI�Sa, NzcOr. T;T,'O
CURB
SIDEWALK &x12°
CO
ICRETE
'
ABLE I
2
-
• - g •�,�
&GUTTER WARNIEKCURB NG DOMES GISTTERLIvE CUE'LEVAT5 1.'�
EX. CURE EX.
EX, SIDEWALK RAMP (VARIES) MAX. SLOPE 12:1 & GUT`I"ER AVEMENT
EXPANSIONJOIN 6'
s EXPANSION '
IN6'x,2"CON(<CURB
30
E•.._ _ _ ___ ____ ___ _ __ _ _ .. _�. .. _ _.. _.- �._ .__ DROP
CURB
f
Fr
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pMIN. 4!x+ LANING. DETECTABLE Vx4' LANDING,
SEENOTE 17 ON SHEDET 1.4 of 15 SECTION - SEEWDOMF-S ON SHEET h of 15
SEE SHEET
13 of 15
E'L 71S t'1' AL3 r T•Y"'i 't ` .,ers ... I
J 4 t'10Mea D1 f'�Y •„ariS l,En ,r? S
J i1 L .0 C.. ... WY{Y ' E F1"Y`. 3 � �f ! .... ..4t
{.a>)'Y a . ,C rlG'C 5,(071
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s t c�,> ; g ztl l . 2. is >' � i'.,�,
1 r .0
STANDARD R
28. Curb ramps p shall be provided at locations as shown on these plans or as directed by engineer. Curb ramps shall be
located as indicated
in these details; however, the location may be adjusted as directed by the engineer where existing
light poles fireh hydrants, drop inlets, etc.
Affect placement. At these locations,,not less than 2 feetof full height
curb
shall be placed between adjacent ramps.
29, U airentrai entrained n d 3 0
00 psi concrete with a sidewalk finish in order to obtain a rough non-skid type surface:
30. Crosswalk a k w' zdths and configuration vary
but must conform design standards.
31. Place theinside zas de edestriaz crosswalk lines no
closer in the intersection then would be established by bisecting the
intersection
xadii with an allowance of a 4x4maneuvering a
ce t2003ICC/ANSI ai17'Coxmenear . Fig. (406:6 6
406.10 in the vehicular Y w inP installed.
travel way when one ramp is in t Iled:
32. Place all pavement
markings in accordance ance with the latest edition of the Manual o£ Uniforixz Traffic Control Devices
(MUTCD) ppublished by t
he 1Federal Highway
Administration ration and the North.
Carolina Supplement to the M TC
D
33. For asphalt greenways transition
greenway to concrete to enable truncated donne placement.
34. Concrete muo
c must come from a ready zxiiit concrete truck to ensure mix meets air entrainment requirements. No site mix or
sakrete mix allowed.
TOWN of WAKE FOREST, NC
Manual of Specifications, Standards and Design
SeW uetaizu
STANDARD
NOTESFOR-
Not To Scale 2.13
TOWN o£
WAKE FOREST UR AMPS ctobtz.r 20 of 1 .
October, 2013 15 a£ 15
Details Provided by APPIAN .Consulting ,Engineers writv,opgionen, ineers.cam 06/19/2014 12:03:34 t'ti
EXPANSIONJOINT WHERE IC E
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CURB
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TRANSITION
6
8.33%(L2:i) MAX.
SEE NOTES
30,31,&x32
til,., CURBDRC?P-CURB EX. CURB
TRANSITION'> y & GUTTER
8.33'Xi(12:1)MAX. r
VARIES
6TRIP BEYOND) " S' WIDE MIN- CURE RAMP (GRASS S CUB & GUTTER
EX, SIDEWALK 6N12' CONC. REMOVE CURB O
PI
NOTE 3 -
PRO CURB TIE-IN
LEVAT O
CB EX. CURB sx
4
EX. GRASS >� GLITTERAREA{ii; 1:c7%M.gX,0�a4hX. GLITTER
6'xl2'
CONCRETE d4
CURB DETECTLE
LANDING WARNABING. CTION -
DOMES'
SEE SKEET
13 of 15
EX. EX,
SIDEWALK RAMP(VARIES) MAX: SLOPE 121 �5MIN LANDING. WIDTH RAMP MAX. SLOPE 121 SIDEWALK
EXPANSION
JOINT
WARNING DOMES
EXPA%SIONJOINT � SEES%1FE"1GL�o£15 EXPANJ
6'xI2" CONC. CURB
...3:.. ,
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NOTES: SECTION -
1, Maximum curb ramp slope 8.3390 (12:1)
2, Maximum cross slope 2.00%
3. Curb ramps require a (4'-0') minimum landing with a maximum cross slope and longitudinal slope of 2,00% where pedestrians
perform turning maneuvers, Slope to drain to curb,
4. Detectable Yearning domes will cover 2-0` length and full width of the ramp floor as shown on sheet 13 of 15,
5, Refer to sheet 14 & 15 of 15 for all ramp notes. Adopted from NCDOT Alternate Curb Ramp Details.
TOWN of WAKE FOREST, NC
Manual of S ecificatious, Standards and Desi n
CURB RAMPS -^ . DIRECTIONAL Not To Scale 2.13
TOWN of 8 A Rcristo.D tc 5hcet-1,
WAKE FOREST October, 2013 8 of 15
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30; 31, &z 32
CURB TRANSITION
24'TYP, 100%MAX:
12' MIN.
CURB
RAiYS TIOz - 4' MIN. DROP CURB CURB TRANSITION CUR13 TRANSITION _4' MiN. DROP CURB 61
EXPANSION VARIABLIT!SfDE .
JOINT I SIDEWALK
Fi7 6dX
CONCRETE
ELEVATION SLOPES,�TCURB
101, '
3
i
EX. CURB DETECTABLE GurtCRLINE
& GUTTER 1 WARNING DOMES CURBELEVATION
I2AMP(VARIF,S) RAMP(VARIES) FX. CURB EK.
FDE A K PAVEMENT
S W L MAX. SLOPE $.33% 12:1. MAX. SLOPE $.330,12:1 & C;UTi"1~R
EXPAN ION OiNT
6'
IiAMP;xfA�.SI.CJP£ .T
EXPANSION
JOINT
6'x12 " CONC. CURB
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4'x4' LANDING.
fix5"LANDING• WARNING SEE NOTE 17 ON
SEE NOTE 17 ON SHEET 14 of 15
SECTION
, �, DOMES SHEET 14 of lS
SEE SHEET
13 of 15
CAT'S:
1. Maximum curb ramp slope 8:33nw(12:1)
2, Maximum cross slope 100%
3: Curb ramps require a (+-0") minimum landing with a maximum cross slope and longitudinal slope of 2.00% where pedestrians
perform turning maneuvers. Slope to strain to curb.
4. Detectable warning domes will cover X -O' lengthand full width of the ramp floor as shown on sheet 13 of 15.
5. Refer to sheet 14 & 15 of 15 for all ramp notes. Adopted from NCDOT Alternate Curb Ramp Details.
TOWN of WAKE FOREST, NCe
Manual of S ecifieations, Standards and Design
sc4e, mmil e,
CURB RAMPS - SHARED LA, INC Not To Scale 2.13
TOWN of ^�^
WAKEFS7REST TYPE ctobOntT,.0 Sheet 1
October, 2013 11 0£' 15
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DATE: 12--02-2015
SHEET NO. 2
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SEE NOTE 17
b' MIN, CROSSWALK
SEE: NOTE 1C1
RADIUS 'VARIES
FOR TE
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-SIDEGVALK- PROPOSED OR FUTURE SIDEWALK
TOWN of WAKE FOREST, NC
Manual o S ec fications, Standards and 13esi �
t
Scala Dztati±s:..
STANDARD Not To Scale 2.13
-TOWN
��Yy Rev,si-Date: Sheet u:
LACEENTETAL
S
WAE ORET
October, 2013 1 of 15
s r.
s
. i s - t �v€ . o AFMANI •n i'sn'� n in r
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ST EFTS:
1. North Carolina General Statute 136-44.14 requires that all street curbs being constructed or reconstructed for
maintenance procedures,traffic operations, repairs, correction of utilities or altered for any reason after September r I,
1973 shall provide curb ramps fortzephysically
disabled at alli
ntersections where loth curb and gutter and Sidewalks
are provided and at other points of pedestrian f low.
In addition, section 228 of the 1973 Federal Aid 3r h va Saf t Actrequ requires zs'z
on
of curb ramps on any curb
construction of ter ulY 1, 1976 whether a sidewalk lk isproposed initially or is planned for a future date:.
The Americans with Disability Act (ADA) of 1990 extends nds to individuals witkz disabilities, Com rehensive civil rights
Comprehensive �
Y V
protections similar to those provided to sons on the e bast a£ race t'
p � per. s ,sex; national origin and religion under the Civil
Rights Act of 1964. These curb ramps have been designedlied to comply with the current ADA standards ds (2010 ADA
Standards for Accessible i dated ds cress ble Des gra, d t d September 15> 2016 6x effective March 15, 20121
2: Curb ramps s ar required when streets are
altered for resurfacing
(spanninganzing one intersection to another er and includes
overlay of additional material to the road surface with or without milling), reconstructed; rehabilitated or widened.
Maintenance activities on streets, such as crack filling sealing, pavement markin s, surface sealing and pavement
g g
i r
t r t r'
}?'alin c £„ are not alterations. However, if there is no black -to -block resurfacing but resurfacing is occurring at
crosswalk itself, partial resurfacing (curb -to -curb resurfacing of a crosswalk) requires the provision of curb ramps at
that crosswalk.
Curb ramps are not required in the absence of a pedestrian walkway with a prepared surface nor are curb ramps
required intheabsence of curb; elevation or other barrier between the street and the walkway. IUSDOJ July 8, 20131
3, Curb ramps arc required at all curb returns.
4, Detectable warning domes are required for curb ramps.
5. Single curb ramp at the center of the return are not permitted.
6. Dimensions assume 90° centerline intersection of streets.
7. Construct the ramp surface to be stable, firm and slip resistant. located and construct the curb ramp type as shown in
these details.
& Curb ramps shall be constructed perpendicular
to the roadway travel lane.
9, Coordinate the curb ramp and pedestrian crosswalk markings so a 4`x4' clear space at the base of the curb ramp will
fall within the pedestrian crosswalk lin
es.
10: Set back distance from inside coiner of an intersection crosswalk marking to nearest edge of travel lane is 4 feet
minimum.
IL Terminate parking a minimum of 20 feet back of a pedestrian crosswalk,
12. Construct a curb ramps a minimum of 4 feet wide. Width may exceed 48".
13, Construct the running slope of the ramp at a maximum of 8.33% (1:12).
14. Allowable cross slope on sidewalks and ramps to be a maximum of 2%
15. Construct the side flare slope to a maximum of 10% measured along the curb line.;
16. Construct the counter -slope of the gutter or street at the base of the curb ramp at a maximum of 5% and maintain a
smooth transition.
17. Construct landings for sidewalk a minim m of 4x4'with h x'
g a u 4 t a maximum slope of 2% many direction. Construct
landings for median Islands a minimum of 5'x5' with a maximum slope of 2T:a in any direction.
18. To use a median island as apedestrian refuge e rea, media islands viii be a mmznum of 6 feet wzde. Construct median
islands €o provide
ossage over or through thei
stand.
19. Small channelization islands that cannot provide a Yx55landi at the f r will v
p ng e tap o a curb amp, 11 be cut through level
with the surface of the street,
20, Curb ramps with returned side curbs may be used only where pedestrians would not normally walk across the ramp
such as where there the adjacent surface isplantings, other non -walking surface, or the side approach is substantiallyantzaliy
obstructed.
21. The typical 2'x4' truncated dome pad shall be placed with the short dimension perpendicular to the curb. See curb
ramp typical details. Truncated dome pads shall abut¢ the back: of the curb (ICC/ANSI A117 -I Fig C40613.2).
22. Curved tz`uncated dome pads are permitted when ramp width is greater than 4 feet,
23, Color contrast requited only when detectable warning Plates are employed,
A3A Standazdsf for
Accessible Design,
>
section 705, Latest Edition). Recommended Min. light reflectance contrast is 70% (American National Standard
ICC/ANSI A117.1 - Standard&Commentary Section 70 5.3, ,Latest Edition). Painted surface will not be acceptable (See
note 4).
24. Place a 1/2 -inch expansion joint where the concrete curb ramp joins/abuts the curb.
25. Curb ramps through median islands, single ramps at dual crosswalks or limited right-of-way situations will be
handled by special details. Consult with the Town Engineer.
26. When construction is on a NCDOT Right -of -Way, construction shall conform to the latest edition of the NCDOT
Roadway Standard drawings.
27. Construction of curb ramps shall conform to the latest edition of thelCC/ANSI A117, Chapter 4 Accessible Routes.
TOWN of WAKE
NC
Manual of Specifications, Standards and Desip' rz
STANDARD NOTEFOR Not To Scale 2,13
TOWN of ttewstot rru 51,1eet",
WAKE FOREST CURBRAMPS October, 2013 14 of 15
ve,a€a :-rrov;oeo Dy a+ s s ,A,t €,onsa#t€ng wngineers - vrrr3v:oPpsonersg:neers_Com 03/19/2014 ,- 12:03:25 PM
ISOMETRICVIEW
Aw. �Ck4 PAY LIMITS FOR CURB RAMP
' a ---_AREA " s 4'x4' MIN. LANDING SEE
*� �� " ism✓ � // NOTE 3 (THIS SHEET)
NEW EXPANSIONJOINT WHERE: .` >
y
CON( :OTC TYPICATS X � � � �c � o /- 6"x13" CONCRETE CURB
CONCRETE (TYPICAL) DETECTABLE
C . A_r am'` 2cib i
WARNINGSURF'ACE,
tIAX m*r ri
l > SE E T 1
'` � .e •,� r�'3- -� aA ESH E 13 of 5
1
r
r r
EX. CURB ,
ro�
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I2"MIN. CURB
{%
T'IZANSIrION ��iy ~ 1}i 1t?Y /�•
SEE NOTE
30, 31, St 32
?_4„ISP. CURB TRANSITION
10D% MAX.
12" MIN.
CURB
RANSITIO
4' MIN. DROP CURB
CURE TRANSITION CURB TRANSITION h' MIN. DROP CURB
6;
EXPANSION VARIABLE SIDE
ELEVATION XCPEFI�Sa, NzcOr. T;T,'O
CURB
SIDEWALK &x12°
CO
ICRETE
'
ABLE I
2
-
• - g •�,�
&GUTTER WARNIEKCURB NG DOMES GISTTERLIvE CUE'LEVAT5 1.'�
EX. CURE EX.
EX, SIDEWALK RAMP (VARIES) MAX. SLOPE 12:1 & GUT`I"ER AVEMENT
EXPANSIONJOIN 6'
s EXPANSION '
IN6'x,2"CON(<CURB
30
E•.._ _ _ ___ ____ ___ _ __ _ _ .. _�. .. _ _.. _.- �._ .__ DROP
CURB
f
Fr
n:i io
X -o"
pMIN. 4!x+ LANING. DETECTABLE Vx4' LANDING,
SEENOTE 17 ON SHEDET 1.4 of 15 SECTION - SEEWDOMF-S ON SHEET h of 15
SEE SHEET
13 of 15
E'L 71S t'1' AL3 r T•Y"'i 't ` .,ers ... I
J 4 t'10Mea D1 f'�Y •„ariS l,En ,r? S
J i1 L .0 C.. ... WY{Y ' E F1"Y`. 3 � �f ! .... ..4t
{.a>)'Y a . ,C rlG'C 5,(071
t 1 ,
s t c�,> ; g ztl l . 2. is >' � i'.,�,
1 r .0
STANDARD R
28. Curb ramps p shall be provided at locations as shown on these plans or as directed by engineer. Curb ramps shall be
located as indicated
in these details; however, the location may be adjusted as directed by the engineer where existing
light poles fireh hydrants, drop inlets, etc.
Affect placement. At these locations,,not less than 2 feetof full height
curb
shall be placed between adjacent ramps.
29, U airentrai entrained n d 3 0
00 psi concrete with a sidewalk finish in order to obtain a rough non-skid type surface:
30. Crosswalk a k w' zdths and configuration vary
but must conform design standards.
31. Place theinside zas de edestriaz crosswalk lines no
closer in the intersection then would be established by bisecting the
intersection
xadii with an allowance of a 4x4maneuvering a
ce t2003ICC/ANSI ai17'Coxmenear . Fig. (406:6 6
406.10 in the vehicular Y w inP installed.
travel way when one ramp is in t Iled:
32. Place all pavement
markings in accordance ance with the latest edition of the Manual o£ Uniforixz Traffic Control Devices
(MUTCD) ppublished by t
he 1Federal Highway
Administration ration and the North.
Carolina Supplement to the M TC
D
33. For asphalt greenways transition
greenway to concrete to enable truncated donne placement.
34. Concrete muo
c must come from a ready zxiiit concrete truck to ensure mix meets air entrainment requirements. No site mix or
sakrete mix allowed.
TOWN of WAKE FOREST, NC
Manual of Specifications, Standards and Design
SeW uetaizu
STANDARD
NOTESFOR-
Not To Scale 2.13
TOWN o£
WAKE FOREST UR AMPS ctobtz.r 20 of 1 .
October, 2013 15 a£ 15
Details Provided by APPIAN .Consulting ,Engineers writv,opgionen, ineers.cam 06/19/2014 12:03:34 t'ti
EXPANSIONJOINT WHERE IC E
NEW CONCABUTS EX.
�'""
CONCRETE(TYPICAL) PAY LIMITS FOR CURB RAMP
Y q� . > a fr - - OBSTRUcTI_D OR V..4,
exr 1 NON -WALK SURFACE
C E.:.
s°xi2' � _ DETECTABLE
CONCRETE -
CURB
/. WARNING'SURFACE
'� SEE 1
CURB � ,.-.,• '`� axm �.' . �,�r€a E SHEET ET 13 0£ 5
`+F 6" dT CONCRETE CURB
GiiRB DROP ».CURB-_-.
a r
>.
TRANSITION
6
8.33%(L2:i) MAX.
SEE NOTES
30,31,&x32
til,., CURBDRC?P-CURB EX. CURB
TRANSITION'> y & GUTTER
8.33'Xi(12:1)MAX. r
VARIES
6TRIP BEYOND) " S' WIDE MIN- CURE RAMP (GRASS S CUB & GUTTER
EX, SIDEWALK 6N12' CONC. REMOVE CURB O
PI
NOTE 3 -
PRO CURB TIE-IN
LEVAT O
CB EX. CURB sx
4
EX. GRASS >� GLITTERAREA{ii; 1:c7%M.gX,0�a4hX. GLITTER
6'xl2'
CONCRETE d4
CURB DETECTLE
LANDING WARNABING. CTION -
DOMES'
SEE SKEET
13 of 15
EX. EX,
SIDEWALK RAMP(VARIES) MAX: SLOPE 121 �5MIN LANDING. WIDTH RAMP MAX. SLOPE 121 SIDEWALK
EXPANSION
JOINT
WARNING DOMES
EXPA%SIONJOINT � SEES%1FE"1GL�o£15 EXPANJ
6'xI2" CONC. CURB
...3:.. ,
g Q �
s
NOTES: SECTION -
1, Maximum curb ramp slope 8.3390 (12:1)
2, Maximum cross slope 2.00%
3. Curb ramps require a (4'-0') minimum landing with a maximum cross slope and longitudinal slope of 2,00% where pedestrians
perform turning maneuvers, Slope to drain to curb,
4. Detectable Yearning domes will cover 2-0` length and full width of the ramp floor as shown on sheet 13 of 15,
5, Refer to sheet 14 & 15 of 15 for all ramp notes. Adopted from NCDOT Alternate Curb Ramp Details.
TOWN of WAKE FOREST, NC
Manual of S ecificatious, Standards and Desi n
CURB RAMPS -^ . DIRECTIONAL Not To Scale 2.13
TOWN of 8 A Rcristo.D tc 5hcet-1,
WAKE FOREST October, 2013 8 of 15
aeta'is trravYaeo'oy Aft !AE; U0nS,JIUr1.g t,ngineer., wsuw.nppso iergineers.corrt 3/,9/ r31 12:0x 21 Pl,4
SIDEWALK AREA-----,--- f S M T Y Y�
m
NI
PAY LIMITS FOR CURB RAM
rtxs,
EXPANSIONJOINT WHERE �,Y � \ ' �---9`-- 6x12
M,r
CONCRETE CURB
NEW CON( ABUTS EX: � `�.
.. z
2
CONCRETE( ) TXP1C L f
A _..
5x5' LANDING
i�
.- . SEE NOTE 3
Tk2Is SHEET) EET
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24SURI;ACE.: SEL
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C;L112B ;qr
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TRANSITION' _
SEE NOTE
30; 31, &z 32
CURB TRANSITION
24'TYP, 100%MAX:
12' MIN.
CURB
RAiYS TIOz - 4' MIN. DROP CURB CURB TRANSITION CUR13 TRANSITION _4' MiN. DROP CURB 61
EXPANSION VARIABLIT!SfDE .
JOINT I SIDEWALK
Fi7 6dX
CONCRETE
ELEVATION SLOPES,�TCURB
101, '
3
i
EX. CURB DETECTABLE GurtCRLINE
& GUTTER 1 WARNING DOMES CURBELEVATION
I2AMP(VARIF,S) RAMP(VARIES) FX. CURB EK.
FDE A K PAVEMENT
S W L MAX. SLOPE $.33% 12:1. MAX. SLOPE $.330,12:1 & C;UTi"1~R
EXPAN ION OiNT
6'
IiAMP;xfA�.SI.CJP£ .T
EXPANSION
JOINT
6'x12 " CONC. CURB
DROP
CURB
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6"x12" CON(. CURB
DETECTABLE
4'x4' LANDING.
fix5"LANDING• WARNING SEE NOTE 17 ON
SEE NOTE 17 ON SHEET 14 of 15
SECTION
, �, DOMES SHEET 14 of lS
SEE SHEET
13 of 15
CAT'S:
1. Maximum curb ramp slope 8:33nw(12:1)
2, Maximum cross slope 100%
3: Curb ramps require a (+-0") minimum landing with a maximum cross slope and longitudinal slope of 2.00% where pedestrians
perform turning maneuvers. Slope to strain to curb.
4. Detectable warning domes will cover X -O' lengthand full width of the ramp floor as shown on sheet 13 of 15.
5. Refer to sheet 14 & 15 of 15 for all ramp notes. Adopted from NCDOT Alternate Curb Ramp Details.
TOWN of WAKE FOREST, NCe
Manual of S ecifieations, Standards and Design
sc4e, mmil e,
CURB RAMPS - SHARED LA, INC Not To Scale 2.13
TOWN of ^�^
WAKEFS7REST TYPE ctobOntT,.0 Sheet 1
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PSI -PF STEPS BY NCA.
INDUSTRIES, SEL' DETAIL 2 4
AND NOTE S, DETAIL 237) -
� PRECAST ---
CONC. I3OX
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NOTE 3,
DETAIL 2.57 -
- 11:00:12 AM
11
SEE NOTES
ONE CUBIC FOOT OF
#57 STONE YdRAPP 'D
IN NON- WOVEN
RCP < . FILTER FABRIC AT
DetaiI9 Frov.Ced by APHAN Consulting Lngmeers -• ws,-sv.c�rlsa,ar:gi�eersmat;:-
$ �= The fill height measured vertically at any point along the pipe from the top of the pipe to the top of
Do not operate heavy equipment Quer any pipe culvert
0,5/113/2011 t - 10:7`J: 4 AM.
he embankment at that paint.
backfilled andcovered with at
BACKFILL (OVERFILL SOIL)
(VS
}
Ah
.,r
s
r
y�
2
21"""'_- � q r
a f
l
b'
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t e
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MINIMM �P
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S
SEE DETAIL 00103�,r
x f
1
�t
� s
� L �
s �
f
i
ffi
u � ,
�f s
ll" r
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sAw CUT ,Vit r Do
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FDGE OF X � .....:..: ::`.:`;, r:' :......., THICKNESS01):
EE TABLES 3 2
PAVEMENT.;, <;
S A ES �x
AND NOTE 5
t : ' HAUNCH ZONE:
r
f
(SEE TABLE
TAKE CARE TC?
t < = ,> ..•
FULLY COMPACT
t
CiL Y C P
.� HA NC Z NE OF
�x v H O
EXCAVATION LINE
PIPE SELECT
AS REQUIRI:I)
BACKFILL.
j OUTi R BEDDING (fil):
SELECT BACKS ILL : ri „t r� r
MATERIALS AND COMPACTION
�3 EACH SIDE, SAME
UO REQUIREMENTS AS HAUNCH.
B2 r t4? ' COMPACT AFTER. PIPE IS PLACID
•t & PRIOR TO PLACEMENT OF FILL
1,
MIDDLE BEDDING
TYPE: 3' FABRIC (NCDOTSECT. 10.56)
To ESS", C
Manual of S ecificatio s, Standards and i3esiM all AI,
d
S DRAIN Not To Scale 2253
TOWNof w I I sT DIPS INSTALLATION I
&Ca istoe Race; Sheet 0:
OCtOIel`, 2QI3 I of .�
i3et4Tx$ 3`cD asded
e SEE DETAIL 2.72 AND
PRE -APPROVED PRODUCT LIST;.
(NCDOT DETAIL 8 §OA3 - SHOWN
WITH TYPE "E"GRATE) HEAVY
DUTY FRAME, COVER & HOOD
• BIKE -FRIENDLY GRATES ARE
REQUIRED AT BIKE/PEDESTRIAN
CORRIDORS.
M
.5
3e',c is PYDxtdeco1 fPPlrt" - kf nc
Engineers -_ y.Da D =�� ineers.m
QSf.0I
an' -4 - 10:59:40 AM
SIDDP Table I
a Unified $oil Classification System
b Standard Installations Direct Design
Table 2
NOTES:
v
i. Compaction and of symbols- i.e. " 5 Category I" - r
� r soil bol 9 I g y refs stnCategaryis©il:material with rninmumstandarcl
Proctor compaction of 95°x.
2. Soil in the outer 'r l ' i h r
to bedding, raz nc and tows side ones except urrderthernid IIs 1/3 the pipe, shall e
to a east esamacompaction a t mr r' p t / of p p, hal b
compacted t 1 ih e s .lee majority fire sail in the overfill (baclrfill)zarre..
3. For trenches the elevation hull enolow rt rx
, Ig s h e than 0"ii-I lielawfarxlslted grade orfor roadways, its tags shall be
no lower than a i tY
la hat n elevation a 1 -oat beta the bottom oft pavement bas material.
e e e
.� .� f p
4•. For trenches the width hall be wider than n shown i re uir or a
dt s e 1 a sit t ed ode a fes acetaattairtthespecified
.
f 9 .� rl p
compaction in the haunch and beddingzones.
5, Compact outer bedding a ter i e is laced and prior I
p g f. p p p n p o to acement+Jfselect fill. Middle bedding is
uncm atd
a ce .
p
6. Overfill (Bacli fill) soils to be placed per standard specification 02700 Storni Drainage forthe applicable
backfill type and bury limitations.
7. These two tables were. excer ted rom Design Data 9 and modified togenera l
it f g � f t gen., a Iyconform tathe NCDOT
Standards as shown in Detail 300,01, Rigid Pipe in Trench Condition.
Ref ere c Sources:
1. ACPA Design Data 9 [April, 20091(farmertyDesign Data 40).
2. 2012 NCDOTStandard specifications far Roads and Structures and NCDOT•Standard Details 300.01 far
Rigid Pipe, "Trench Condition,"
T of WAKE NC
Manual of Secifications; Standards and Desig i
STI A Nae' o scale 2.53
TOWN of
VJAIZEFOREST DIPS INSTALLATION LATIO October,
October,20i3 2 of 3
ELii�l�� °� and ��� e�t5l) �I����ac��ic�rt� it�i' X4531 ���4�YY��#EiYi�
[ � c�a��rtAA��l�r�a
Gravelly Sand SW, -SF, GW, GP : NCDOT Class Ii -Type i {crushed stone screenings}, LL < 3p; P1 <6:
(Category i} - NCDOT Class ill, Type 1 (2S or 2MS}, LL < 30; isl < 6: -
Sandy Sift GM, SM, Also GC, SC - NCDOT Class II Type 1 (crushed stone screenings) and Class It, Type 2 {AASHTO M945 for
(Category ii) with loss than 20% A-2-4 with maximum PE of 6, A-4 wt max 45% passing No, 2q0 Sieve and a maximum PI of 0}
passing #2qO sieve - NCDOT Class lit, Type 1 (2S or 2MS} or Class iii, Type 2. {ARSH7{} i�145 for soli classification
A-9 or A-3)
>l�r><darcl 1rat11�t3o�a� ofl1� �t�ts13tti>:t Compaction Requirements
F�ocluire�n%
lnstali�tian
until the pipe culvert has been property bac
Outer Bedding {'� }
least 3 feet of approved material.
Location
Undisturbed earth material
;<
'f
Bedding (Middle and Outer): Loosely placed select backfill material meeting NCDOT Class II; Type 1 (washed or unwashed
crushed stone screenings) or Class III, Type 1 (NCDOT 2S or 2MS fine aggregate). Leave section directly beneath pipe
�3a4:kit11 Area
l)i3titCtG'r C)i
uncom a d as pipe seating and backfill will accomplishcompaction.
p cte p p at g a a ccomp
..•: ..:., >
Select Backfill Below s rin line : Select backfill materialmee in NCDOT Class`II fi s 9 or 2 r NCDOT Class III, Types
to_ as 1, p
( p 9 } 9Types Y
{% compaction/Category)
9 or 2.
Type 9
Backfill: Approved suitable local coma able material above s rin iine of pipe meeting Town of Wake Forests specifications.
pp i pct I> 9 p p 9 P
95% Category 1
nock Foundation or Unsuitable Material Foundation: Select material NCOOT Class V (#78M stone) or NCDOT
Paved Areas with
Class VI (#57 stone) for foundation conditioning. Encapsulate with engineeringfabric as directed by the Engineer; Type 4 soil
9
Silly Ciay
stabilization fabric (NCDOT Table 1056-1). Overlap all transverse and longitudinal joints in fabric at least 18 inches. Maintain
A5; A6
the pipe foundation in a dry condition.
BACKFILL (OVERFILL SOIL)
(VS
}
Ah
.,r
s
r
y�
2
21"""'_- � q r
a f
l
b'
t`s
t e
2"
MINIMM �P
UM A HALT` r
S
SEE DETAIL 00103�,r
x f
1
�t
� s
� L �
s �
f
i
ffi
u � ,
�f s
ll" r
*a`l. BLDDINC
sAw CUT ,Vit r Do
f
FDGE OF X � .....:..: ::`.:`;, r:' :......., THICKNESS01):
EE TABLES 3 2
PAVEMENT.;, <;
S A ES �x
AND NOTE 5
t : ' HAUNCH ZONE:
r
f
(SEE TABLE
TAKE CARE TC?
t < = ,> ..•
FULLY COMPACT
t
CiL Y C P
.� HA NC Z NE OF
�x v H O
EXCAVATION LINE
PIPE SELECT
AS REQUIRI:I)
BACKFILL.
j OUTi R BEDDING (fil):
SELECT BACKS ILL : ri „t r� r
MATERIALS AND COMPACTION
�3 EACH SIDE, SAME
UO REQUIREMENTS AS HAUNCH.
B2 r t4? ' COMPACT AFTER. PIPE IS PLACID
•t & PRIOR TO PLACEMENT OF FILL
1,
MIDDLE BEDDING
TYPE: 3' FABRIC (NCDOTSECT. 10.56)
To ESS", C
Manual of S ecificatio s, Standards and i3esiM all AI,
d
S DRAIN Not To Scale 2253
TOWNof w I I sT DIPS INSTALLATION I
&Ca istoe Race; Sheet 0:
OCtOIel`, 2QI3 I of .�
i3et4Tx$ 3`cD asded
e SEE DETAIL 2.72 AND
PRE -APPROVED PRODUCT LIST;.
(NCDOT DETAIL 8 §OA3 - SHOWN
WITH TYPE "E"GRATE) HEAVY
DUTY FRAME, COVER & HOOD
• BIKE -FRIENDLY GRATES ARE
REQUIRED AT BIKE/PEDESTRIAN
CORRIDORS.
M
3e',c is PYDxtdeco1 fPPlrt" - kf nc
Engineers -_ y.Da D =�� ineers.m
QSf.0I
an' -4 - 10:59:40 AM
SIDDP Table I
a Unified $oil Classification System
b Standard Installations Direct Design
Table 2
NOTES:
v
i. Compaction and of symbols- i.e. " 5 Category I" - r
� r soil bol 9 I g y refs stnCategaryis©il:material with rninmumstandarcl
Proctor compaction of 95°x.
2. Soil in the outer 'r l ' i h r
to bedding, raz nc and tows side ones except urrderthernid IIs 1/3 the pipe, shall e
to a east esamacompaction a t mr r' p t / of p p, hal b
compacted t 1 ih e s .lee majority fire sail in the overfill (baclrfill)zarre..
3. For trenches the elevation hull enolow rt rx
, Ig s h e than 0"ii-I lielawfarxlslted grade orfor roadways, its tags shall be
no lower than a i tY
la hat n elevation a 1 -oat beta the bottom oft pavement bas material.
e e e
.� .� f p
4•. For trenches the width hall be wider than n shown i re uir or a
dt s e 1 a sit t ed ode a fes acetaattairtthespecified
.
f 9 .� rl p
compaction in the haunch and beddingzones.
5, Compact outer bedding a ter i e is laced and prior I
p g f. p p p n p o to acement+Jfselect fill. Middle bedding is
uncm atd
a ce .
p
6. Overfill (Bacli fill) soils to be placed per standard specification 02700 Storni Drainage forthe applicable
backfill type and bury limitations.
7. These two tables were. excer ted rom Design Data 9 and modified togenera l
it f g � f t gen., a Iyconform tathe NCDOT
Standards as shown in Detail 300,01, Rigid Pipe in Trench Condition.
Ref ere c Sources:
1. ACPA Design Data 9 [April, 20091(farmertyDesign Data 40).
2. 2012 NCDOTStandard specifications far Roads and Structures and NCDOT•Standard Details 300.01 far
Rigid Pipe, "Trench Condition,"
T of WAKE NC
Manual of Secifications; Standards and Desig i
STI A Nae' o scale 2.53
TOWN of
VJAIZEFOREST DIPS INSTALLATION LATIO October,
October,20i3 2 of 3
ELii�l�� °� and ��� e�t5l) �I����ac��ic�rt� it�i' X4531 ���4�YY��#EiYi�
[ � c�a��rtAA��l�r�a
Gravelly Sand SW, -SF, GW, GP : NCDOT Class Ii -Type i {crushed stone screenings}, LL < 3p; P1 <6:
(Category i} - NCDOT Class ill, Type 1 (2S or 2MS}, LL < 30; isl < 6: -
Sandy Sift GM, SM, Also GC, SC - NCDOT Class II Type 1 (crushed stone screenings) and Class It, Type 2 {AASHTO M945 for
(Category ii) with loss than 20% A-2-4 with maximum PE of 6, A-4 wt max 45% passing No, 2q0 Sieve and a maximum PI of 0}
passing #2qO sieve - NCDOT Class lit, Type 1 (2S or 2MS} or Class iii, Type 2. {ARSH7{} i�145 for soli classification
A-9 or A-3)
AM
>l�r><darcl 1rat11�t3o�a� ofl1� �t�ts13tti>:t Compaction Requirements
F�ocluire�n%
lnstali�tian
�4242in� Thickness
Outer Bedding {'� }
$$c�UYiG�'t ,�4)n� Select
Location
�"ype
Class ill Pipe Class 1V Ripe
Note 5
�3a4:kit11 Area
l)i3titCtG'r C)i
MaXfIilUt7l BUI}t MBXiIYitlftt BUfjr
MBXIIirUrn Bury
(% campaction/Categary)
{% compaction/Category)
H (feet) #-! {feet}
Type 9
B 1 = Di/8 {6"min}
95% Category 1
90% Category I,
Paved Areas with
Silly Ciay
CL, MH, GC; SG
A5; A6
(Category iii}
24
foundation, / ! 'H' 2° min124" m
alt of 9 ax
TRANSITION FROM STD.
A^PtAhf uaz>-sutiinc> ..nafreers - Kw;v.DP;�icnencineers.eam 03�'19{2014 - l'::0G:24
-
4t�r�
'.•*" 't t4A
STD. C:LJRBSr GUTTER
+y � �•�• •gg
GUTTER (SEE DETAIL 3i�" CURB `t�Iid 1.i iJ T .#. E i�.
a
At
I/x" EXPANSION JO N"I'
DEPRESS GUTTER � ••.."'"'•..,, `••"�, m
LINE TO MEET GRATE ~"" �-., '�•.. <�'•R...
ki
30'VcSLLEYGUTTP
(SEE DLTAIL 2.2)
4
kk
TOWN of WAKE FOREST, NC
Manual of S ecificatiorts, Standards and Design
STD. C' IINLET/1.dO.i.J NatTalScale .2 si}
TOWN of
WAKE FOREST DETAIL Revisscm l?at<: Sheet *
Fill Height Tabi
:
October, 2013 3 of 3
ueccsus z-roweeD Dy rt;�tat r. C.r,rra"uiaea �aatneers - ;vvrw,apA:aneay;ne+wrs:earn
>l�r><darcl 1rat11�t3o�a� ofl1� �t�ts13tti>:t Compaction Requirements
F�ocluire�n%
lnstali�tian
�4242in� Thickness
Outer Bedding {'� }
$$c�UYiG�'t ,�4)n� Select
Location
�"ype
Class ill Pipe Class 1V Ripe
Note 5
�3a4:kit11 Area
l)i3titCtG'r C)i
MaXfIilUt7l BUI}t MBXiIYitlftt BUfjr
MBXIIirUrn Bury
(% campaction/Categary)
{% compaction/Category)
H (feet) #-! {feet}
Type 9
B 1 = Di/8 {6"min}
95% Category 1
90% Category I,
Paved Areas with
2 min, 12 max
02 -= If 4a foundation o over unsuitable
Rock f r
2 min, 12 max 1 min, 20 max
°
95loCategory ii
.
2' ar less bury
rY
24
foundation, / ! 'H' 2° min124" m
alt of 9 ax
2 min, 8 max
1 min, 13 max
30
Type 2
B1 = Dit in
$ 6 m }
(
°
9q Jo category I
°
85 /o Category I
,
Paved '
Areas with
1 min; $max
B2 =1f Rock foundation or over unsuitable table
42
0
90 Jo Category ll
greater than 2' of
9 min, 13 max
foundation /2 !ft of 12" min/24' m
H ax
9 min, 12 max 9 min, 99 max
1 min,8 max
b
bury
Type 3
B1 = DiJ min
6 (6' }
o
85%Category f
_ o
$5 Jo- I
Category .
nRtWoutside f
I o
1 min, 12 max 9 min, 19 max
B2 = if Rock foundation or over unsuitable
0
90 o Category
! 11
0
9Q Jo Category Hot 95%
+
v
Pavement
1 miff, 7 max
foundation, °/z°Kf of `H`: 12" mint24" max
Fill Height Tables used lin:
Category t1i
2. AASHT HL- live load
T 4
Yp e
� �`n '
81 Di/6 G min)
( }
No Compaction required,
Na r u'
Compaction e usd
9
Natural i s
A ea
using he indirect i
t design method in accordance with Section 92. 1q.4.3 of the AASHTO LRFD Bridge Design
B2 = If Rock foundation or over unsuitable
except if Category III, use
except r€ Category III, use
s„
foundation, /: Ift of'H', 12° min/24" max
85% Category lit
85% Category iii
A^PtAhf uaz>-sutiinc> ..nafreers - Kw;v.DP;�icnencineers.eam 03�'19{2014 - l'::0G:24
-
4t�r�
'.•*" 't t4A
STD. C:LJRBSr GUTTER
+y � �•�• •gg
GUTTER (SEE DETAIL 3i�" CURB `t�Iid 1.i iJ T .#. E i�.
a
At
I/x" EXPANSION JO N"I'
DEPRESS GUTTER � ••.."'"'•..,, `••"�, m
LINE TO MEET GRATE ~"" �-., '�•.. <�'•R...
ki
30'VcSLLEYGUTTP
(SEE DLTAIL 2.2)
4
kk
TOWN of WAKE FOREST, NC
Manual of S ecificatiorts, Standards and Design
STD. C' IINLET/1.dO.i.J NatTalScale .2 si}
TOWN of
WAKE FOREST DETAIL Revisscm l?at<: Sheet *
Fill Height Tabi
:
October, 2013 3 of 3
ueccsus z-roweeD Dy rt;�tat r. C.r,rra"uiaea �aatneers - ;vvrw,apA:aneay;ne+wrs:earn
I3.
R
cpginaan ree;s.ce3f19r207 -
ID10 41PQ E­41.4VJ
END SECTION DIMENSIONS
DIA.
Type 3 {eddit'i4d} Installation
Type 4 (Bedding) Installation
C D
(0,69 Inch Crack)
{ti"Oi Inch Crack}
Inside. pipe
Class ill Pipe Class 1V Ripe
Class lfl Pipe
Glass 1tt Pipe
l)i3titCtG'r C)i
MaXfIilUt7l BUI}t MBXiIYitlftt BUfjr
MBXIIirUrn Bury
MaXitllUfTi Bury
(inches)
H (feet) #-! {feet}
H {feet}
H (feet)
15
2 min, 92 max 1 min, 20 max
3 min, 7 max'
2 min, 12 max
18
2 min, 12 max 1 min, 20 max
3 min, 7 max
9 min, 13 max
24
9 min; 92 max 1 min, 20 max
2 min, 8 max
1 min, 13 max
30
1 min, 12 max 1 min, 20 max
1 ming$ max
1 min; 93 max
36
1 min, 92 max 9 min, 20 max
1 min; $max
9 min, 93 max
42
9 min, 12 max 1 min, 20 max
1 min, 8 max
9 min, 13 max
48
9 min, 12 max 9 min, 99 max
1 min,8 max
1 min, 13 max
54
1 min, 92 max 1 min, 19 max
1 min,8 max
9 min, 13 max
60
1 min, 12 max 9 min, 19 max
9 min, 8 max
1 min, 93 max
72
9 min, 91 max 1 min, 19 max
1 miff, 7 max
1 min, 93 max
Fill Height Tables used lin:
1. Ys= 920 pcf {backfill load}
2. AASHT HL- live load
3. Positive Projecting ecti ng Embankment Condition (this comparison to trench conditions),
g lues conservative results in r
4, Pipe =Reinforced Concrete Pi meeting ASTM M 076 AASHTO M170watt
Pipe { }, C thickness.
5. Concrete t eshout e neta ii
d b i ed in accordance w'rAASH T
th O LRFD Brid a .Can trUCtiafl Specifications,
P p 9 s
Section 27 or ASTM 01479.
"Fill Height Tables, the excerpted p
ted here was developed b the American Concrete Pipe A
portion ssociation ACPA
Y t )
using he indirect i
t design method in accordance with Section 92. 1q.4.3 of the AASHTO LRFD Bridge Design
Specification, 4th Edition, 2007 with 2008 Interim.
I3.
R
cpginaan ree;s.ce3f19r207 -
ID10 41PQ E­41.4VJ
END SECTION DIMENSIONS
DIA.
A
B
C D
L
X:Y
2'-3'
3-10' 6-l"
2'-8:
2.4:I
18"
9°
2-3'
3'-10' 6-I.`
3-0"
2.4;I
24'
20'
3`-8'
2'-6° 6-2"
4':6'
23.1
30"
i�-a"
X45'
I._s. 5-2'
s�-n•
TOP OF BERM I
CARRY RIP -RAP UP
SIDES OF SPILLWAY
-3' MIN.
1' FREEBOARD MIN. #9 RIP. RAP
3' MIN. •'". •-�S:Wt�u�'i-tE. (t1,.
3' MIN.
SECTION THRU BERM &FILTER PERSPECTIVE VIEW
2' CARRY RIP -RAP UP
MIN MIN SIDES OF SPILLWAY
TOP ELEVATION OF STORMWATER 1' FREEBOARD MIN.
5 WASHED
1 MAX
1' FLOOD STORAGE ZONE
STONE
�ll `EE3' MIN.
O
4' MIN. 3' SEDIMENT STORAGE ZONE (TOTAL BASIN CAPACITY) a'r' � •.
1
1.5' MAX. SEDIMENT DEPTH iTFjij_lTielji_tii
-1 "49 RIP RAP i11=111=III�I�III:
15' MIN. 1' 8' MIN.
MIN.
MAXIMUM LEVEL OF SEDIMENT COLLECTED"
CLEAN BASIN WHEN THIS LEVEL IS REACHED
SECTION. THRU BASIN &FILTER
GRAVEL AND RIP -RAP F
ILTER BASIN
SCALE: NTS
Z
1. Greater bury depths I lase sI t than t rrawrr above are aclzievgbleb either risin Type I cir2 Installation, Irsim
y g g
Class Y pipe, carrtralirlg backfi.Il type, ca Ic tclatirgg depth usinga trench condition, or by specie I Design. See
a lea Design Data 9 ptt bushed by the ACPA for design ntetlrodolagy. A4
2. inlieuafcalculatingburydepthfaratlrercarrditians,firstsee"LRFDFiilfieightTablesfarGarrcretePipe",last.
revisedJu ly 2009 (or later), prepared by the ACPAfor other bury depth possi bilities. NC
4
TOWN of WAKE
-Manual of S eei.fi.cati.oias, Standards and De�ign
STORMDRAIN Not TaScale 2.53
WAKE ISAI.,.`�
R.:viSton rrxte: Sheet 41.
OGtOlk"T, 200
OC .3
FINAL DRAWING - RELEASED FOR CONSTRUCTION
°
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DRAWN BY: MAG
SCALE: N.T.S.
DATE- 12-02-2015
SHEET N0. A
1-20 MCADAMS

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PROJECT NO. JPM-14060
FILENAME: JPM14060-D1
CHECKED BY: N D W
DRAWN BY: MAG
SCALE: N.T.S.
DATE: 12-02-2015
SHEET NO.
D -4
M MCADAMS

19/ I G" OPERATION NUT
Manufacturer
%`k1,M0/DAY/YR
Class 35
BOTTOM VIEW
NOTE I "WATER" LETTERING MUST BE I" RAISED (RECESSED FLUSH)
SECTION VIEW NOTE 2 -VALVE COVER SHALL BE DOMESTICALLY CAST.
NOTE 3 - COVER MUST HAVE MINIMUM WEIGHT OF 25 POUNDS.
NOTE -4 - COVER MUST BE CLASS 35 OR GREATER:
NOTE 5 COVER MUST MEET OR EXCEED AASHTO H 20 LOAD
REQUIKEMENTS.
x
PROPERTY MINIMUM 30 HORIZONTAL CLEARANCE
LINE FROM ANY OBJECT.
PIPE HYDRANT, PUMPER NOZZLE TO BE POINTED
TOWARDS FIRE TRUCK ACCESS.
TRAFFIC FLANGE BETWEEN 2" - G"
ABOVE GRADE
SIDEWALK `CURB AND GUTTER
PAVEMENT
•''"" G" GATE VALVE
VALVE BOX
CONC. THRUST
N COMPACTED BACKFILL BLOCK
(TAMPED IN G" LIFTS)
^� P_00
° G" MIN. BRANCH PIPE
RESTRAINING GLANDS EE I
MAIN
�I'-3"x _I.'-3" -4" THICK RESTRAINING
GLANDS
7 ON FT. CRUSHED
STONE MIN.
UNDISTURBED EARTH.
NOTES;
1. FIRE HYDRANT SHALL BE A5 MANUFACTURED: MUELLER, AMERICAN DARLING, KENNEDY; MSH,
WATEROU5, CL01V, EAST JORDAN IRON WORKS, OR US PIPE.
2.. BRANCH PIPE SHALL BE DUCTILE IRON AWWA C 150-9G
3. G" GATE. VALVE SHALL BE,ANWA C500 -8G OPEN LEFT
4. 5TEEI- RODS AND BOLTS SHA_I BE �' HOT DIPPED GALVAN17FD
5. FIRE HYDRANTS 1MLL BE INSTALLED IN TRUE VERTICAL POSITION
RODS SHALL NOT BE COUPLED MORE THAN ONCE. IF THE LENGTH FROM THE VALVE TO THE
HYDRANT EXCEEDS 20 THEN A MECHANICAL RESTRAINING GLAND WTH A REBAR CAGE 5HALL BE
INSTALLED NO MORE THAN I O' FROM HYDRANT AND POURED IN CONCRETE.
FIRE HYDRANTS TO BE LOCATED IN ROW OR 2 FOOT EASEMENT ADJACENT TO ROVV
_ -I
ANYTIME SITE WORK, CONSTRUCTION,
ROAD WORK, OR ANY OTHER WORK
CHANGES THE GRADE OF THE, FIRE
HYDRANT, THE PERSON RC,�PON.�ICL�
CITY OF RALEIGH
FORTHE WORK 15 RESPONSIBLE FOR DEPARTMENT OF PUBLIC UTILITIES
ADJUSTING THE FIRE HYDRANT TO STAY
WITHIN COMPLIANCE. STANDARD EI RE HYDRANT
I N5TALLATION DETAIL
DWG. NO, REVISIONS DATE REVISIONS DATE
ABB- 4-G-04 TN'
W -q DHL 2r 14/05
OR
o . . q
' O DOF PIPE ir,r--' MINIMUM SIDE'
G" OF #6 ..
7 STONE WHEN ��� _ CLEARANCE
ROCK OR WATER IS
ENCOUNTERED
NOTE5=
1. TRENCHES REQUIRING SHORING AND BRACING, DIMENSIONS SHALL BE TAKEN FKOM'THE
INSIDE FACE OF THE- SNARING AND BRACING..
2. NO ROCK5 OR BOULDERS 4" OR LARGER TO BE USED IN BACKFILL.
3. ALL BAC+KFILL MATERIAL SHALL BE ,SUITABLE NATIVE MATERIAL.
4, BACKFILL SHALL BE TAMPED IN G" LIFTS:
5. ACHIEVE 957o.COMPACTION IN BACKFILL.
5" STORZ
NOZZLE
32"
2 2" NOZZLES W/
NATIONAL STANDARD
THREADS
GROUND LINE 1 5/6" 11
strar
NOTES:
1 RALEIGH PUBLIC HYDRANTS SHALL BE PAINTED SOLID RED.
2. KNIGHTDALE, $ ROLESVILLE PUBLIC HYDRANTS SHALL BE PAINTED RED VV/SILVER OPERATING
NUTS.
3. ZEBULON PUBLIC HYDRANTS SHALL BE PAINTED RED W! SILVER BONNETS AND OPERATING
NUTS,
4, WAKE FOREST AND GARNER, AND WENDELL PUBLIC AND PRIVATE HYDRANTS TO BE
PAINTED SAFETY YELLOW W/SILVER CAPS AND OPERATING NUTS.
5. OPERATING NUTS ON HYDRANTS CONNECTED TO PUBLIC MAINS LARGER THAN 12" SHALL
BE PAINTED BLACK.
CITY OF RALEIGH
DEPARTMENT Of PUBLIC UTILITIES
RALEIGH, GARNER, KNIGHTDALE, ROLESVILLE,
WAKE FOREST, WENDELL $ ZEBULON
STANDARD fI RE HYDRANT WITH 511
5TORZ PUMPER NOZZLE
DWG. NO, REVISIONS" DATE REVISIONS I DATE
W-5rRRABB17-21-051
H .3 I _ DH L 2-18-08
REACTION BEARING AREAS FOR HORIZONTAL WATER PIPE DEN05
BASED ON TEST PRESSURE OF 200 P,S.I.
ALL AREAS GIVEN IN SQUARE FEET.
�� O A.
w0 00 tie 40 'O
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O�v UO OHO O
p
Gil -
I 1 1/40 - I,1 O5 I 1 I 1 1' 1 2 I:
22 1/29 2,207 l 2 2 1 1 i. 3 1
45° 4,328 2 3 3 1 JF 2 5' 1
90° 7,99E 2 4 5 1 1` 2 8 1
PLUG; 5,655 2 3 4' 1 L 2 G: I
11 1/4° 1,970 I 1 2 1 I 1 2 1
22 1/20 31922 1, 2 3 I 1 1 4 1
450 7,694 2 4 5 1 1_ 2 8 I
90° 14,215 4 8 9 2 2 4 15 2
PLUG 10,053 3' 5 G 2 2 3 10 1,
1211
'It 1/140 4,433 2 1 3 3 1 1' 2 5; 1
22 1120 8,820 3 5 6 2 2 3 9 1
450 17,312 5 9 11 3 3 5 15 2
900 31,953 8 IG 19 4 4. 8 32 4
PLUG` 22,G 19 G 12 14 3 3 G 23 3
16"'
1 I 1 /4° 7.;581 2 -4 5' 1 1 2 8 1,
22 1120 15;691 4 8 10 2 2 4 1 G 2
450` 30,779 5 1 G 19 4 4 8 31 4
909 5G4G I 15 29 35 5 6 15 57 G
PLUG 40,213 IO 21 25 5 5 10 41 5
REACTION BEARING AREAS ARE IN SQUARE CITY Of RALEIGH
FEET MEASURED IN &VERTICAL PLANE IN THE DEPARTMENT OF PUBLIC UTILITIES
TRENCH SIDE AT AN ANGLE OF 909 T07HE
THRUST VPCTbR. TH RU5T 'BLOCKING DE51G"N
QUANTITY TABLE
USE G" - 90 BEND VALUE FOR
HYDRANTS FOR ADDITIONAL DWG, NO. REVISIONS DATE I REVISIONS DATE;
SAFETY FACTOR. W- I WC° G-23-99
THRUST COLLAR — "C"
rn"X BAR UNDISTURBED SOIL
(off„
00-10000%—o o00 .00
rip• • ••• 'w . • o �i',- •w • ` • •A.I:. °•. 4or�
N. • •. ° w•r .N 'y , •••T • ": ♦ •fit
yy,.,, s '� ••,+..1`�,�•j�4.Qy SC •. 'tii ° x,•11,` • � � 4
oM, •Oiip O�}pR.p p b
3" MIN. 'Y' BAR 3" MIN.
CLEARANCE "FY CLEARANCE
REINFORCING REQUIREMENT5
I:D. PIPE REBAR 51ZE 'X' BAR LENGTH "X' BAP WEIGHT 'Y' BAR LENGTH "Y' BAR WEIGHT NO. REQUIUD
G" - 30' #5 0-2`+ OD. PIPE" 1.043 L55iFT" 1'_I. 1, 1 L55. EACH X-24, Y-12
48" , greater' #G 3'-01+ O.D. PIPE 1.502 LB5/FT I'-3" 1.9 L135. EACH X-24, Y-12
THRU5T COLLAR AND THRUST5CHEDULE
LD, 'PIPE ..8.. ..C.. "DIG„ _ 1 G° P-41' l 1-7" 2" 315"
20" - 24,E I `=4" 1'7" 31 112"
NOTES:
I . CEP STANDARD DETAIL W-9 FOR THRUST BLOCK; LOCATIONS.
2, CONCRETE SHALL BE 3IX?O P51 AND TRANSIT MIXED,
3. REINFORCING BARS SHALL BE DEFORMED AND TIED TOGETHER,
4. TRENCH BOTTOM WIDTH IN VICINITY OF THRUST BLOCK INSTALLATION
SHALL BE THE MINIMUM WIDTH AS SHOWN ON, STANDARD DETAIL W-3:
5. BACKFILL TAMPED IN G" LIFTS PER
STANDARD DETAIL W-3. CITY OF RALEIGH
G. THRUST COLLAR MUST BE FACTORY DEPARTMENT OF PUBLIC UTILITIES
WELDED ON BOTH SIDES ALONG BOTH
EDGES OF COLLAR AROUND THRUST BLOCKING DESIGN DATA
CIRCUMFERENCE. FOR WATER MAINSDWG. NO. REVISIONS DATE REVISIONS DATE
W-7 RRH I -21 -OO
D.H.L. G-18-08
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Fu.ENAME: JPM14060-D2
cHEcxED sr: NDW
DRAWN BY: MAG
scnLE: N.T.S.
DATE' 12--02-2015
SHEET N0.
D -5
REACTION BEARING AREAS FOR HORIZONTAL WATER PIPE BENDS
BASED ON TEST PRESSURE OF 200 F.S.I.
ALL AREAS GIVEN IN SQUARE FEET.
31
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O�
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c `7
V�d.Q�. o°
I i l /4° 17;734 5 9 1 1 3 3 5 15, 2
22 1/2q 35,305' 9 15 22 5 5 9 36 4
45° G9,252 18 35 42 9 9 15 70 7
90° 127,93 32 G4 77' IG I G 32 128 13
PLUG 90,478 23 4G 55 12 12 23 91' 10
11 1/40 27,709 7 14 17 4 7 2 3
22 1/20' 5,5,1 G3 14 28 34 7 7 14 5- G
450 108,20 28 55 G5 14 14 25 109 1 ;I
900 199,90 50 100 120 25 25 50 200 20
PLUG 141,37. 3G 71 85 18 15- 3G 142 15
361t _
11 I Ao 39;901 10 20 24 5 5 10 40 4
22 1120 79;439 1 20� 40` 48 O I'O 20: 30 8
45° 1,55,81 39 7€3 94 20 20 39 15G 1G
900 257,85 72 144 172-,3G 3G 72 285 29
IPLLUG 203,57 1
51 102' 22 2G 2G 51 204' 21
48'1
11011 1/49 70,935 15 3G 43 9 9` 16 71 5
-
22 112o 141 215 3G 71 55, 16 15 3C 1-12 1; 5
450 277,007 70 139 1 GG 35 35 70 277 25
90°5111:,742 12-8 25G 320 G4 G4 125 512 52
<PLUG 3G,I ,91 1 91 151 217 4G 4b, 91 362 37
REACTIOREEAPMG AREA5 ARE IN 5QUARE`FEET MEA5UREQ1N CIT( OF RALEIGH
A VERTICAL PLANE IN THE TRENOtt 51DE:AT AN ANGLE OF 9Q°'
TT
TO ThfETHRUBT VECTOR DEPAKTMEN;.Of ,PUBLICI�U1TIILIITIES
L1512 G" -90° BEND VALUE FOR HYDP.AN'r5 FOR THRU J I LILOCI\M V V
AQDITIONAL5AFETYFACT02: DE51GN QUANTITY TABLE
DWG, NO, REVISIONS DATE REVISIONS DATE`
W-1 I D.W.C> G-23-99 ;
t
FINAL DRAWING — RELEASED FOR CONSTRUCTION
'J McADAMs
2 1/2" NATIONAL. STANDARD
OUTLET THREADS
THRUST COLLAR — "C"
rn"X BAR UNDISTURBED SOIL
(off„
00-10000%—o o00 .00
rip• • ••• 'w . • o �i',- •w • ` • •A.I:. °•. 4or�
N. • •. ° w•r .N 'y , •••T • ": ♦ •fit
yy,.,, s '� ••,+..1`�,�•j�4.Qy SC •. 'tii ° x,•11,` • � � 4
oM, •Oiip O�}pR.p p b
3" MIN. 'Y' BAR 3" MIN.
CLEARANCE "FY CLEARANCE
REINFORCING REQUIREMENT5
I:D. PIPE REBAR 51ZE 'X' BAR LENGTH "X' BAP WEIGHT 'Y' BAR LENGTH "Y' BAR WEIGHT NO. REQUIUD
G" - 30' #5 0-2`+ OD. PIPE" 1.043 L55iFT" 1'_I. 1, 1 L55. EACH X-24, Y-12
48" , greater' #G 3'-01+ O.D. PIPE 1.502 LB5/FT I'-3" 1.9 L135. EACH X-24, Y-12
THRU5T COLLAR AND THRUST5CHEDULE
LD, 'PIPE ..8.. ..C.. "DIG„ _ 1 G° P-41' l 1-7" 2" 315"
20" - 24,E I `=4" 1'7" 31 112"
NOTES:
I . CEP STANDARD DETAIL W-9 FOR THRUST BLOCK; LOCATIONS.
2, CONCRETE SHALL BE 3IX?O P51 AND TRANSIT MIXED,
3. REINFORCING BARS SHALL BE DEFORMED AND TIED TOGETHER,
4. TRENCH BOTTOM WIDTH IN VICINITY OF THRUST BLOCK INSTALLATION
SHALL BE THE MINIMUM WIDTH AS SHOWN ON, STANDARD DETAIL W-3:
5. BACKFILL TAMPED IN G" LIFTS PER
STANDARD DETAIL W-3. CITY OF RALEIGH
G. THRUST COLLAR MUST BE FACTORY DEPARTMENT OF PUBLIC UTILITIES
WELDED ON BOTH SIDES ALONG BOTH
EDGES OF COLLAR AROUND THRUST BLOCKING DESIGN DATA
CIRCUMFERENCE. FOR WATER MAINSDWG. NO. REVISIONS DATE REVISIONS DATE
W-7 RRH I -21 -OO
D.H.L. G-18-08
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PROJECT N0. JPM-140$0
Fu.ENAME: JPM14060-D2
cHEcxED sr: NDW
DRAWN BY: MAG
scnLE: N.T.S.
DATE' 12--02-2015
SHEET N0.
D -5
REACTION BEARING AREAS FOR HORIZONTAL WATER PIPE BENDS
BASED ON TEST PRESSURE OF 200 F.S.I.
ALL AREAS GIVEN IN SQUARE FEET.
31
Q' a
O�
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c `7
V�d.Q�. o°
I i l /4° 17;734 5 9 1 1 3 3 5 15, 2
22 1/2q 35,305' 9 15 22 5 5 9 36 4
45° G9,252 18 35 42 9 9 15 70 7
90° 127,93 32 G4 77' IG I G 32 128 13
PLUG 90,478 23 4G 55 12 12 23 91' 10
11 1/40 27,709 7 14 17 4 7 2 3
22 1/20' 5,5,1 G3 14 28 34 7 7 14 5- G
450 108,20 28 55 G5 14 14 25 109 1 ;I
900 199,90 50 100 120 25 25 50 200 20
PLUG 141,37. 3G 71 85 18 15- 3G 142 15
361t _
11 I Ao 39;901 10 20 24 5 5 10 40 4
22 1120 79;439 1 20� 40` 48 O I'O 20: 30 8
45° 1,55,81 39 7€3 94 20 20 39 15G 1G
900 257,85 72 144 172-,3G 3G 72 285 29
IPLLUG 203,57 1
51 102' 22 2G 2G 51 204' 21
48'1
11011 1/49 70,935 15 3G 43 9 9` 16 71 5
-
22 112o 141 215 3G 71 55, 16 15 3C 1-12 1; 5
450 277,007 70 139 1 GG 35 35 70 277 25
90°5111:,742 12-8 25G 320 G4 G4 125 512 52
<PLUG 3G,I ,91 1 91 151 217 4G 4b, 91 362 37
REACTIOREEAPMG AREA5 ARE IN 5QUARE`FEET MEA5UREQ1N CIT( OF RALEIGH
A VERTICAL PLANE IN THE TRENOtt 51DE:AT AN ANGLE OF 9Q°'
TT
TO ThfETHRUBT VECTOR DEPAKTMEN;.Of ,PUBLICI�U1TIILIITIES
L1512 G" -90° BEND VALUE FOR HYDP.AN'r5 FOR THRU J I LILOCI\M V V
AQDITIONAL5AFETYFACT02: DE51GN QUANTITY TABLE
DWG, NO, REVISIONS DATE REVISIONS DATE`
W-1 I D.W.C> G-23-99 ;
t
FINAL DRAWING — RELEASED FOR CONSTRUCTION
'J McADAMs
2 1/2" NATIONAL. STANDARD
OUTLET THREADS
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PROJECT N0. JPM-140$0
Fu.ENAME: JPM14060-D2
cHEcxED sr: NDW
DRAWN BY: MAG
scnLE: N.T.S.
DATE' 12--02-2015
SHEET N0.
D -5
REACTION BEARING AREAS FOR HORIZONTAL WATER PIPE BENDS
BASED ON TEST PRESSURE OF 200 F.S.I.
ALL AREAS GIVEN IN SQUARE FEET.
31
Q' a
O�
ry
c `7
V�d.Q�. o°
I i l /4° 17;734 5 9 1 1 3 3 5 15, 2
22 1/2q 35,305' 9 15 22 5 5 9 36 4
45° G9,252 18 35 42 9 9 15 70 7
90° 127,93 32 G4 77' IG I G 32 128 13
PLUG 90,478 23 4G 55 12 12 23 91' 10
11 1/40 27,709 7 14 17 4 7 2 3
22 1/20' 5,5,1 G3 14 28 34 7 7 14 5- G
450 108,20 28 55 G5 14 14 25 109 1 ;I
900 199,90 50 100 120 25 25 50 200 20
PLUG 141,37. 3G 71 85 18 15- 3G 142 15
361t _
11 I Ao 39;901 10 20 24 5 5 10 40 4
22 1120 79;439 1 20� 40` 48 O I'O 20: 30 8
45° 1,55,81 39 7€3 94 20 20 39 15G 1G
900 257,85 72 144 172-,3G 3G 72 285 29
IPLLUG 203,57 1
51 102' 22 2G 2G 51 204' 21
48'1
11011 1/49 70,935 15 3G 43 9 9` 16 71 5
-
22 112o 141 215 3G 71 55, 16 15 3C 1-12 1; 5
450 277,007 70 139 1 GG 35 35 70 277 25
90°5111:,742 12-8 25G 320 G4 G4 125 512 52
<PLUG 3G,I ,91 1 91 151 217 4G 4b, 91 362 37
REACTIOREEAPMG AREA5 ARE IN 5QUARE`FEET MEA5UREQ1N CIT( OF RALEIGH
A VERTICAL PLANE IN THE TRENOtt 51DE:AT AN ANGLE OF 9Q°'
TT
TO ThfETHRUBT VECTOR DEPAKTMEN;.Of ,PUBLICI�U1TIILIITIES
L1512 G" -90° BEND VALUE FOR HYDP.AN'r5 FOR THRU J I LILOCI\M V V
AQDITIONAL5AFETYFACT02: DE51GN QUANTITY TABLE
DWG, NO, REVISIONS DATE REVISIONS DATE`
W-1 I D.W.C> G-23-99 ;
t
FINAL DRAWING — RELEASED FOR CONSTRUCTION
'J McADAMs
2 1/2" NATIONAL. STANDARD
OUTLET THREADS
REACTION BEARING AREAS FOR HORIZONTAL WATER PIPE BENDS
BASED ON TEST PRESSURE OF 200 F.S.I.
ALL AREAS GIVEN IN SQUARE FEET.
31
Q' a
O�
ry
c `7
V�d.Q�. o°
I i l /4° 17;734 5 9 1 1 3 3 5 15, 2
22 1/2q 35,305' 9 15 22 5 5 9 36 4
45° G9,252 18 35 42 9 9 15 70 7
90° 127,93 32 G4 77' IG I G 32 128 13
PLUG 90,478 23 4G 55 12 12 23 91' 10
11 1/40 27,709 7 14 17 4 7 2 3
22 1/20' 5,5,1 G3 14 28 34 7 7 14 5- G
450 108,20 28 55 G5 14 14 25 109 1 ;I
900 199,90 50 100 120 25 25 50 200 20
PLUG 141,37. 3G 71 85 18 15- 3G 142 15
361t _
11 I Ao 39;901 10 20 24 5 5 10 40 4
22 1120 79;439 1 20� 40` 48 O I'O 20: 30 8
45° 1,55,81 39 7€3 94 20 20 39 15G 1G
900 257,85 72 144 172-,3G 3G 72 285 29
IPLLUG 203,57 1
51 102' 22 2G 2G 51 204' 21
48'1
11011 1/49 70,935 15 3G 43 9 9` 16 71 5
-
22 112o 141 215 3G 71 55, 16 15 3C 1-12 1; 5
450 277,007 70 139 1 GG 35 35 70 277 25
90°5111:,742 12-8 25G 320 G4 G4 125 512 52
<PLUG 3G,I ,91 1 91 151 217 4G 4b, 91 362 37
REACTIOREEAPMG AREA5 ARE IN 5QUARE`FEET MEA5UREQ1N CIT( OF RALEIGH
A VERTICAL PLANE IN THE TRENOtt 51DE:AT AN ANGLE OF 9Q°'
TT
TO ThfETHRUBT VECTOR DEPAKTMEN;.Of ,PUBLICI�U1TIILIITIES
L1512 G" -90° BEND VALUE FOR HYDP.AN'r5 FOR THRU J I LILOCI\M V V
AQDITIONAL5AFETYFACT02: DE51GN QUANTITY TABLE
DWG, NO, REVISIONS DATE REVISIONS DATE`
W-1 I D.W.C> G-23-99 ;
t
FINAL DRAWING — RELEASED FOR CONSTRUCTION
'J McADAMs
2 1/2" NATIONAL. STANDARD
OUTLET THREADS
t
FINAL DRAWING — RELEASED FOR CONSTRUCTION
'J McADAMs
2 1/2" NATIONAL. STANDARD
OUTLET THREADS

BLIND FLANGE WITH.
2" THREADED PLUG
12;
X
le
DETAIL W,-20 TO BE,
USED SEE,STANE)AKD
MANHOLE COVER
°Xl- FLANGE PIPE;'
PLAIN END
2 #G7
�T STONE
MJ
FITTING
3000, P51 CONCRETE
WITH4` THICKNESS
TOP OF GROUND
THRUST COLLAR SEE STRAP
W-1 0 1 Ti KU V%(-,, I I > DOWN
MECHANICAL
JOINT
RETAINER f
/GLAND
MAIN 51ZF-
END PIPE 51ZE
G.
>
104 GREATER
C" MIN.
4
J 2"
17,312
APPROVED -DY PUBLIC
CONCRETETHRUST BLOCK AT
z 517-EOF BLOCKING
6
12"
UTILITIES DEPT.
7- 0
2" THREADED PLUG.
MANHOLE COVER
I
ALL 450 BENDS SEE W-10 AND
WILL VARY WITH
GROUND LINE OR
fl.4
/X
mod
,PAVEMENT
W-1 1,
'PIPE SIZE
0,
3boo:P,5.I,CQNCKffrE
5' MIN.
13
O.
PAD BENEATH FRAME,
4" THICK
ADD MECHANICAL JOINT
2. CONCRETE SHALL NOT CONTACT 130 JS OR ENDS Of MECHANICAL JOINT BENDS.
RODDING
rn
<LQ
>
'RETAINER GLANDS
p
>,<
Nrn
MIN, 5'
41, MUST UISE,DUCTILE ON'EYIEBIOLTS W-.f11ERE NECESSARY;
. ,—
THROUGHOUT ASSEMBLY..
MIN. 5''
7u
MAX. 10'
r
I II
5 3' MINIMUM COVER MUST BE MAINTAINED ON ALL WATER MAINS
MAX. 10'
WE E F, H
300Q r.5.1,CONCRETE
XTLANGE FIPE,
8
PAID BENEATH FRAME,
r1l
(s)
U)
o
(3)
>
ROD REQUIREMENT5
BLOW
0
'VALVE
OFF
RODDING
0
0
0:BLOCK
r
B 11 iNFoKmAnION SEE
GALVANIZED STEEL RODS AND
o
DETAI LS, W-7, W-5
I
DETAILS
BOLTS SHALL
1A/- 9 Fo K T H RU ST
BE 3/,4",H ON DIPPED
>
70
>
t! 0
O
MAX. I G-
rn
C
Qom
MECHANICAL
MAX, 10'
;Z
c
P \E5TKAINING
>n
STONE
GLAND
:NOTES:
:
ml
�X4 ----MJ
11) NO ROD COUPLINGS ALLOWED
12;
X
le
DETAIL W,-20 TO BE,
USED SEE,STANE)AKD
MANHOLE COVER
°Xl- FLANGE PIPE;'
PLAIN END
2 #G7
�T STONE
MJ
FITTING
3000, P51 CONCRETE
WITH4` THICKNESS
TOP OF GROUND
THRUST COLLAR SEE STRAP
W-1 0 1 Ti KU V%(-,, I I > DOWN
MECHANICAL
JOINT
RETAINER f
/GLAND
STRAP
DOWN
3/4" THREADED
STEEL RODS, I
SIZE OF45 BEND
STATIC THRUST IN POUNDS
NO. OF RODS: REQUIRED
G.
>
/51;
4
J 2"
17,312
4
CONCRETETHRUST BLOCK AT
z 517-EOF BLOCKING
6
4"
>>
7- 0
2" THREADED PLUG.
MANHOLE COVER
I
ALL 450 BENDS SEE W-10 AND
WILL VARY WITH
fl.4
/X
mod
W-1 1,
'PIPE SIZE
0,
0,
5' MIN.
13
O.
1,:, STEEL RQD5 AND DOLTS SHALL BE 3/4" NOT DIPPED GALVANIZE.D.
APPROVED BY PUBLIC
ADD MECHANICAL JOINT
2. CONCRETE SHALL NOT CONTACT 130 JS OR ENDS Of MECHANICAL JOINT BENDS.
rn
<LQ
>
'RETAINER GLANDS
p
>,<
Nrn
GROUND LINE OR
41, MUST UISE,DUCTILE ON'EYIEBIOLTS W-.f11ERE NECESSARY;
. ,—
THROUGHOUT ASSEMBLY..
(D<
— 0
7u
c:
r
I II
5 3' MINIMUM COVER MUST BE MAINTAINED ON ALL WATER MAINS
d
300Q r.5.1,CONCRETE
XTLANGE FIPE,
8
PAID BENEATH FRAME,
r1l
(s)
U)
o
(3)
ROD REQUIREMENT5
STRAP
DOWN
3/4" THREADED
STEEL RODS, I
SIZE OF45 BEND
STATIC THRUST IN POUNDS
NO. OF RODS: REQUIRED
G.
>
DETAIL W-20 TO BE
4
J 2"
17,312
4
I G"
30,779
6
4"
>>
7- 0
2" THREADED PLUG.
MANHOLE COVER
I
/X
°O
GENERAL NOTES:
0,
f G" $ GREATER
<
13
O.
1,:, STEEL RQD5 AND DOLTS SHALL BE 3/4" NOT DIPPED GALVANIZE.D.
APPROVED BY PUBLIC
-0
2. CONCRETE SHALL NOT CONTACT 130 JS OR ENDS Of MECHANICAL JOINT BENDS.
corn
<LQ
>
3. RESTRAINED MECHANICAL GLANDS TO BE USED AT ALL,FITTINGS.
STRAP
DOWN
3/4" THREADED
STEEL RODS, I
SIZE OF45 BEND
STATIC THRUST IN POUNDS
NO. OF RODS: REQUIRED
G.
4,326
DETAIL W-20 TO BE
4
J 2"
17,312
4
I G"
30,779
6
4"
G9,252
7- 0
(5EE NOTE 3)
EXIEING'OR PROPOSED GRADE
1 7
2
MINIMUM SLOPE + I %
WX,ER
12" COMPACTED NO, 67 STONE
M/ IN
5-0" MIN:
Pill I CSF MATFRIAl
I PRECAST MANHOLE, SEE STANDARD DETAIL 5-20
2 TRASH HOOD
2", AIR RELEASE VALVE
4
' R 'VALVE
CU B STOP BALL
IADAPTER
G 21 MECHANICAL JOINT BRASS PIPE AND FITTINGS
7 2" TYPE'`K!', SOFT COPPER WITH FLARED ELBOW
6 CORPORATION COCK
9 6" DIAMETER DRAIN
,I q GROUT, I /&JOY-O'MIN. SLOPE TO DRAIN
1 11, 'PIPE CAP
I �, :0 -GATE VALVE
SEE STANDARD DETAIL \Y-3 TO INSURE PROPER BACKFILL.
TOP OF VALVE, NEE
TO BE 12"'BENEATH T
OF METER BOX L
tsa
0
C)
>
BLIND FLANGE WITH
DETAIL W-20 TO BE
z
mz
zj
USED SEE STANDARD
7- 0
2" THREADED PLUG.
MANHOLE COVER
>
70
GENERAL NOTES:
0,
f G" $ GREATER
Q
13
O.
1,:, STEEL RQD5 AND DOLTS SHALL BE 3/4" NOT DIPPED GALVANIZE.D.
APPROVED BY PUBLIC
2. CONCRETE SHALL NOT CONTACT 130 JS OR ENDS Of MECHANICAL JOINT BENDS.
corn
>
>
3. RESTRAINED MECHANICAL GLANDS TO BE USED AT ALL,FITTINGS.
Fa
Nrn
GROUND LINE OR
41, MUST UISE,DUCTILE ON'EYIEBIOLTS W-.f11ERE NECESSARY;
. ,—
0
(D<
— 0
7u
c:
r
I II
5 3' MINIMUM COVER MUST BE MAINTAINED ON ALL WATER MAINS
(5EE NOTE 3)
EXIEING'OR PROPOSED GRADE
1 7
2
MINIMUM SLOPE + I %
WX,ER
12" COMPACTED NO, 67 STONE
M/ IN
5-0" MIN:
Pill I CSF MATFRIAl
I PRECAST MANHOLE, SEE STANDARD DETAIL 5-20
2 TRASH HOOD
2", AIR RELEASE VALVE
4
' R 'VALVE
CU B STOP BALL
IADAPTER
G 21 MECHANICAL JOINT BRASS PIPE AND FITTINGS
7 2" TYPE'`K!', SOFT COPPER WITH FLARED ELBOW
6 CORPORATION COCK
9 6" DIAMETER DRAIN
,I q GROUT, I /&JOY-O'MIN. SLOPE TO DRAIN
1 11, 'PIPE CAP
I �, :0 -GATE VALVE
SEE STANDARD DETAIL \Y-3 TO INSURE PROPER BACKFILL.
TOP OF VALVE, NEE
TO BE 12"'BENEATH T
OF METER BOX L
O.
BLIND FLANGE WITH
DETAIL W-20 TO BE
iji
mz
USED SEE STANDARD
7- 0
2" THREADED PLUG.
MANHOLE COVER
>
70
0,
f G" $ GREATER
Q
13
O.
APPROVED BY PUBLIC
corn
rn
>
<
Nrn
GROUND LINE OR
(D<
— 0
7u
c:
r
d
300Q r.5.1,CONCRETE
XTLANGE FIPE,
PAID BENEATH FRAME,
r1l
(5EE NOTE 3)
EXIEING'OR PROPOSED GRADE
1 7
2
MINIMUM SLOPE + I %
WX,ER
12" COMPACTED NO, 67 STONE
M/ IN
5-0" MIN:
Pill I CSF MATFRIAl
I PRECAST MANHOLE, SEE STANDARD DETAIL 5-20
2 TRASH HOOD
2", AIR RELEASE VALVE
4
' R 'VALVE
CU B STOP BALL
IADAPTER
G 21 MECHANICAL JOINT BRASS PIPE AND FITTINGS
7 2" TYPE'`K!', SOFT COPPER WITH FLARED ELBOW
6 CORPORATION COCK
9 6" DIAMETER DRAIN
,I q GROUT, I /&JOY-O'MIN. SLOPE TO DRAIN
1 11, 'PIPE CAP
I �, :0 -GATE VALVE
SEE STANDARD DETAIL \Y-3 TO INSURE PROPER BACKFILL.
TOP OF VALVE, NEE
TO BE 12"'BENEATH T
OF METER BOX L
I ! 6w IMMIll,
5' MIN.
MINIMUM
Its- < 4'DIAMETEK
MANHOLE
NOTE: ul
1. AIR VALVE TO BEP -210 WITH
VACUUM CHECKZY CRISPIN OR VAL
.MATICVM 451,
2. THE AIR RELEASE MANHOLE SHALL BE
INSTALLED IN THE SHOULDER ORAS DIRECTED BY
THE ENGINEER.,
13. FOR MAINS LOCATED OUTSIDE OF
STREET KIGHT-OF-WAY5 THE
MAXIMUM DISTANCE BETWEEN THE
MANHOLE AND Th I E, VALVE BOX SHOULD
BE THREE (3) FEET
4. MAIN SHALL BE DEEP ENOUGH TO
ACCOMODATE INSTALLATION AS SHOWN
PLUG
THE BACKFLOW PREVENTER,LOCATION 15
DEPENDENT ON THE TYPE DEVICE
PROPOSED FOR USE AS FOLLOWS.
3/4" OR,
31ZE
N
BLOCKS
THRUST BLOCKING
TEEINTEP,5ECTION
THRUST BLOCK
AREA
,NOTES:
1. CONCRETE SHALL BE 3(Y00 P51
2, CONCRETE SHALL NOT CONTACT DOLTS OR ENDS OF
MECHANICAL ibINT FITTINGS,
3, TRENCHES SHALL CONFORM TO STANDARDDETAIL
4: SEE STANDARD
KIm THRUST BLOCKTABLES, 'Ilk IO TH pl I
-WI I FOR AREA OF'CONCRETE REQUIRED.
5, ALL,BENC75 ANE) INTERSECTIONS 5HAILL, HAVE
CONCRETE THRUST BLOCKING.
EF410
me
O.
BLIND FLANGE WITH
DETAIL W-20 TO BE
iji
mz
USED SEE STANDARD
7- 0
2" THREADED PLUG.
MANHOLE COVER
U
--1 70
f G" $ GREATER
Q
13
APPROVED BY PUBLIC
corn
G" - 12"
G
K
X
7U —
GROUND LINE OR
�
00
d
300Q r.5.1,CONCRETE
XTLANGE FIPE,
PAID BENEATH FRAME,
r1l
(s)
0
(3)
RODDING
0
(5) U
>
r
o
MIN. 5'
70
>
t! 0
O
MAX. I G-
rn
Qom
MAX, 10'
-L"WEEP]HOL #G7
3
STONE
I ! 6w IMMIll,
5' MIN.
MINIMUM
Its- < 4'DIAMETEK
MANHOLE
NOTE: ul
1. AIR VALVE TO BEP -210 WITH
VACUUM CHECKZY CRISPIN OR VAL
.MATICVM 451,
2. THE AIR RELEASE MANHOLE SHALL BE
INSTALLED IN THE SHOULDER ORAS DIRECTED BY
THE ENGINEER.,
13. FOR MAINS LOCATED OUTSIDE OF
STREET KIGHT-OF-WAY5 THE
MAXIMUM DISTANCE BETWEEN THE
MANHOLE AND Th I E, VALVE BOX SHOULD
BE THREE (3) FEET
4. MAIN SHALL BE DEEP ENOUGH TO
ACCOMODATE INSTALLATION AS SHOWN
PLUG
THE BACKFLOW PREVENTER,LOCATION 15
DEPENDENT ON THE TYPE DEVICE
PROPOSED FOR USE AS FOLLOWS.
3/4" OR,
31ZE
N
BLOCKS
THRUST BLOCKING
TEEINTEP,5ECTION
THRUST BLOCK
AREA
,NOTES:
1. CONCRETE SHALL BE 3(Y00 P51
2, CONCRETE SHALL NOT CONTACT DOLTS OR ENDS OF
MECHANICAL ibINT FITTINGS,
3, TRENCHES SHALL CONFORM TO STANDARDDETAIL
4: SEE STANDARD
KIm THRUST BLOCKTABLES, 'Ilk IO TH pl I
-WI I FOR AREA OF'CONCRETE REQUIRED.
5, ALL,BENC75 ANE) INTERSECTIONS 5HAILL, HAVE
CONCRETE THRUST BLOCKING.
EF410
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PROJECT NO. JPM-14060
FUENAME: JPM1 4060—D2
CHECIM BY: NDW
DRAWN BY: MAG
SCALE: N.T.S.
DATE: 12-02-2015SHE_
ET NO. D-6
1111
=McADAms
BLIND FLANGE WITH
DETAIL W-20 TO BE
USED SEE STANDARD
2" THREADED PLUG.
MANHOLE COVER
MAIN SIZE_
END PIPE 51zf-
f G" $ GREATER
G" MIN.
APPROVED BY PUBLIC
G" - 12"
G
UTILITIES DEPT,
GROUND LINE OR
PAVEMENT
300Q r.5.1,CONCRETE
XTLANGE FIPE,
PAID BENEATH FRAME,
PLAIN END
4" THICK
RODDING
0
r
MIN. 5'
70
MAX. I G-
rn
Q
MAX, 10'
-L"WEEP]HOL #G7
STONE
�X4 ----MJ
VALVE BLOW
FITTING
o
-0
05,
z
OFF,
T1
&
BLOCK INFORMATION SEE
GALVANIZEDSTEEL RODS AND
-n -11
DETAILS W-7, W-5
BOLTS, SHALL
c
*W-9, FOR THRUST
BE 3/4" HOT DIPPED
3000 PSI CONCRETE
<
WITH 4" THICKNESS
Q
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-
MECHANICAL
auO
7-
(j)
u. K
t 7j
RESTRAINING
GLAND:
NOTES:
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000&
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16
'D
FINAL DRAWING
RELEAS FOR CONSTRUCTION
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PROJECT NO. JPM-14060
FUENAME: JPM1 4060—D2
CHECIM BY: NDW
DRAWN BY: MAG
SCALE: N.T.S.
DATE: 12-02-2015SHE_
ET NO. D-6
1111
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'P/KD 9-`I4
F-
O
O
'CL/
LQ
LL
2:
us
z U.1 U-
usCS
rd
LQ Cz CIT`( OF RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
u- n
6" t 1 01'5ANITAKY'5FWER
EASEMENT WIDTH5
0 <DWG. NO. REVISIONS DATE REVISIONS DATE:
13; 11 -27-05
5-43 D.H.L. lG-18-08:
3000 PSI SOLID CONCRETF_;SMALL BE
U1,511E). AS FOOTING FOR,DUCTILE IRON
PIPE.
a.
�4 I EXIS11 INE
5q:
TAPFI NG5LEEVE
NOTES:
1. CONCRETESHALL NOT CONTACT
BOLTS OR ENDS OF MECHANICAL JOINT
fITTI NGS.
2. SEE STANDARD REACTION BLOCK
TABLES, W-10 AND W-1 ! FOR AREA OF
CONCRETE REQUIRED.
.DWG. NO
W--14
4- 1" DIA
tj=5 @ 12C
GATE / TAPPING VALVE
TOP VIEW
VALVE
FLANGE
-
M J. FITTING
SIDE VIEW
VIEW
CITY OF RALEIGH
DEPARTMENT Of FUBLfC: UTILITIES
40— 24" STANDARD TAPPING. SLEEVE AND
VALVE ASSEMBLY`
REVISIONS I DATE I REVISIONS I DATE
Y.C.A. 12-31-9 11 KKH 13-31-0
11W.C. 19-7-99 1: J.P.5; 111-1-10
MINIMUM NG WEIGHT
FRAME 152
COVER I GO
TOTAL 342
(2)1&ING
13AK5
0
0
RECE55ED FLU5H
PLAN
_25 j-/4'-
2GA /4"
20
GASKET IN VERTICAL
JfACE_Of CbVM,
PING MUST 13E,
25" ANCHORED IN
P, ACCORDANCE3.4" WITH 5-26
A
o/
STAINLESS STEEL ROD
/Top OF covEp Ty'picAL LIFTING DIff-VICIff-, 5ECTJON A
CITY OF RALEIGH
DEPARTMENT Of PUBLIC UTILITIES,
MANHOLE FRAME AND WATERTIGHT
COVER
DWG, NO. REVISIONS DATE I REVISIONS DATE
5-26 3- f -87 1-3-1-671' ADB 15-29-05
KKH 13-30-001 D. H. I— I 6118/08
TEE \
GATE VALVE,
3/4'!ALL-THR.F_AD STEEL
ROD (CUT TO LENGTH)
P-O'M.J. NIPPLE -WITH
GLANDS (MIN.)
WA'. %/;: MAY 5EP/-', Pn
SEE W- 10 AND W- 1,1
FOR REACTION, DIRECTLY TO TEE.
BLOCKING CONCRETE
AREA.
ROD UQUIUMENT5
NB_K,ANCH
IL
4"4"
2
2
,5"
4
121'
NOTES:
I Gil
G
24"
G
MANUFACTURER, AND 316"X3"
<
30
2) FRAME SHALL BE A MINIMUM
NOTES,:
1. STEEL RODS AND BOLTS SHALL, BE 3/4" HOT DIPPED GALVANIZED,
2. SEE STANDARD THRUST BLOCK, TABLES W-1 O AND * I I FOR CONCRETE",
3. CONCRETE SHALL NOT CONTACT BOLTS OR ENDS OF MECHANICAL FITTINGS
4. THIS RODDING REQU I REMjENT DOES NOT APPLY TO FIRE HYDRANTS.
AMR
F— WATER METER
CHECKED By. NDW
33 1
10
LAGSHIELDS MAY ONLY
BEUSED IN ROADWAY
5/6"X3" LAGSHIELD IN HOLE
rn
4
DRILLED INTO CONE OR KING
NOTES:
WITH ANCHOR SUNK TO DEPTH
RECOMMENDED BY
1) ALL MANHOLE FRAMES SHALL
L BE
MANUFACTURER, AND 316"X3"
<
HOT DIPPED GALVANIZED LAG
2) FRAME SHALL BE A MINIMUM
BOLT AND WASHER.
U Q�
3) COVER SHALL WEIGH A
CITY OF RALEIGH
Lli El
Ci
DEPARTMENT OF PUBLIC UTILITIES
4) MANHOLES WITHIN PAVED
SURFACES SHALL BE
STANDARD MANHOLE COVER
Cl PRE-DRiLLED, HOLE
6'
A
WA
D
TER
METER,
19 1/4'
u
17 5/8'
'If6' TYR
SECTION A—A
DWG:
W_
W_
1
SECTION C—C
NOTES:
1. COVERR_WEIGHT: ] 3 LBS +J- 5%
2. LIDS TO BE COATED WITH
BITUMINOUS COAL T,AR'COATING
3. BOXES AND LIDS MUST BE
MANUFACTURED FROM SAME
DOMESTIC FOUNDRY.
7/8'
T T
co CD
N, 1�
co
co
SECTION 13-13
APPROVED METHOD FOR ffrEN5I0N Of VALVE BOX
51/
23 1/2"
A-
2 3/4"
NOTE: 2x Zx G" CONCRETE PAD REQUIRED ON ALL
VALVES, NO PPE6A5T CONCRETE DOUGHNUT
ALLOWED,
4.
ANDARD W- 16 2'
DVER DETAILS.
\JDARD VALVE
TOP SECTION TO 21 DOMESTIC
5LIDE SECTION
CASTING
PAVEMENT
VALVE BOX
COVER
CONCRETE.
PAD
VALVE
Box
OIL PIPE
TAMPED
BACKFILL
WATER VALVE
0 0
MAIN
\1 C. I. OR D.L.
6KET TAMPED
BAC KF I LL
NOTES:
1) VALVE BOX NOT TO CONTACT WATER MAIN
2) ALL TRAFFIC CA5TING5 MUST BE CLA55 35 OK
GKEATEK,
3) FOR ANY VALVES OVEK I O` DEEP, A VALVE
EXT515ION MUST BE U5ED TO BNNC, -10 A DE�TltEmoff
NO MORE THAN 5% EX" FN51ON MU5T BE A MINIMUM
Of I' 50LID5TOCK\.
4) TOTAL VALVE BOX WEIGHT: MINIMUM Of 85 L135,
\D VALVE BOX
SECTION
MANHOLE FRAME AND COVER
COVER 120 LBS. MINIMUM
--25 1/10—
F"" E_23 1
rm
0 1
25 15/1 G"
11 _:/
CHECKED By. NDW
33 1
10
LAGSHIELDS MAY ONLY
BEUSED IN ROADWAY
5/6"X3" LAGSHIELD IN HOLE
APPLICATIONS.
DRILLED INTO CONE OR KING
NOTES:
WITH ANCHOR SUNK TO DEPTH
RECOMMENDED BY
1) ALL MANHOLE FRAMES SHALL
L BE
MANUFACTURER, AND 316"X3"
BE DOMESTICALLY CAST
HOT DIPPED GALVANIZED LAG
2) FRAME SHALL BE A MINIMUM
BOLT AND WASHER.
WEIGHT OF 152 LBS.
3) COVER SHALL WEIGH A
CITY OF RALEIGH
MIN, Of 120 LBS.
DEPARTMENT OF PUBLIC UTILITIES
4) MANHOLES WITHIN PAVED
SURFACES SHALL BE
STANDARD MANHOLE COVER
CONSTRUCTED IN ACCORDANCE
WITH 5-29. DWG. NO
\A/— 20
00 8
0
AN
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PROJECT NO. JPM-14060
MENME: JPM14060—D2
CHECKED By. NDW
DRAWN BY: MAG
SCAM: N.T.S.
DATE: 12-02-2015
ET NO. D-7
WIWADAms
FINAL DRAWING — RELEASED FOR CONSTRUCTION

0
0
E
.3
4
0
N
00
0
0
N
N
X
COVER 1 20'LB5., MINIMUM
23 112" 2 1"
2 3/4"
BUTYL-NEK, OR
APPROVED SEALANT
BETWEEN FRAME
AND COVER I
NOTES:
O AL L MANHOLE FRAMES SHALL BE
DOMESTICALLY CA5T;
2) FRAME SHALL BE A MINIMUM WEIGHT OF
182 LBS. WETHIN PUBLIC ROW ,AND I oO LBS.
WITHIN EASEMENTS.
3) COVER SHALL WEIGH A MIN. OF 120 LBS.
4) ALL MANHOLE FRAMES OUTSIDE Of PAVED
SURFACES SHALL BE BOLTED TO THE CONE
SECTION OR RING WITH A MINIMUM OF 4
BOLTS PER FRAME
MANHOLE FRAME AND COVER
25 1 /1 G"
23 1 I/1 G"
I "VENT HOLE'
r I"'
33 1/4"
5/8".X3" LAGSHIELD IN HOLE
DRILLED INTO CONE OK
KING WITH ANCHOR SUNK TO
DESIGN DEPTH, AND 3/5"X3"
HOT DIPPED GALVANIZED
LAG BOLT AND WASHER.
ct
FINISHEDGRADE'
j
FINAL UNDISTURBED SOIL.
BACKFILL
/ 2101,
INITIAL /
BACKFILL
O °o
-o a o m.,
MINIMUM SIDE
G"'#DC7 STONE -a---
WHEN ROCK 15 01 O:D, OF PIPE . G" CLEARANCE
ENCOUNTERED 12" 0. D. OF PIPE I -, MAXI MJM SIDE
CLEARANCE
NOTES:
l TRENCHES .EQUIKING SHORING AND BRACING, DIMENSIONS SHALL BE TAKEN'FROM THE';IN51DE
PACE OF THE SHORING AND BRACING.
2. NO ROCKS OR BOULDERS A OR LARGER TO: BE USED IN INITIAL BACKFILL.
3: ALL BACKFILL MATERIAL SHALL BE SUITABLE NATIVE MATERIAL.
4. BACKFILL SHALL BE TAMPED IN.G" LIFTS IN TRAFFIC AREAS., 12" IN NON -TRAFFIC AREAS -
5: ACHIEVE 60%; COMPACTIQN IN NON -TRAFFIC AREAS, AND 950/0"CQMPALTION IN'TRAFrIC AREAS,
G. 1F INE.A_5 M~NT.. TOPSOIL AND 121' CLEAN SELECT FILL MAY,DE REQUIR,D:
7. NO BOULDERS 8" IN DIAMETER OR GREATER ALLOWED fN FINAL BACKFILL;
CITY OF RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
TRENCH BOTTOM DIMENSIONS �-BACKFILLING
REQUIREMENTS FOR DUCTILE, IRON
DWG, NO.. REVISIONS DATE REVISIONS 1,DATE
D.bV.G, 9-3=99
5-4 RRd: :13-30-00],
FINISHED GRADE f
FINAL,
BACKFILL
/r
UNDISTURBED 501_L
INITIAL
BACKFILL
SPRING LINE #G7 STONE
HAUNCHING ° 0
PIPE GRADE
o po e°°A°6 ° dna
g
BEDDING:
MINIMUM SIDE
TAMP WELL UNDER G" O.D. OF PIPE „ ----,CLEARANCE
BOTTOM HALF OF'PIPE G KA C
TYPICAL_ TRENCH BOTTOM DIM"F-N51ON5 I=OR
SDR 35 'PVC'GRAVITYPIPE
NOTES:
I 'I
FOR TRENCHES REQU K NG SHORING AND BRACING;.�. DIMENSIONS SHALL BE TAKEN FROM .11E
INSIDE FACE OF THE SHORING AND BRACING.
2. NO ROCKS OR BOULDERS 4 O LARGER,TO BE USED IN INITJAL BACKFILL.ILL.
3. ALL BACKFILL MATERIAL SHALL BE SUITABLE NATIVE MATERIAL.
4. BACKFILL SHALL BE TAMPED IN G" LIFTS IN TRAFFIC AREAS, 12" IN NON -TRAFFIC AREAS
/PRECAST CONCRETE SPACER. SECTION
(DONUT RINGS) IN TRAFFIC
AREAS ONLY. DONUT RINGS
NOT ALLOWED IN
EASEMENTS.
. A
NEW M NNOLE5 U5E;A BUTYL
v v.
a �•4 •D•'_Q. Lam• P•a
ADJUST FLUSH
A Q -'
�t?-M[ r
MANHOLE TOP 5ECTION WHEN
..Q
WITH FINAL GRADE
5ECURING FRAME TO MANHOLE 1-O
STANDARD MANHOLE
ROV(DE A it1ATER;TIGNT SEAL.
A.
FRAME AND COVER
^Q
2"
24" MAX A ,T'
,D
4�. o,. ¢
•A
p. a!
d • 4.
D
•
•
' �° Space oa �'� � • 4
v
'
2'-0"
c " v
3000 P.S.1, CONCRETE
TYP.
G'. .A , '
ENCASEMENT
/PRECAST CONCRETE SPACER. SECTION
(DONUT RINGS) IN TRAFFIC
AREAS ONLY. DONUT RINGS
NOT ALLOWED IN
EASEMENTS.
. A
NEW M NNOLE5 U5E;A BUTYL
ADJUST FLUSH
PLAN
MANHOLE TOP 5ECTION WHEN
5-25 POR MANHOLI
WITH FINAL GRADE
5ECURING FRAME TO MANHOLE 1-O
STANDARD MANHOLE
ROV(DE A it1ATER;TIGNT SEAL.
FRAME AND COVER
^Q
2"
24" MAX A ,T'
• D,
•y_;4,
4�. o,. ¢
•A
p. a!
s• a ,�
d:•. v
e.
v
p•�q'
4
A.B.C.
STANDARD
MANHOLE
COMPACTED
BACKPI LL
TOTAL
CHIMNEY NOT
TO CXCCCD I I'
/PRECAST CONCRETE SPACER. SECTION
(DONUT RINGS) IN TRAFFIC
AREAS ONLY. DONUT RINGS
NOT ALLOWED IN
EASEMENTS.
" ECCENTRIC M.H. CONE
MAYBE USED. ON
a'`�m P •' AND '1 2" 5EtWR MAINS,
•> MANHOLE CONE" AND
BARREL 5ECTION5SHALL
; e BE A5 PER ASTM.
.�
J
4'-6' DIA. Aa; ,P STANDARDS
Gs REQUIRED G?:
"0"RING SEAL
OR RAM -NECK.
4,. >. t
5HELF p . RUBBER BOOT
5LOT'E C _ Al _ter ., LATERAL INVERT SHALL NOT 5`E
LOWER THAN MAIN SPRING
LINE: MANHOLE 5HALLDE2
ABOVE 100 YEAR FLOOD PLAIN
to p•<< a r.�j• :.d .` OR SEALED AND VENT TO BE
2' ABOVE 100 YEAR FLOOD
pppp �O p `✓"' PLAN: WHEN MANHOLE TOPS
000,8( %00,('000p " A%cQO SOU ARE IN EXCE55 OF TER5 VE
`5;ECTIQN A -A GRAD'E..OUT�IDE STEPS MUST
BE PROVIDED. 5EE STANDARD
5-26 FOR i5TEP DETAIL. IN
e,. NON TRAFFIC AREA5, TOP Of
FRAME AND COVER SHALL DE
INSTALLED A MIN• OF P ABOVE
0 0' FINISHED GROUND,5URi ACE.
A 4 A.
F `/
EE E E .D� I
5 W R
II 5 w ,�N
L�
' SECTION
MIN. 9!' COMPACTED./#G7 STONE
BASE TO BE I1\15TALLED UNDER
'NEW MANHOLE.
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PVC TO D,I.l PIPE ADAPTER —
USE'f EKNCO COUPLING
445-40POR APPROVED
EQUAL TO SEAL,
454 PVC SADDLE
PIPE CROWN
=I
BACKFILL UNDER PVC SADDLE,
ADAPTOR, AND CAST IRON BEND
WIT , H#67 STONE AS SHOWN ON
SADDLE INSTALLATION LIMITS
nl:.
PE SPRINIGLINE
I 'L
BUILDING WITH NEXT UPSTREAM MANHOLE HIGHER THAN
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MANHOLE
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RAISED NUT
CITY.OF RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
4" CLEANOUT PLUG
,DkIVG, NO,REVISIONS DATE :'REVISIONS DATE,
5-34 1 3-1-57 1 Rf�jl 3-30-00I
. �7,— 13-27-951
SECTION A—A
4' MIN. CLEAR FROM
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INVERTED NUT
RAISED NUT
CITY.OF RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
4" CLEANOUT PLUG
,DkIVG, NO,REVISIONS DATE :'REVISIONS DATE,
5-34 1 3-1-57 1 Rf�jl 3-30-00I
. �7,— 13-27-951
SECTION A—A
4' MIN. CLEAR FROM
.JOINT (AEIOVE,OR BELOW)
Lu
CUT TO FIT
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1/4!'x2" STAINLESS'
STEEL STRAP WITH 2
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CITY OF -RALEIGH
0 lie
DEPARTMENT Of PUBLIC QTILITIES
Ji
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STANDARD MANHOLE INSTALLATION
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RAISED NUT
CITY.OF RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
4" CLEANOUT PLUG
,DkIVG, NO,REVISIONS DATE :'REVISIONS DATE,
5-34 1 3-1-57 1 Rf�jl 3-30-00I
. �7,— 13-27-951
SECTION A—A
4' MIN. CLEAR FROM
.JOINT (AEIOVE,OR BELOW)
CUT TO FIT
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1/4!'x2" STAINLESS'
STEEL STRAP WITH 2
=1 lnR
ANCHOR BOLTS
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0
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NSTALL.FLEXIBLE RUBBER
ENLARGED- DETAIL
JNG- (SIX NOTE #5)
4
R=1/2 O.Q., PIPE
BARREL
STAINLESS STEEL
STRAP WITH 2
ANCHOR BOLTS
SECTION 13-13
1. PIPE FOR INSIDE DROP SHALL BE SDR 35: PVC CONFORMING TO ASTM
SPECIMCATION 03034,
2. BOTTOM BEND TO BE 9G- SHORT SEND, BELL SPIGOT, OF SDR 35
PVC. SPIGOT OF SEND TO REST DIRECTLY ON EXISTING SHELF.
CONSTRUCT MASONRY TROUGH FROM DROP EFFLUENT TO MAIN
CHANNEL
3. NOTCH BELL OF PVC DROP TO ACCEPT D.I.P. SPIGOT AS SHOWN.
4. LOCATE STRAPS AT PIPE BELL. AND ABOVE BELL OF 9q BEND AS
SHOWN. ADD EXTRA, STRAPS AS INECESSA TO,, MAINTAIN MAXIMUM
SPACING OF TEN FEET.
5. HOLE IN MANHOLE :WALL TO BE MADE WITH''A CORING MACHINE. :INSTALL
FLEXIBLE RUBBER COUPLING,
6. COREHOLE SHALL NOT ENTER CONE SECTION.
7.,. STEPS SHALL BE, RELOCATED IF THEY.CONFUCT:.MTH INSIDE ZROP;
TYPICAL SANITARY SEWER, SERVICE, sBACKWATER VALVE STYLES.
FLAPPER VALVE
TYPICAL BACKWATER VALVE INSTALLATIONS.,
HOUSE YARQNAULT INSTALLATION FOR
BUILDINGS BUILT ON SLAB AND
OTHER LOCATIONS "EKE VALVE
CANNOT BE INSTALLED IN:
BASEMENT QK CRAWL SPACE.
CBS& -ll METER BOX
OR SIMILAR BOX/VAULT
'OF APPROPRIATE SIZE
TO ALLOW REGULAR
MAINTENANCE
NOTI55:
1. INSTALLATIONS Of GREATER THAN 4'I,N,DEPTH MAY REQUIRE MANHOLE,
2. VALVES MOST BE INSTALLED IN ALOCA.TION AT WHICH THEY CAN BE
CLEANED AND SERVICED REGULARLY,
CITY Of RALEIGH
DEPARTMENT OF PUBLIC UTILITIES
TYPICAL SANITARY 5F—WER SERVICE E
WATER VALVE INSTALLATION
_
DVVG, NO: REVISIONS DATE REVISIONS
RRH =-3 1 —00
#
FINAL DRAWING — RELEASED FOR CONSTRUCTION
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>
P.
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CITY OF -RALEIGH
DEPARTMENT Of PUBLIC QTILITIES
STANDARD MANHOLE INSTALLATION
OVER EXISTING SEWER MAIN
'DWG, NO,
REVISIONS DATE, REVISIONS DATE,
5 -?2
Y—C,A.
L1-19-05
--'3
b. hl. GllG 6
FINAL DRAWING — RELEASED FOR CONSTRUCTION

GENERAL CONSTRUCTION NOTES
1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN
"
APPROVAL TO CONSTRUCT" FROM THE LOCAL JURISDICTION/STORMWATER APPROVING AUTHORITY AND ALL
OTHER APPLICABLE AGENCIES.
2. PRIOR TO CONSTRUCTION A PRE -CONSTRUCTION MEETING SHALL BE CONDUCTED TO PROVIDE AN OPEN
FORUM DURING WHICH THE OWNER, CONTRACTOR, DESIGN ENGINEER, ONSITE LANDSCAPE PROFESSIONAL, AND
ONSITE GEOTECHNICAL ENGINEER CAN DISCUSS THE CONSTRUCTION OF THE STORMWATER MANAGEMENT
FACILITY SWMF AND MORE SPECIFICALLY THE STEPS THAT WILL BE OB TO REQUIRED AIN FINAL AS -BUILT
Q T
CERTIFICATION OF THE SWMF. IN SOME INSTANCES, IT MAY BE BENEFICIAL TO INVITE A STORMWATER
REPRESENTATIVE FROM THE LOCAL APPROVING AUTHORITY T SUCH A MEETING. THE OWNER OR CONTRACTOR TH 0 M TR
SHALL SCHEDULE AND CONDUCT THE MEETING.
3. AS APPLICABLE, NO CONSTRUCTION WITHIN THE FOOTPRINT OF THE PROPOSED SWMF DAM EMBANKMENT
SHALL OCCUR PRIOR TO DESIGN APPROVAL BY THE LAND QUALITY SECTION (DAM SAFETY) OF THE NC
DEPARTMENT OF ENERGY, MINERALS AND LAND RESOURCES.
4. ANY AND ALL DISCREPANCIES IN THE PLANS AND/OR NOTES SHALL BE BROUGHT TO THE IMMEDIATE
ATTENTION OF THE DESIGN ENGINEER.
5. AN AS BUILT CERTIFICATION OF THE SWMF IS REQUIRED. IT SHALL BE UNDERSTOOD BY THE OWNER AND
CONTRACTOR THAT AN AS -BUILT CERTIFICATION OF AN SWMF REQUIRES EXTENSIVE OBSERVATION, TESTING,
AND CERTIFICATION BY BOTH THE DESIGN ENGINEER AND THE ONSITE GEOTECHNICAL ENGINEER PRIOR TO,
DURING, AND AFTER CONSTRUCTION. ACCORDINGLY, THE OWNER AND CONTRACTOR SHALL MAKE THEMSELVES
FAMILIAR WITH ALL THE OBSERVATION, TESTING, AND ENGINEERING/CONSTRUCTION CERTIFICATION
REQUIREMENTS OF THE LOCAL APPROVING AUTHORITY FOR THE PROVISION OF A FINAL SWMF AS -BUILT
CERTIFICATION. IT SHALL BE THE RESPONSIBILITY OF THE OWNER AND CONTRACTOR TO ENSURE THAT
OBSERVATION, TESTING, AND CERTIFICATION EFFORTS ARE ADEQUATELY AND APPROPRIATELYCOORDINATED
WITH THE DESIGN ENGINEER AND THE ONSITE GEOTECHNICAL ENGINEER.
6. THE RELEASE OF BUILDING PERMITS AND/OR CERTIFICATES OF OCCUPANCY MAY BE CONTINGENT UPON
THE COMPLETION OF A PORTION OR ALL OF THE SWMF (UP TO APPROVAL OF THE FINAL SWMF AS -BUILT
CERTIFICATION). THE OWNER AND CONTRACTOR ARE URGED TO MAKE THEMSELVES FAMILIAR WITH ALL
APPLICABLE REQUIREMENTS OF THE LOCAL APPROVING AUTHORITY CONCERNING THE RELEASE OF BUILDING
PERMITS AND CERTIFICATES OF OCCUPANCY WHERE THE COMPLETION OR PARTIAL COMPLETION OF THE SWMF
IS CONCERNED.
7. THERE MAY BE EXISTING JURISDICTIONAL WETLANDS ONSITE. PRIOR TO CONSTRUCTION, THE OWNER OR
CONTRACTOR SHALL OBTAIN ANY AND ALL PERMITS TO FILL, DISTURB, OR DO ANY WORK IN THESE AREAS.
UNDER NO CIRCUMSTANCES SHALL THERE BE ANY DISTURBANCE IN THESE AREAS BEYOND THE APPROVED
WETLAND IMPACT AREAS IDENTIFIED IN THE PERMIT. THE CONTRACTOR SHALL MONITOR AND BE RESPONSIBLE
FOR THE WETLAND AREAS TO ENSURE DETRIMENTAL SEDIMENT LADEN RUNOFF FROM ONSITE DISTURBED AREAS
DOES NOT DISCHARGE INTO THESE AREAS.
8. IT IS RECOMMENDED THAT ANY TOPSOIL REMOVED FROM THE SITE BE STOCKPILED FOR USE IN PLANTING
THE POND FLOOR, AQUATIC SHELF, AND/OR DAM EMBANKMENT AS APPLICABLE.
9. THE CONTRACTOR SHALL REFER TO THE LANDSCAPING PLAN (SEE SHEET SW3-LS) FOR THE PERMANENT
PLANTING PLAN AND PLANTING SCHEDULE. iT SHALL BE UNDERSTOOD BY THE OWNER AND CONTRACTOR THAT
NO TREES OR SHRUBS OF ANY TYPE SHALL BE PLANTED ON THE FILL AREAS OF THE PROPOSED DAM
EMBANKMENT. ONLY TURF GRASS SHALL BE ALLOWED IN THESE AREAS. IF A CONFLICT BETWEEN THIS
REQUIREMENT AND ANY REQUIRED TREE PLANTING OR BUFFER AREAS ARISES, THE OWNER AND CONTRACTOR
SHALL BRING SUCH CONFLICTS TO THE IMMEDIATE ATTENTION OF THE DESIGN ENGINEER. WITH REGARD TO
ANY AND ALL SUCH CONFLICTS, IT SHALL BE UNDERSTOOD BY THE OWNER AND CONTRACTOR THAT A FINAL
SWMF AS -BUILT CERTIFICATION CANNOT BE PROVIDED SO LONG AS ANY FILL AREAS OF THE DAM
EMBANKMENT HAVE BEEN PLANTED WITH ANYTHING OTHER THAN TURF GRASS.
10. SEGMENTAL BLOCK WALLS SHALL BE PROHIBITED WITHIN THE PROPOSED DAM EMBANKMENT AND WITHIN
10 -FT (HORIZONTAL) OF THE PROPOSED DAM. THIS INCLUDES THE UPSTREAM FACE, DOWNSTREAM FACE,
ABUTMENTS, GROIN, AND FOUNDATIONAL AREAS OF THE DAM.
11. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE SOIL BED PREPARATION IS
DETERMINED BY THE ONSITE LANDSCAPE PROFESSIONAL TO BE UNSUITABLE FOR THE FUTURE WETLAND
PLANTINGS, THE CONTRACTOR SHALL PREPARE AND/OR AMEND THE SOIL BED AS DIRECTED BY THE ONSITE
LANDSCAPE PROFESSIONAL. ALL PLANTS PLANTED IN THE SWMF SHALL BE WARRANTIED BY THE ONSITE
LANDSCAPE PROFESSIONAL FOR A MINIMUM OF AT LEAST ONE-YEAR FOLLOWING FINAL PLANTING. A COPY OF
THE WARRANTY SHALL BE PROVIDED TO THE DESIGN ENGINEER FOR INCLUSION IN THE FINAL SWMF AS -BUILT
CERTIFICATION. IT SHALL BE UNDERSTOOD BY THE OWNER AND CONTRACTOR THAT A MINIMUM STABILIZATION
RATE OF 100% COVERAGE WITH HEALTHY WETLAND VEGETATION IN THE IMPOUNDMENT AREA IS TYPICALLY
REQUIRED PRIOR TO FINAL SWMF AS -BUILT CERTIFICATION.
12. ONCE FINAL GRADES FOR THE DAM, AS SHOWN ON THE SWMF GRADING PLAN (SEE SHEET SW3-B), HAVE
BEEN ESTABLISHED WITH COMPACTED FILL AND PRIOR TO THE PLACEMENT OF TOPSOIL, THE CONTRACTOR
SHALL SCARIFY THE TOP 2-3" OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE
COMPACTED FILL. FOLLOWING THiS, THE TOPSOIL SHALL BE INSTALLED. THE MINIMUM DEPTH OF TOPSOIL ON
THE DAM SHALL BE 3% AND IT SHALL BE RAKED INTO THE SCARIFIED SOIL ON THE BERM SECTION. IT SHALL
BE UNDERSTOOD BY THE OWNER AND CONTRACTOR THAT A MINIMUM STABILIZATION RATE OF 85% COVERAGE
WITH HEALTHY PERMANENT TURF GRASS IS TYPICALLY REQUIRED PRIOR TO FINAL SWMF AS -BUILT
CERTIFICATION.
13. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, ETC.,
NEEDED TO REMOVE WATER FROM VARIOUS PARTS OF THE SWMF. IT IS ANTICIPATED THAT PUMPING WILL BE
NECESSARY IN THE EXCAVATION AREAS (I.E., THE KEY TRENCH, THE AREA FOR THE RISER ANTiFLOAT BLOCK,
THE TRENCH FOR THE SPILLWAY PIPE AND CRADLE, ETC.).
A. IF THE INFILTRATION RATE OF THE IMPOUNDMENT IS DETERMINED, THROUGH SOIL TESTING, WATER LOSS,
AND/OR OTHER METHODS TO BE GREATER THAN 0.01 IN/HR, THE CONTRACTOR SHALL IMPLEMENT MEASURES
TO MAINTAIN THE REQUIRED PERMANENT POOL. ONCE THE SWMF HAS BEEN FILLED WITH WATER, IT IS
RECOMMENDED THAT THE CONTRACTOR INSTALL AN ESS -13 POND SEALING SOLUTION (SEEPAGE CONTROL, INC.
[WWW.SEEPAGECONTROL.COM]), OR CONTRACTOR -SUPPLIED EQUIVALENT, IN ACCORDANCE WITH MANUFACTURER
SPECIFICATIONS. ULTIMATELY, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT THE SWMF
CAN MAINTAIN THE REQUIRED PERMANENT POOL IMPOUNDMENT. IN SOME INSTANCES, TO MEET THIS
REQUIREMENT, A POND LINER MAY BE REQUIRED. PROVISION OF SUCH A LINER WILL BE THE RESPONSIBILITY
OF THE CONTRACTOR.
MINIMUM OUTLET STRUCTURE MATERIAL SPECIFICATIONS
1. THE 18"4 RCP OUTLET BARREL SHALL BE CLASS IV, OPPOSING SHOULDER BELL AND SPIGOT, MEETING
THE LATEST REQUIREMENTS OF ASTM C76, AND WITH A SINGLE OFFSET RUBBER GASKET "WEDGE," MEETING
THE LATEST REQUIREMENTS OF ASTM C-443.
2. THE STRUCTURAL DESIGN FOR THE 4'X4' (INTERNAL DIMENSIONS) RISER BOX SHALL BE BY OTHERS.
PRIOR TO ORDERING THE STRUCTURE, THE CONTRACTOR SHALL PROVIDE THE DESIGN ENGINEER WITH SHOP
DRAWINGS, SEALED BY AN NCPE, FOR "CURSORY" EXAMINATION BY THE DESIGN ENGINEER.
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS AT A SPACING OF 16" ON CENTER.
STEPS SHALL BE PROVIDED ON THE INNER WALL OF THE RISER BOX AND SHALL BE IN ACCORDANCE WITH
NCDOT STD. 840.66. PLEASE REFER TO DETAIL 6/SW2-E FOR THE PROPER LOCATION OF THE RISER STEPS.
4. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH MULTIPLE 2" W HOLES (4 EACH SiDE, FOR
A TOTAL OF 16), AS SHOWN IN DETAIL 2/SW2-C. THESE HOLES ARE INTENDED TO FACILITATE ADEQUATE
REBAR ANCHORING OF THE RISER BOX TO THE CAST-iN-PLACE ANTiFLOAT BLOCK.
5. THE 8' LONG X 8' WIDE X 30" THiCK CONCRETE ANiiFLOAT BLOCK SHALL BE PLACED ONSITE IN
ACCORDANCE WITH DETAIL 2/SW2-C AND WITH THE NOTES IN THE SECTION TiTLED "GENERAL CONSTRUCTION
SEQUENCING OE THE SWMF."
6. THE RISER BOX JOINT DESIGN SHALL CONFORM TO ASDTM C-478. THE JOINTS SHALL BE SEALED USING
ACONFORMINGT AS -99 FTER CONNECTING THE JOINTS THE CONTRACTOR
BUTYL RUBBER SEAL NT 0 ASTM -990. A N >
SHALL PARGE THE JOINTS WITH HYDRAULIC CEMENT ON BOTH THE INSIDE AND OUTSIDE OF THE RISER. IN
ADDITION, EACH SECTION OF THE RiSER BOX SHALL BE CONNECTED AT EACH FACE TO ADJOINING SECTIONS
WITH %" STEEL STRAPS BOLTED INTO THE STRUCTURE AS SHOWN IN DETAIL 7/SW2-E.
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL PROVIDE THE DESIGN ENGINEER WITH TRASH RACK SHOP
DRAWINGS FOR "CURSORY" EXAMINATION BY THE DESIGN ENGINEER. THE CONTRACTOR SHALL ENSURE THAT
AN ACCESS HATCH IS PROVIDED WITHIN THE TRASHRACK (SEE DETAIL 5/SW2-D FOR THE PROPER LOCATION
OF THE ACCESS HATCH). IN ADDITION, THE CONTRACTOR SHALL BOLT THE STRUCTURE TO THE TOP OF THE
RISER BOX AS INDICATED IN DETAIL 5/WPi-C. FURTHERMORE, THE CONTRACTOR SHALL PROVIDE A CHAIN
AND LOCK FOR SECURING THE ACCESS HATCH IN ITS CLOSED POSITION.
8. ALL PLACED CONCRETE SHALL HAVE A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 3,000 PSI, UNLESS
OTHERWISE NOTED.
9. THE SPILLWAY CRADLE SHALL BE CAST -IN-PLACE, EXCAVATABLE FLOWABLE FILL AND SHALL HAVE A
MINIMUM COMPRESSIVE STRENGTH OF 750 PSI (SEE DETAIL 3/SW2-C).
10. GEOTECHNICAL FABRIC FOR THE 24"O RCP OUTLET BARREL JOINTS SHALL BE MIRAFI 18ON (NON -WOVEN)
OR DESIGN ENGINEER APPROVED EQUIVALENT.
11. THE WATER QUALITY AND EMERGENCY DRAWDOWN OF THE SWMF IS PROVIDED BY A 4" EA -1 DEVICE (SEE
DETAIL 13/SW3-G).
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MINIMUM BERM AND SOIL COMPACTION STANDARDS
1. ALL FiLL MATERIALS TO BE USED FOR THE DAM EMBANKMENT A
SH LL BE TAKEN FROM BORROW AREAS
APPROVED BY THE ONSITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE OF ROOTS, STUMPS,
WOOD, CONSTRUCTION DEBRIS, STONES GREATER THAN 2" (MEASURED IN ANY DIRECTION), AND FROZEN OR
OTHER DELETERIOUS OR OBJECTIONABLE MATERIAL.H
T E FOLLOWING SOIL TYPES ARE SUITABLE FOR USE As
FILL WITHIN THE PROPOSED DAM EMBANKMENT: USGS DESIGNATIONS SM, SC, ML, AND CL IF OTHER SOIL
TYPES ARE DETERMINED TO BE SUITABLE BY THE ONSITE GEOTECHNICAL ENGINEER, DOCUMENTATION OF SUCH
USE SHALL BE RETAINED AND INCLUDED WITH THE GEOTECHNICAL CERTIFICATION PAPERWORK.
2. PRIOR TO USE AS FILL MATERIAL IN THE DAM EMBANKMENT, THE ONSITE GEOTECHNICAL ENGINEER SHALL
PERFORM STANDARD PROCTOR TESTS ON THE PROPOSEDORRO RIA T S
B W MATERIAL 0 ENSURE THAT THAT REQUIRED
IMPERMEABILITY, COMPACTION, AND MOISTURE CONTENTS CAN BE ACHIEVED AND CONTROLLED DURING
CONSTRUCTION.
3. FILL PLACEMENT IN THE SWMF DAM EMBANKMENT SHALL NOT EXCEED A MAXIMUM 6" LOOSE LIFT
THROUGHOUT THE MAIN PORTIONS OF THE DAM.
4. FILL PLACEMENT WITHIN 3 -FT OF EITHER SIDE OF ALL SPILLWAY AND DRAINAGE STRUCTURES AND TO A
DEPTH OF AT LEAST 2 -FT OVER ALL SPILLWAY PIPES SHALL NOT EXCEED A MAXIMUM 3" LOOSE LIFT. IN
ADDITION COMPACTION OF THE SOILS 1N SUCHN A -
ZO ES SHALL BE ACCOMPLISHED USING WALK BEHIND OR
SMALL, REMOTE CONTROLLED EQUIPMENT AND SHALL BE COMPACTED TO THE SAME COMPACTION AND
MOISTURE CONTENTS AS THE REMAINING PORTIONS OF THE DAM.
5. BEFORE PLACEMENT OF FILL FOR THE DAM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
6. ALL FILL SOILS USED IN THE DAM EMBANKMENT AND KEY TRENCH SHALL BE COMPACTED TO AT LEAST
95% OF THE MAXIMUM DENSITY, AS DETERMINED BY STANDARD PROCTOR TESTS (ASTM -698). THE SOILS
SHALL BE COMPACTED AT MOISTURE CONTENTS WITHIN t 2 PERCENTAGE POINTS OF OPTIMUM MOISTURE
CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ONSITE GEOTECHNICAL ENGINEER DURING
CONSTRUCTION TO VERIFY THAT PROPER COMPACTiVE EFFORTS HAVE BEEN ACHIEVED. FILL SHOULD BE
COMPACTED USING SHEEPSFOOT TYPE COMPACTORS. IN ORDER TO PREVENT DAMAGE TO SPILLWAY PIPES, NO
DRIVABLE COMPACTION EQUIPMENT SHALL CROSS ANY SPILLWAY PIPE UNTiL A MINIMUM COVER OF 2 -FT HAS
BEEN ESTABLISHED ALONG THE AXIS OF SUCH SPILLWAY PIPE.
7. FILL MATERIAL PLACED AT DENSITIES LOWER THAN SPECIFIED MINIMUM DENSITIES, OR AT MOISTURE
CONTENTS OUTSIDE THE SPECIFIED RANGES, OR OTHERWISE NOT CONFORMING TO THE SPECIFIED
REQUIREMENTS, SHALL BE REWORKED OR REMOVED AND REPLACED WITH ACCEPTABLE MATERIALS PLACED AT
REQUIRED DENSITIES AND MOISTURE CONTENTS.
8. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE PENETRATION DURING STORM
EVENTS, SHALL BE PROPERLY SCARIFIED PRIOR TO THE PLACEMENT OF THE NEXT SOIL LIFT.
9. TESTING OF NEW FILL MATERIALS SHALL BE PERFORMED BY THE ONSITE GEOTECHNICAL ENGINEER TO
VERIFY AND ENSURE THAT REQUIRED LEVELS OF COMPACTIVE EFFORT HAVE BEEN ACHIEVED. AS SUCH, A
MINIMUM OF ONE DENSITY TEST, PER LIFT OF FILL, SHALL BE PERFORMED ON EACH SIDE OF EACH SPILLWAY
PIPE FOR EACH 25 LINEAR FEET OF PIPE LENGTH. THIS TESTING SHALL BE CONDUCTED UNTIL A MINIMUM OF
2 -FT OF COVER HAS BEEN ACHIEVED OVER THE AXIS OF EACH SPILLWAY PIPE. iN ADDITION TO THE ABOVE,
AND OUTSIDE OF THESE MAIN SPILLWAY AREAS, A MINIMUM OF ONE DENSITY TEST, PER LIFT OF FILL, SHALL
BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF FILL AREA.
10. TESTING OF THE DEGREE (%) OF COMPACTION OF THE PLACED FILL IN THE DAM SHALL BE PERFORMED
AS A PART OF THE CONTRACTOR'S NORMAL QUALITY CONTROL PROGRAM FOR THE CONSTRUCTION OF THE
DAM. TESTS SHALL BE CONDUCTED CONCURRENT WITH THE INSTALLATION OF COMPACTED FILL, AND THE
CONTRACTOR SHALL COORDINATE THE CONSTRUCTION OF THE DAM WITH THE ONSITE GEOTECHNICAL ENGINEER
AND DESIGN ENGINEER, AS APPLICABLE, SO THAT APPROPRIATE AND REQUIRED TESTING CAN BE
ACCOMPLISHED. SHOULD THE RESULTS OF ANY TEST INDICATE THAT THE SPECIFIED MINIMUM DEGREE OF
COMPACTION OR THAT THE SPECIFIED WATER CONTENT HAS NOT BEEN OBTAINED, THOSE PORTIONS OF THE
DAM REPRESENTED BY SUCH TEST/S SHALL BE REWORKED OR REMOVED AND REPLACED AT THE
CONTRACTOR'S EXPENSE.
NERAL CONSTRUCTION SEQUENCING OF THE SWMF
A. AFTER ALL REQUIRED APPROVALS AND PERMITS HAVE BEEN OBTAINED BY THE OWNER AND CONTRACTOR,
AND PRIOR TO CONSTRUCTION, A PRE -CONSTRUCTION MEETING SHALL BE CONDUCTED TO PROVIDE AN OPEN
FORUM DURING WHICH THE OWNER, CONTRACTOR, DESIGN ENGINEER, ONSITE LANDSCAPE PROFESSIONAL, AND
ONSITE GEOTECHNICAL ENGINEER CAN DISCUSS THE CONSTRUCTION OF THE STORMWATER MANAGEMENT
FACILITY (SWMF) AND, MORE SPECIFICALLY, THE STEPS THAT WILL BE REQUIRED TO OBTAIN FINAL AS -BUILT
CERTIFICATION OF THE SWMF. IN SOME INSTANCES, IT MAY BE BENEFICIAL TO INVITE A STORMWATER
REPRESENTATIVE FROM THE LOCAL APPROVING AUTHORITY TO SUCH A MEETING. THE OWNER OR CONTRACTOR
SHALL SCHEDULE AND CONDUCT THE MEETING.
B. THE CONTRACTOR SHALL INSTALL ALL E&S MEASURES IN ACCORDANCE WITH THE APPROVED E&S PLAN.
AS REQUIRED, THE CONTRACTOR SHALL MAINTAIN ALL APPROVED E&S MEASURES FOR THE DURATION OF THE
PROJECT. AS REQUIRED, THE CONTRACTOR SHALL RECEIVE APPROVAL FROM THE E&S INSPECTOR PRIOR TO
PERFORMING ANY LAND CLEARING OR LAND DISTURBING ACTIVITIES.
C. AS CLEARING AND GRUBBING COMMENCES, THE CONTRACTOR SHALL CLEAR AND GRUB THE AREA WITHIN
THE LIMITS OF THE PROPOSED DAM EMBANKMENT CONSTRUCTION AREA. ALL TREES EE AND THEIR ENTIRE ROOT
SYSTEMS SHALL BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED WITH SUITABLE SOIL
MATERIAL. THE BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME STANDARDS AS THE REMAINDER OF
THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE STRIPPED TO A SUITABLE
DEPTH AS DIRECTED BY THE ONSITE GEOTECHNICAL ENGINEER. ANY RESIDUAL SOILS TO BE LEFT IN PLACE
SHALL BE WELL SCARIFIED TO PROMOTE BONDING OF THE NEW EMBANKMENT FILL. NO EMBANKMENT MATERIAL
SHALL BE PLACED FOR THE DAM UNTiL APPROVAL OF THE DAM SUBGRADE IS OBTAINED FROM THE ONSITE
GEOTECHNICAL ENGINEER.
D. THE CONTRACTOR SHALL THEN EXCAVATE FOR THE SPILLWAY PLACEMENT AT OF H SLOPES 1 :1 V OR
FLATTER. THE TRENCH SHALL BE WIDE ENOUGH TO ALLOW FOR CONSTRUCTION PERSONNEL TO WORK IN THE
BOTTOM OF THE EXCAVATION. IN THE VICINITY OF THE DAM AND SPILLWAY STRUCTURES, THE BACKFILL SHALL
BE BENCHED INTO THE EXISTING SLOPES TO INTEGRATE THE NEW BACKFILL WITH THE EXISTING SOILS PRIOR TO
THE INSTALLATION OF EACH SPILLWAY PIPE, THE SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPE SHALL BE
EVALUATED BY THE ONSITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS
EXIST AT THE SUBGRADE LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED
ALONG THE PIPE ALIGNMENT/S, THESE MATERIALS SHALL BE UNDERCUT AS DIRECTED BY THE ONSITE
GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED
STRUCTURAL FILL, LEAN CONCRETE, OR FLOWABLE FiH AS DIRECTED BY THE ONSITE GEOTECHNICAL ENGINEER.
E. BEFORE THE PIPE AND CRADLE ARE PLACED, AND ONCE THE SUBGRADE HAS BEEN APPROVED BY THE
ONSITE GEOTECHNICAL ENGINEER, IT IS RECOMMENDED THAT THE CONTRACTOR PLACE A 3- TO 4 -IN THICK
CONCRETE MUD MAT OVER THE SUBGRADE. NOT ONLY WILL THIS MUD MAT PROTECT THE SUBGRADE FROM
SUBSEQUENT DETERIORATION DURING INCLEMENT WEATHER, BUT IT WILL ALSO PROVIDE SUITABLE BEARING FOR
THE BLOCKS OR CONCRETE SADDLES THAT TEMPORARILY SUPPORT THE SPILLWAY PIPE PRIOR TO PLACEMENT
OF THE CRADLE. THE METHOD OF BLOCK OR SADDLE SUPPORT FOR THE PIPE PROPOSED BY THE
CONTRACTOR SHOULD BE SUBMITTED TO THE DESIGN ENGINEER FOR "CURSORY" EXAMINATION BY THE DESIGN
ENGINEER.
F. ONCE THE CRADLE HAS CURED SUFFICIENTLY, THE CONTRACTOR CAN BEGIN CONSTRUCTING THE NEW
EMBANKMENT. IN ACCORDANCE WITH THE SECTION TITLED, "BERM AND SOIL COMPACTION SPECIFICATIONS."
FILL MATERIALS, APPROVED BY THE ONSITE GEOTECHNICAL ENGINEER, AND FREE OF ROOTS, STUMPS, WOOD,
CONSTRUCTION DEBRIS, STONES GREATER THAN 2" (MEASURED IN ANY DIRECTION), AND FROZEN OR OTHER
DELETERIOUS OR OBJECTIONABLE MATERIAL, CAN BE PLACED. FILL SHALL BE PLACED IN MAXIMUM 6" LOOSE
LIFTS (3" LOOSE LIFTS IN THE VICINITY OF THE RISER BOX, THE SPILLWAY PIPE/S. AND ANY OTHER DRAINAGE
STRUCTURES) PRIOR TO COMPACTION. FILL LIFTS SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF FILL.
IT IS RECOMMENDED THAT THE EMBANKMENT FILL MATERIAL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT
BACK TO FINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION AND NOT EXCEED MAXIMUM ALLOWABLE
SURFACE SLOPES.
G. INSTALLATION OF THE RISER STRUCTURE BY THE CONTRACTOR SHALL BE PERFORMED IN FOUR STAGES:
(1) THE CONTRACTOR SHALL EXCAVATE FOR THE ENTIRE ANTi-FLOAT BLOCK; (2) THE CONTRACTOR SHALL
SET THE RISER TO THE PROPER ELEVATION AND LEVELNESS N SUPPORT BLOCKS 3 THE CONTRACTOR
SHALL PLACE AND TIE ALL STEEL AS SHOWN IN DETAIL 2/SW2-C; AND (4) THE CONTRACTOR SHALL PLACE
THE ENTIRE ANTIFLOAT BLOCK STRUCTURE AND SHAPED RiSER INVERT MONOLITHICALLY.
H. AS CONSTRUCTION OF THE EMBANKMENT PROGRESSES, iT WILL BE NECESSARY TO INSTALL THE SPILLWAY
PIPE CRADLE BY THE CONTRACTOR. THE CRADLE IS TO BE CONSTRUCTED PER DETAIL 3/SW2-C.
1. ONCE THE RISER, SPILLWAY PIPE, AND CRADLE HAVE BEEN INSTALLED, THE CONTRACTOR CAN INSTALL
THE ENTIRE EA -1 WATER MANAGEMENT DEVICE, WITH THE EXCEP11ON OF THE PERMANENT INTAKE MANIFOLD.
DURING THE E&S PHASE, THE 2" LOW-LEVEL BALL VALVE FOR THE EA -1 SHOULD REMAIN OPEN AND THE
FULCRUM/DRAWDOWN APERTURE OPENED AND ROTATED SUCH THAT IT IS AT THE SAME ELEVATION (OR
BELOW) THAT OF THE LOW-LEVEL BALL VALVE. THE EA -1 ELEMENTS SHALL BE ADJUSTED TO THEIR FINAL
POSITIONING WHEN THE BASIN IS CONVERTED TO THE PERMANENT SWMF, THE FINAL CERTIFICATION HAS BEEN
COMPLETED BY THE DESIGN ENGINEER, AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY ALL APPLICABLE
AGENCIES.
J. THE REMAINING PORTIONS OF THE DAM SHALL BE CONSTRUCTED BY THE CONTRACTOR PER THE
SPECIFICATIONS LISTED iN THE SECTION TITLED, "MINIMUM BERM AND SOIL COMPACTION SPECIFICATIONS" AND
THE REQUIREMENTS OF THE ONSITE GEOTECHNICAL ENGINEER. ALL CHARACTERISTICS OF THE EMBANKMENT
FILL MATERIALS SHALL MEET THE STANDARDS SET FORTH iN THE SECTION TITLED, "MINIMUM BERM AND SOIL
COMPACTION SPECIFICATIONS." IT IS RECOMMENDED THAT THE EMBANKMENT FILL MATERIAL BE OVERBUILT IN
HORIZONTAL LIFTS AND CUT BACK TO FINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION AND NOT
EXCEED MAXIMUM ALLOWABLE SURFACE SLOPES. ANY HAND COMPACTION ACTIVITIES AROUND THE SPILLWAY
OR DRAIN STRUCTURES SHALL BE CONDUCTED IN 3 -INCH LOOSE LIFTS AND SHALL BE INSTALLED TO THE
SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE REST OF THE DAM EMBANKMENT. ALL COMPACTION
AND MOISTURE TESTING SHALL BE CARRIED OUT BY THE ONSITE GEOTECHNICAL ENGINEER AND AS LISTED IN
THE SECTION TITLED, "MINIMUM BERM AND SOIL COMPACTION SPECIFICATIONS."
K. UPON COMPLETION OF THE DAM EMBANKMENT CONSTRUCTION TO APPROVED, FINAL GRADES, THE
CONTRACTOR SHALL INSTALL THE REQUIRED MINIMUM 3" LAYER OF TOPSOIL AND PROMPTLY STABILIZE THE
DAM EMBANKMENT PER THE SEEDING SCHEDULE ON THE LANDSCAPING PLAN (SEE SHEET SW2-LS).
L. ONCE THE FACILITY IS READY TO BE CONVERTED FROM AN E&S BASiN TO THE PERMANENT SWMF, THE
OWNER AND CONTRACTOR SHALL REQUEST THAT THE CERTIFICATION PROCESS FOR THE SWMF BE INITIATED
(SEE THE SECTION TITLED, -GENERAL STEPS TO FINAL SWMF AS -BUILT CERTIFICATION"). NOTE THAT INITIATING
THE CERTIFICATION PROCESS SHOULD BEGIN AS EARLY IN THE PROCESS AS IS DEEMED FEASIBLE. DEPENDING
ON THE QUALITY OF ORIGINAL SWMF CONSTRUCTION AND THE EXPERIENCE AND RESPONSIVENESS OF THE
CONTRACTOR, THE TiME IT TAKES TO GO FROM E&S CONVERSION TO FINAL CERTIFICATION APPROVAL CAN
TAKE ANYWHERE FROM TWO TO TWELVE (OR MORE) MONTHS. PLEASE NOTE THAT ANY DEFICIENCIES IN THE
SWMF CONSTRUCTION MUST BE CORRECTED TO THE SATISFACTION OF THE DESIGN ENGINEER AND OWNER
BEFORE FINAL CER11FICATiON CAN BE ACHIEVED. AGAIN, IT SHOULD BE NOTED (AND EMPHASIZED) THAT THE
LENGTH OF THIS PROCESS IS DRIVEN LARGELY BY THE QUALITY OF ORIGINAL SWMF CONSTRUCTION AND THE
EXPERIENCE AND RESPONSIVENESS OF THE CONTRACTOR. IN NO INSTANCES SHALL THE DESIGN ENGINEER BE
PENALIZED FOR THE FAILURE OF THE CONTRACTOR TO CONSTRUCT THE SWMF PROPERLY AND/OR TO RESPOND
TO ANY FUNCTIONAL OR CONSTRUCTION ISSUES RAISED BY THE DESIGN ENGINEER OR OWNER.
DURING THE INITIAL STAGES OF CONSTRUCTION, THE SWMF MAY BE USED AS AN EROSION AND SEDIMENT
CONTROL (E&S) DEVICE. IF SO, THE CONTRACTOR SHALL FOLLOW THE GENERAL CONSTRUCTION SEQUENCE
PROVIDED BELOW:
A. THE CONTRACTOR SHA O
LL CONSTRUCT THE ENTIRE FACILITY(INCLUDING THE PERMANENT RISER
PERMANENT SPILLWAY PIPE, ETC.).
B. THE CONTRACTOR SHALL CONNECT THE TEMPORARY DRAWDOWN RISER OR SKIMMER TO THE EA -1 WATER
MANAGEMENT SYSTEM VIA THE IM -FS (E&S) CONN (SEE DETAIL 10/SW2-F). DURING THE E&S PHASE, THE 2 -
LOW -LEVEL BALL VALVE FOR THE EA -1 SHALL REMAIN OPEN AND THE FULCRUM/DRAWDOWN APERTURE
OPENED AND ROTATED SUCH THAT IT IS AT THE SAME ELEVATION (OR BELOW) THAT OF THE LOW-LEVEL BALL
VALVE. THE EA -1 ELEMENTS WiLL BE ADJUSTED TO THEIR FINAL POSITIONING WHEN THE BASIN IS CONVERTED
TO THE PERMANENT SWMF.
C. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE E&S INSPECTOR APPROVES THE REMOVAL
OF THE SEDIMENT BASIN, THE CONTRACTOR, USING THE PERMANENT 2" BALL VALVE IN THE EA -1 WATER
MANAGEMENT SYSTEM (SEE DETAIL 10/SW2-F), SHALL DRAIN THE POND. NOTE THAT THE POND SHALL BE
DRAINED AT A RATE OF NO MORE THAN ONE -FOOT PER DAY OF VERTICAL DROP IN WATER SURFACE. IT
SHOULD BE NOTED, TOO, THAT A PORTION OF THE PERMANENT POOL IS LOCATED IN A "DEAD STORAGE" ZONE,
MEANING, IT IS BELOW THE OUTLET PIPE AND THE AFOREMENTIONED BALL VALVE. AS SUCH, THE WATER IN
THIS DEAD STORAGE ZONE SHALL BE PUMPED INTO A DIRT BAG (OR OTHER APPROPRIATE SEDIMENT REMOVAL
DEVICE) PRIOR TO BEING DISCHARGED INTO AN EXISTING NATURAL OR CONSTRUCTED DRAINAGE SYSTEM.
D. AFTER DRAINING THE POND, THE CONTRACTOR SHALL REMOVE THE TEMPORARY DRAWDOWN RISER/SKIMMER
AND CLEAN-OUT THE BASiN. ALL SEDIMENT, TRASH, ETC., SHALL BE DISPOSED OF PROPERLY IN A LANDFILL
AND NOT STOCKPILED IN AN AREA WHERE WATER QUALITY COULD BE ADVERSELY AFFECTED.
E. ONCE THE BASIN IS CLEANED OUT AND ALL EROSION CONTROL DEVICES REMOVED, THE CONTRACTOR
SHALL, UPON INITIATING THE STEPS OUTLINED IN THE SECTION TITLED, "GENERAL STEPS TO FINAL SWMF
AS -BUILT CERTIFICATION." CONSTRUCT THE INTERIOR GRADING SHOWN ON THE SWMF PLAN ViEW (SEE SHEET
SW2-B), SHALL REMOVE THE IM -FS (E&S) CONN FROM THE EA -1, SHALL INSTALL THE FINAL EA -1 INTAKE
MANIFOLD, AND SHALL ADJUST THE FULCRUM AND DRAWDOWN APERTURE PER THE DESIGN ENGINEER'S
DIRECTION.
1. THE PROPOSED SWMF DAM EMBANKMENT SHALL BE CONSTRUCTED UNDER THE OBSERVATION OF A
QUALIFIED ONSITE GEOTECHNICAL ENGINEER, WHO IS REGISTERED AS AN NCPE. THE ONSITE GEOTECHNICAL
ENGINEER MUST HAVE EXPERIENCE IN THE DESIGN AND CONSTRUCTION MONITORING OF DAMS SIMILAR IN SIZE
AND SCOPE TO THAT INCLUDED IN THE PROPOSED PLANS AND SPECIFICATIONS. IN ADDITION, THE ONSITE
GEOTECHNICAL ENGINEER SHALL BE KEENLY FAMILIAR NTH ALL THE OBSERVATION, TESTING, AND
GEOTECHNICAL CERTIFICATION PAPERWORK REQUIRED BY THE LOCAL APPROVING AUTHORITY TO PROVIDE AN
APPROVABLE SWMF FINAL AS -BUILT CERTIFICATION.
2. THE ONSITE GEOTECHNICAL ENGINEER SHALL OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE SWMF
DAM EMBANKMENT AND OUTLET WORKS, INCLUDING THE PREPARATION OF THE FOUNDATION FOR THE SWMF
DAM, THE INSTALLATION OF THE KEY TRENCH FOR THE SWMF DAM, THE INSTALLATION OF THE RISER
ANTIFLOAT BLOCK, THE INSTALLATION THE RISER (AND ITS STRUCTURALLY INTEGRATED CONNECTION WITH
ITSELF AND TO THE ANTIFLOAT BLOCK), THE INSTALLATION OF THE PRINCIPAL SPILLWAY PIPE, THE
INSTALLATION OF THE SPILLWAY CRADLE, THE INSTALLATION OF THE INTERNAL DRAINAGE AND FILTER
DEVICE/S, THE INSTALLATION OF COMPACTED FILL, ETC. THE FREQUENCY OF OBSERVATION AND TESTING MUST
BE SUFFICIENT FOR THE ONSITE GEOTECHNICAL ENGINEER TO CERTIFY, IN HIS/HER PROFESSIONAL OPINION
(AND, AS REQUIRED, IN ACCORDANCE WITH PRESET CERTIFICATION PAPERWORK REQUIRED BY THE LOCAL
APPROVING AUTHORITY), THAT THE REQUIRED (AND SPECIFIC) ITEMS OBSERVED AND TESTED WERE INSTALLED
IN ACCORDANCE WITH THE APPROVED PLANS AND SPECIFICATIONS. THE ONSITE GEOTECHNICAL ENGINEER IS
TO PROVIDE ALL BACKUP REPORTS AND PHOTOGRAPHS TO SUPPORT THIS CERTIFICATION. IF IT IS DETERMINED
THAT ONE OR MORE REQUIRED ITEMS WERE NOT OBSERVED, TESTED, DOCUMENTED, OR CONSTRUCTED IN
ACCORDANCE WITH CURRENT INDUSTRY STANDARDS, THE APPROVED PLANS AND SPECIFICATIONS, OR THE
AS -BUILT CERTIFICATION REQUIREMENTS OF THE LOCAL APPROVING AUTHORITY, ADDITIONAL "AFTER -THE -FACT"
GEOTECHNICAL AND/OR MATERIALS TESTING MAY BE REQUIRED. SUCH "AFTER -THE -FACT" TESTING MAY
REQUIRE ADDITIONAL EXCAVATION ACTIVITIES A
Q VI E AND MAY REQUIRE THAT SPECIFIC PORTIONS OF THE FACILITY BE
REWORKED, MODIFIED, REBUILT, OR REMOVED AND RECONSTRUCTED/REINSTALLED IN ACCORDANCE WITH THE
APPROVED PLANS AND SPECIFICATIONS. SUCH ADDITIONAL TESTING, RETESTING, AND RECONSTRUCTION
ACTIVITIES SHALL BE AT THE CONTRACTOR'S EXPENSE. IN NO INSTANCE SHALL SUCH THINGS BE DONE AT
THE DESIGN ENGINEER'S EXPENSE.
3. PRIOR TO CONSTRUCTION, THE ONSITE GEOTECHNICAL ENGINEER SHALL VERIFY THE SUITABILITY OF THE
PROPOSED BORROW AREA/S TO USE AS FILL IN THE PROPOSED DAM AND KEY TRENCH.
4. PRIOR TO THE PLACEMENT OF ANY FILL IN THE DAM OR KEY TRENCH, THE FOUNDATION SUBGRADE SHALL
BE PROOFROLLED 70 CHECK FOR UNSUITABLE SOIL CONDITIONS. PROOFROLLING SHALL BE DONE AFTER A
SUITABLE PERIOD OF DRY WEATHER TO AVOID DEGRADING AN OTHERWISE ACCEPTABLE SUBGRADE.
PROOFROLLING SHALL BE PERFORMED WITH EQUIPMENT APPROVED BY THE ONSITE GEOTECHNICAL ENGINEER
AND SHALL BE PERFORMED IN A MANNER SPECIFIED BY THE ONSITE GEOTECHNICAL ENGINEER. AREAS WHICH
ARE OBSERVED TO RUT, PUMP, OR DEFLECT EXCESSIVELY DURING THE PROOFROLLING PROCESS AND FAIL TO
DENSITY WITH CONTINUED ROLLING SHALL BE UNDERCUT TO SUITABLE SOILS, AS DIRECTED BY THE ONSITE
GEOTECHNINCAL ENGINEER, AND REPLACED WiTH COMPACTED FILL, ALSO AS DIRECTED BY THE ONSITE
GEOTECHNICAL ENGINEER.
5. THE ONSITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION PRIOR TO
PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR CONSTRUCTS AND COVERS UP
THE KEY TRENCH PRIOR TO INSPECTION BY THE ONSITE GEOTECHNICAL ENGINEER, THEY KEY TRENCH SHALL BE
UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE.
GENERAL STEPS TO FINAL SWMF AS -BUILT CERTIFICATION
ONCE THE E&S INSPECTOR HAS INDICATED THAT THE FACILITY CAN BE CONVERTED FROM AN E&S DEVICE TO
THE PERMANENT SWMF, THE OWNER AND CONTRACTOR ARE ADVISED TO PROCEED ALONG THE FOLLOWING
STEPS:
A. THE OWNER OR CONTRACTOR SHALL REQUEST A SURVEY STAKEOUT OF THE FINAL GRADING OF THE
FACILITY.
B. THE CONTRACTOR SHALL CLEANOUT ALL ACCUMULATED SEDIMENT, TRASH, AND DEBRIS FROM THE SWMF
AND THEN GRADE THE FACILITY IN ACCORDANCE WITH THE STAKEOUT.
C. ONCE THE CONTRACTOR HAS COMPLETED THE INITIAL POST -CONVERSION GRADING, THE OWNER OR
CONTRACTOR SHALL REQUEST A FOLLOW-UP SURVEY AND AN ENGINEERING EVALUATION OF THE SURVEY
RESULTS.
D. ONCE THE DESIGN ENGINEER RECEIVES THE PROCESSED SURVEY DATA, THE DESIGN ENGINEER WILL USE
THE DATA TO COMPLETE AN ENGINEERING ANALYSIS OF THE CONSTRUCTED FACILITY. BASED ON THIS
ANALYSIS, CONSTRUCTION MODIFICATIONS MAY BE REQUIRED TO BRING THE SWMF INTO "ENGINEERING
COMPLIANCE" WITH THE APPROVED PLANS AND SPECIFICATIONS. IF MODIFICATIONS ARE REQUIRED, AN
"ENGINEERING MODIFICATION PLAN (EMP)" WILL BE PREPARED BY THE DESIGN ENGINEER AND PROVIDED TO THE
OWNER AND CONTRACTOR. IF AN EMP IS NOT REQUIRED, THE OWNER OR CONTRACTOR CAN SKIP TO "L"
BELOW.
E. ONCE THE CONTRACTOR AND OWNER HAVE RECEIVED THE EMP, THE CONTRACTOR OR OWNER SHALL
REQUEST A SURVEY STAKEOUT OF THE MODIFICATIONS PROVIDED IN THE EMP.
F. ONCE THE CONTRACTOR HAS COMPLETED THE EMP'S IMPLEMENTATION, THE OWNER OR CONTRACTOR SHALL
REQUEST AFOLLOW-UP SURVEY AS WELL AS AN ENGINEERING EVALUATION OF THE SURVEY RESULTS.
G. ONCE THE DESIGN ENGINEER RECEIVES THE PROCESSED SURVEY DATA, THE DESIGN ENGINEER WiLL USE
THE DATA TO COMPLETE AN ADDITIONAL ENGINEERING ANALYSIS OF THE CONSTRUCTED FACILITY. BASED ON
THIS ANALYSIS, ADDITIONAL CONSTRUCTION MODIFICATIONS MAY BE REQUIRED TO BRING THE SWMF INTO
"ENGINEERING COMPLIANCE." IF ADDITIONAL MODIFICATIONS ARE REQUIRED, A SUPPLEMENTAL EMP WILL BE
PREPARED BY THE DESIGN ENGINEER AND PROVIDED TO THE OWNER AND CONTRACTOR, AND THE ABOVE EMP
PROCESSES WILL BE REPEATED.
H. ONCE iT HAS BEEN DETERMINED THAT THE SWMF MEETS THE REQUIREMENTS FOR "ENGINEERING
COMPLIANCE," THE DESIGN ENGINEER WILL INFORM THE OWNER AND CONTRACTOR OF SAID RESULT.
1. ONCE THE OWNER AND CONTRACTOR HAVE BEEN INFORMED THAT "ENGINEERING COMPLIANCE" HAS BEEN
ACHIEVED, THE CONTRACTOR SHALL, TIME OF YEAR AND WEATHER CONDITIONS PERMITTING, SEED AND MULCH
(OR SOD) THE DAM AND CUT SLOPES AND PLANT THE WETLAND PLANTS IN ACCORDANCE WITH THE
LANDSCAPE PLAN (SEE SHEET SW2-LS). CONCURRENTLY, THE OWNER OR CONTRACTOR SHALL REQUEST A
FIELD INSPECTION BY THE DESIGN ENGINEER. PLEASE NOTE THAT IF THE CONTRACTOR PLANTS THE PROPOSED
VEGETATION PRIOR TO DESIGN ENGINEER NOTIFICATION THAT "ENGINEERING COMPLIANCE" HAS BEEN ACHIEVED,
ANY CHANGES TO THE GRADING OR REPLANTING OF LANDSCAPING WILL BE AT THE CONTRACTOR'S EXPENSE.
J. UPON RECEIVING THE REQUEST FOR INSPECTION, THE DESIGN ENGINEER WILL SCHEDULE AN INSPECTION OF
THE SWMF TO ASCERTAIN THE "CONSTRUCTION COMPLIANCE" OF THE SWMF. FOLLOWING THE FIELD
INSPECTION, THE DESIGN ENGINEER WILL PROVIDE A DETAILED PUNCHLIST OF CONSTRUCTION DEFICIENCIES TO
THE OWNER AND CONTRACTOR.
K. ONCE THE CONTRACTOR HAS COMPLETED THE PUNCHLIST, THE OWNER OR CONTRACTOR SHALL REQUEST A
FOLLOW-UP INSPECTION BY THE DESIGN ENGINEER.
L. UPON RECEIVING THE REQUEST, THE DESIGN ENGINEER WILL SCHEDULE A REINSPECTION OF THE SWMF. IF
OUTSTANDING CONSTRUCTION DEFICIENCIES ARE NOTED DURING THE REINSPECTION, THE DESIGN ENGINEER WILL
PROVIDE A SUPPLEMENTAL PUNCHLIST OF CONSTRUCTION DEFICIENCIES TO THE OWNER AND CONTRACTOR, AND
THE ABOVE CONSTRUCTION EVALUATION PROCESS WILL BE REPEATED.
M. ONCE IT HAS BEEN DETERMINED THAT BOTH "ENGINEERING COMPLIANCE" AND "CONSTRUCTION COMPLIANCE"
HAVE BEEN ACHIEVED, THE DESIGN ENGINEER WILL INFORM THE OWNER AND CONTRACTOR OF SAID RESULT
AND WILL BEGIN PREPARING THE FINAL SWMF AS -BUILT CERTiFICA11ON PACKAGE.
N. ONCE THE FINAL CERTIFICATION PACKAGE HAS BEEN COMPLETED BY THE DESIGN ENGINEER, THE DESIGN
ENGINEER WILL SUBMIT THE FINAL CERTIFICATION PACKAGE TO THE LOCAL APPROVING AUTHORITY.
!l1i III I��jl IIIVIP] lullimmobqillllkl�Hm�lnmgz4llgmj, lue W-1
INITIATING THE CERTIFICATION PROCESS SHOULD BEGIN AS EARLY IN THE CONSTRUCTION PROCESS AS IS
DEEMED FEASIBLE. DEPENDING ON THE QUALITY OF ORIGINAL SWMF CONSTRUCTION AND THE EXPERIENCE AND
RESPONSIVENESS OF THE CONTRACTOR, THE TIME IT TAKES TO GO FROM E&S CONVERSION TO FINAL
CERTIFICATION APPROVAL CAN TAKE ANYWHERE FROM TWO TO TWELVE (OR MORE) MONTHS. PLEASE NOTE
THAT ANY DEFICIENCIES IN THE SWMF CONSTRUCTION MUST BE CORRECTED TO THE SATISFACTION OF THE
DESIGN ENGINEER AND OWNER BEFORE A FINALCERTIFICATION PACKAGE WILL BE PREPARED OR SUBMITTED BY
THE DESIGN ENGINEER. AGAIN, IT SHOULD BE NOTED (AND EMPHASIZED) THAT THE LENGTH OF THE
CERTIFICATION PROCESS IS DRIVEN LARGELY BY THE QUALITY OF ORIGINAL SWMF CONSTRUCTION AND THE
EXPERIENCE AND RESPONSIVENESS OF THE CONTRACTOR. IN NO INSTANCES SHALL THE DESIGN -ENGINEER BE
PENALIZED FDR THE FAILURE OF THE CONTRACTOR TO CONSTRUCT THE SWMF PROPERLY AND/OR FOR THE
FAILURE OF THE CONTRACTOR TO RESPOND TO ANY ENGINEERING OR CONSTRUCTION ISSUES RAISED BY THE
DESIGN ENGINEER OR OWNER. WITH THAT SAiD, PROVIDED BELOW ARE SOME OF THE MORE COMMON
PROBLEMS ENCOUNTERED WITH COMPLETING A FINAL SWMF AS -BUILT CERTIFICATION:
A. INADEQUATE STABILIZATION OF THE SWMF OR DRAINAGE AREA TO THE SWMF. MANY LOCALITIES REQUIRE
A MINIMUM STABILIZATION RATE OF 100% VEGETATIVE COVER IN THE WATER IMPOUNDMENT AND 85%
VEGETATIVE COVER ON THE SWMF DAM, CUT SLOPES, AND ACCESS WAYS AS WELL AS IN THE DRAINAGE AREA
TO THE SWMF. ` THE PHRASE "85% VEGETATIVE COVER" ON THE SWMF MEANS THAT VISIBLE, HEALTHY TURF
OF THE SURFACE ARE
GRASS IS GROWING ON APPROXIMATELY85% o A OF THE DAM AND THAT 85% OF THE
SURFACE AREAS OF THE CUT SLOPES ARE LANDSCAPED, WALLED, STRUCTURALLY TERRACED, AND/OR
COVERED WITH VISIBLE, HEALTHY STANDS OF TURF GRASS.
B. INADEQUATE GEOTECHNICAL DOCUMENTATION OF THE CONSTRUCTION OF THE SWMF. THE GEOTECHNICAL
TESTING REQUIREMENTS FOR SWMFS ARE EXTENSIVE. AFTER -THE -FACT TESTING AND, AT TIMES, SUBSURFACE
EXCAVATION, TO ADDRESS TESTING SHORTFALLS, IS NOT UNCOMMON.
C. MISSING FUNCTIONAL AND SAFETY ITEMS AT OR ON THE SWMF. OFTEN, TRASHRACKS, VALVE OPERATING
MECHANISMS, SAFETY RAILINGS, AND RiSER CONNECTION STRAPS HAVE EITHER NOT BEEN INSTALLED OR NOT
BEEN INSTALLED PROPERLY.
D. INADEQUATE CONSTRUCTION OF STILLING BASINS, PLUNGE POOLS, AND LEVEL SPREADER/ENGINEERED
FILTER STRIP SYSTEMS AT SWMFS. FAR MORE OFTEN THAN NOT, THE VARIOUS STRUCTURES PROVIDED AT
SWMF OUTFALLS HAVE EITHER NOT BEEN INSTALLED OR NOT BEEN INSTALLED PROPERLY.
IN ACCORDANCE WITH THE RECORDED SWMF O&M AGREEMENT, ALL REQUIRED MAINTENANCE AND INSPECTIONS
OF THE SWMF SHALL BE THE RESPONSIBILITY OF THE OWNER OR PROPERTY OWNER'S ASSOCIATION.
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PROJECT NO. JPM-14060
FILENAME: "-14M SO OVAL stets
DESIGNED BY: DHB
DRAWN BY: D H B
SCALE:
DATE: 12/2/15
SHEET N0.

/
/
DOWN WITHIN AIJOUT 11 HOURS.
ULDEE: SLOPES BELOW THE LITORAL SHELF ARE TO BE 2:1,
CILIJS Alp 336-
6 11
MAINPOND
ADDITIONAL ONE—FOOT
OFSEDIMENT STORAGE
VOLUME)
)
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PROPOSED FINAL
GRADE (BEFORE
TRASH RACK TOPSOIL LAYER)
(SEE DETAIL 5/SW2-D)
CONCRETE COLLAR
(TO BE CONSTRUCTED IN THE
FIELD BY THE CONTRACTOR,
SEE DETAIL 8/SW2-E)
"SEED" TOP OF DAM DSC TOPSOIL) = EL. 334.00
TOP OF RISER = EL. 332.00
• /d
NORMAL POOL = EL. 330.00 a
INVERT OF EA -1 PENETRATION = EL. 329.25
IUYERTT OUT OF 16.9 SPILLWAY = EL. 329.00
` e' ' a
TOP OF 2ND PLACEMENT FOR AN11FLOAT BLOCK = EL. 327.00
A.,
TOP OF 1ST PLACEMENT FOR AN11FLOAT BLOCK EL. 326.00 . d �)
BOTTOM OF ANTIFLOAT BLOCK = EL. 324.50 °e q -° =I
i I -I I=1 11=1 1111-I
#4 STEEL REBAR
EA -1 WATER MANAGEMENT SYSTEM---/
BY EASADJUST OR APPROVED
EQUAL (SEE DETAIL 10/SW2-F)
CONCRETE ANTI -FLOTATION
BLOCK (SEE CONNECTION
DETAIL 2/SW2-C)
�.rI
3" (MIN) TOPSOIL -
LAYER (TO COVER
ENTIRE DAM)
114 LF 18"b 0 -RING RCP ® 1.14% - -
• FLOW ---�-- ,
a•• e
° °
d . •d ° 4 ..o- d °. • v .
=1 I I=1 I I-III=1 I I=1 11=1 I I=1 I I=1 I I=1 I I=1 11= Rte_-� IT[ I
I I-1 11-1 I I-1 11- --- '��`�r�T► =1 I(=1 I I=1 I I=1 I I- I I=1 11=1
CONTRACTOR SHALL FORM
INVERT OF RISER STRUCTURE
TO EL. 328.25
=1 11-=1(1=1 I ISI I I-1 I ISI I I_ 1=
-111,�IIIFEIIl„III-
NON -WOVEN GEOTEXTILE
FABRIC SHALL BE PLACED
AROUND EACH JOINT OF THE
18"0 0 -RING RCP BARREL IN
2' WIDE STRIPS CENTERED
ON JOINT.
I =i 11=1 11=1 11=1 I i i 1-1 11=
11- III -1 �
III-' I -i I I-III=1 I I -III , I I-
BOTTOM OF CUTOFF
TRENCH = EL. 326.30
PE NT D CROSS SE ON
SW2 - C SCALE: 1"=4'
RISER STRUCTURE
2" 0 HOLES FOR
REBAR CONNECTION
(4 EACH SIDE)
2 RISER/ -FLOTATION BLOC& CO ON
SW2-C N.T.S.
■
3000 PSI CONCRETE
(LOWER PORTION OF
PLACEMENT)
3 0"
30"
3000 PSI CONCRETE
(UPPER PORTION OF
PLACEMENT)
- - - - - -
-III-III-III-I I -III III -I (I=1 (-III-1 I I -I I -I I (=1 I=)II-III
^III -I I (-III-III-III-I I I -III -III -1 1 I=1 I I=1 I I-1 I I =-1 I I=III-
vl 1 III l-III,,,ill„111,;,111,;,1 11, I I,;III,;,I I I I
WATER SURFACE ELEVATIONS
STORM EVENT
WSE
FS
NORMAL POOL
330.00
1" WQ STORM (FREE OUTFALL)
330.53
1 -YR STORM (FREE OUTFALL)
331.62
:�.
332.00
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2 RISER/ -FLOTATION BLOC& CO ON
SW2-C N.T.S.
■
3000 PSI CONCRETE
(LOWER PORTION OF
PLACEMENT)
3 0"
30"
3000 PSI CONCRETE
(UPPER PORTION OF
PLACEMENT)
- - - - - -
-III-III-III-I I -III III -I (I=1 (-III-1 I I -I I -I I (=1 I=)II-III
^III -I I (-III-III-III-I I I -III -III -1 1 I=1 I I=1 I I-1 I I =-1 I I=III-
vl 1 III l-III,,,ill„111,;,111,;,1 11, I I,;III,;,I I I I
WATER SURFACE ELEVATIONS
STORM EVENT
WSE
FS
NORMAL POOL
330.00
1" WQ STORM (FREE OUTFALL)
330.53
1 -YR STORM (FREE OUTFALL)
331.62
2 -YR STORM (FREE OUTFALL)
332.00
10 -YR STORM (FREE OUTFALL)
332.10
25 -YR STORM (FREE OUTFALL)
332.17
100 -YR STORM (FREE OUTFALL)
332.37
100 -YR STORM (WC, W/ HGL 1W)
332.44
1.56'
Q 4 4.
-a--- • . 4 d • • v
d ° p
I �= I
-III-III-III-III . I I -III -III -I I I_I I I -III -I I I_I I I_I I �_
1=1 11=1 I I -I 11=1 11=1 11=f I l=1 i I-! 11-111=1 11=1 11=1 11=1
-III=1 i i=1 I I-1 I I=1 11=III=i11=III=1 i 1=Illi► i 1=III-=III: ,.
III -III -I 11=1 11=1 I I -III -III -III -I 11=1 11=1 I I --I 11=III- I I I
_111-1 I I_I I I -I � I -III -I I I_I I I -III -III -I I I_I i 1-1 i I-
� 11-1 I I -I 11=III--III--I 11 -III -III -III -I i I -I 11-'
-1 I_I-III-III-III-III-1 I I-II I -I 11-I i
' I -I 11=1 11=1 I(=1 11=1 11=1 11='
_, ;1111=I I I-1 i E,, I l
CONCRETE CRADLE 'Illlj�lll-
(TO EXTEND 49 LF [MIN] FROM
CONCRETE COLLAR, SEE DETAIL
3/SW2-C)
750 PSI FLOWABLE FILL
12" MIN
12" MIN
■
BARREL PIPE FLOWABLE FILL CRADLE CONSTRUCTION SEQUENCE
1. BRING THE GRADE OF THE DAM EMBANKMENT TO THE SPRINGLIKE OF PIPE ELEVATION.
2. EXCAVATE TRENCH FOR CRADLE AND BARREL PER DIMENSIONS ON DRAWINGS.
3. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE. CONTRACTOR SHALL WRAP JOINTS WITH 2 -FT WIDE STRIPS OF FABRIC AT THIS STEP.
4. PLACE FLOWABLE FILL FOR CRADLE FOR EACH SECTION FROM ONE SIDE OF THE TRENCH. ALLOW FLOWABLE FILL TO FILL ENTIRE AREA UNDER
PIPE AND PIPE HAUNCHES AS TO LEAVE NO VOIDS UNDER THE PIPE BEFORE PLACING FLOWABLE FILL ON THE OPPOSITE SIDE OF THE TRENCH.
PLACE ENTIRE CRADLE AS ONE LIFT (VERTICALLY) PER DRAWINGS.
5. FLOWABLE FILL CRADLE MAY BE REPLACED PER RECOMMENDATION FROM THE ON-SITE GEOTECHNICAL ENGINEER. ANY DEVIATION FROM THIS
DETAIL SHALL BE SUBMITTED TO AND REVIEWED BY THE DESIGN ENGINEER PRIOR TO IMPLEMENTATION.
6. ALLOW CRADLE TO CURE FOR A MINIMUM OF 7 DAYS BEFORE ANY VIBRATING COMPACTION EQUIPMENT IS USED IN THE VICINITY OF THE BARREL
PIPE.
18" MIN
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SW2-C N.T.S.
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PROJECT NO. JPM-14060
FILENAME: ,mss-ieow m nru. simm
DESIGNED BY: D H B
DRAWN BY DHB
SCALE: AS INDICATED
DATE: _12/2/15 ! !
SHEET NO.
W 2 - %C..'oh
,.# MCADAMS

CONCRETE
RISER WALL
3" CLEARANCE TO
OUTSIDE OF #4 REBAR)
NOTE: ALL REBAR TO BE #4 REBAR.
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ISW2-E N.T.S.
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CONCRETE RISER a "p GRADE 8
WALL STAINLESS STEEL
CONCRETE LAG
SCREW
°
12" X 4" X,>
d, GALVANIZED STEEL
° STRAP (MIN 4
d PER RISER JOINT)
' 3.0"
7 MISER JOHiT CO ON DETAIL
SW2--E N.T.S.
— 5'
4'-6-
3" CLEARANCE TO
OUTSIDE OF #4 REID
3" CLEARANCE TO
OUTSIDE OF #4 REBAR)
CONCRETE
RISER WALL
3" CLEARANCE TO —
OUTSIDE OF #4 REBAR)
#4 REBAR ANCHORS CONTRACTOR SHALL
DRILL INTO PRECAST STRUCTURE WALL
AND SET ANCHORS USING EPDXY GROUT
HYPER STOP DB -2015 (OR
APPROVED EQUIVALENT)
HYDROPHILIC BENTONITE
WATERSTOP STRIP (TO BE
INSTALLED PER
MANUFACTURER'S
SPECIFICATIONS)
CONCRETE ANTI -FLOTATION
BLOCK (SEE DETAIL
2/SW3-C)
12"
8 CONCRETE COLLAR DETAIL
SW2—E N.T.S.
A
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2500 PSI CONCRETE
COLLAR
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-RING--RCP
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e '• as • '
ad
CONCRETE
CRADLE
—#4 REBAR ANCHORS. CONTRACTOR
SHALL DRILL INTO PRECAST BASE AND
SET ANCHORS USING EPDXY GROUT
CONCRETE ANTI -FLOTATION
BLOCK (SEE DETAIL
2/SW3-C)
0
TOP OF FOREBAY BERM
A FILTER BLANKET IS TO BE INSTALLED
BETWEEN THE RIPRAP AND SOIL FOUNDATION.
THE FILTER BLANKET WILL CONSIST OF A
MINIMUM 4" THICK LAYER OF STONE (NCDOT
#57) UNDERLAIN WITH MIRAFI FILTER WEAVE
700 OR APPROVED EQUIVALENT
1:1 SIDE SLOPE (TYP)
6„ (MIN.)
I–
III o �- IIT -11I
Illi—
I—I o _ � II(— � MIRAFI FILTER
18" THICK NCDOT —I _ _ _ WEAVE 700 OR
CLASS "I" RIPRAP 1 — — — ___ �— i APPROVED
9' MIN BOTTOM WIDTH EQUIVALENT
FILTER BLANKET (SEE NOTE)
•
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. JPM-14060
FILENAME: jw-•r4ow swt orrAL m*rrs
DESIGNED BY: D H B
DRAWN BY: D H B
SCALE: AS INDICATED
DATE: 12/2/15
SBEET N0. i
tiW2
"MCADAMS
NOTESt
00
ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL.
H >-
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
¢ `�
THE ENGINEER WITH DETAILS OF THE
PROPOSED STEPS AND HAS RECEIVED
WRITTEN APPROVAL FROM THE ENGINEER
FOR THE USE OF SUCH STEPS.
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NOTES
ELEVATION
SECTION A -A
12'
NOT TO BE USED IN
SANITARY SEWER MANHOLES.
SHEET 1 OF1
840,66
ELEVATION
CONCRETE
RISER WALL
3" CLEARANCE TO
OUTSIDE OF #4 REBAR)
NOTE: ALL REBAR TO BE #4 REBAR.
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ISW2-E N.T.S.
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CONCRETE RISER a "p GRADE 8
WALL STAINLESS STEEL
CONCRETE LAG
SCREW
°
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d, GALVANIZED STEEL
° STRAP (MIN 4
d PER RISER JOINT)
' 3.0"
7 MISER JOHiT CO ON DETAIL
SW2--E N.T.S.
— 5'
4'-6-
3" CLEARANCE TO
OUTSIDE OF #4 REID
3" CLEARANCE TO
OUTSIDE OF #4 REBAR)
CONCRETE
RISER WALL
3" CLEARANCE TO —
OUTSIDE OF #4 REBAR)
#4 REBAR ANCHORS CONTRACTOR SHALL
DRILL INTO PRECAST STRUCTURE WALL
AND SET ANCHORS USING EPDXY GROUT
HYPER STOP DB -2015 (OR
APPROVED EQUIVALENT)
HYDROPHILIC BENTONITE
WATERSTOP STRIP (TO BE
INSTALLED PER
MANUFACTURER'S
SPECIFICATIONS)
CONCRETE ANTI -FLOTATION
BLOCK (SEE DETAIL
2/SW3-C)
12"
8 CONCRETE COLLAR DETAIL
SW2—E N.T.S.
A
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2500 PSI CONCRETE
COLLAR
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CONCRETE
CRADLE
—#4 REBAR ANCHORS. CONTRACTOR
SHALL DRILL INTO PRECAST BASE AND
SET ANCHORS USING EPDXY GROUT
CONCRETE ANTI -FLOTATION
BLOCK (SEE DETAIL
2/SW3-C)
0
TOP OF FOREBAY BERM
A FILTER BLANKET IS TO BE INSTALLED
BETWEEN THE RIPRAP AND SOIL FOUNDATION.
THE FILTER BLANKET WILL CONSIST OF A
MINIMUM 4" THICK LAYER OF STONE (NCDOT
#57) UNDERLAIN WITH MIRAFI FILTER WEAVE
700 OR APPROVED EQUIVALENT
1:1 SIDE SLOPE (TYP)
6„ (MIN.)
I–
III o �- IIT -11I
Illi—
I—I o _ � II(— � MIRAFI FILTER
18" THICK NCDOT —I _ _ _ WEAVE 700 OR
CLASS "I" RIPRAP 1 — — — ___ �— i APPROVED
9' MIN BOTTOM WIDTH EQUIVALENT
FILTER BLANKET (SEE NOTE)
•
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. JPM-14060
FILENAME: jw-•r4ow swt orrAL m*rrs
DESIGNED BY: D H B
DRAWN BY: D H B
SCALE: AS INDICATED
DATE: 12/2/15
SBEET N0. i
tiW2
"MCADAMS

IM -FS CONN
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SKIMMER
CONNECTION
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PLAN VIEW
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DRAWDOWN
APERTURE
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FULCRUM ASSEMBLY
27" (+/—)
.141 x1—Y2" STAINLESS STEEL S HOCASE LEVEL
%"x8" STAINLESS STEEL TURNBUCKLE
AN3-W STAINLESS STEEL SCREW EYEBOLT
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EA -1 OPTIONS (THIS PLAN)
ELEMENT
OPTION
INTAKE MANIFOLD
IM -STANDARD
DRAWDOWN APERTURE
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DA EXTENTION
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IM -FS (E&S) CONN
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ROTATION
FULCRUM ADJUSTED WATER LEVEL
FULCRUM ADJUSTED WATER LEVEL
INTAKE MANIFOLD -
10 EA -1 WATER GE Nr SY DETAILS
SW2-F SCALE: N.T.S.
QENERAL EA -1 FABRICATION AND INSTALLA[►,ON NOTES:
1. THE EA -1 DEVICE IS TO BE FABRICATED AND INSTALLED BY THE CONTRACTOR.
IF FABRICATION ASSISTANCE IS REQUIRED, MCADAMS CAN PROVIDE SUCH
ASSISTANCE AND THEN BILL OWNER/CONTRACTOR FOR TIME AND MATERIALS.
2. ALL PVC PIPE AND FITTINGS SHALL BE SCHEDULE 40 PER ASTM D2665.
3. ALL PERMANENT PVC PIPE -TO -ADAPTER AND FITTING -TO -ADAPTER
CONNECTORS SHALL BE PRIMED WITH PVC PRIMER AND WELDED WITH PVC
CEMENT.
4. PRIOR TO GROUTING THE EA -1 SYSTEM IN-PLACE, THE ENTIRE DEVICE SHALL
BE POSITIONED IN ITS FINAL INSTALLATION LOCATION TO ENSURE ITS EASE OF
INSTALLATION AND OPERATION. ONCE BOTH CONTEXTS ARE ASSURED, THE
MAIN BARREL ASSEMBLY, THE FULCRUM ASSEMBLY, AND THE INTAKE MANIFOLD
(W/ THE 5"X5" FLEXIBLE RUBBER COUPLINGS IN-PLACE), AND ABSENT OF ALL
REMAINING FITTINGS (INCLUDING THE LOW-LEVEL RELEASE), SHOULD BE
GROUTED IN-PLACE WITH A LOW -SHRINK HYDRAULIC CEMENT. SPECIAL
ATTENTION IS DIRECTED TOWARD THE PROVISION OF THE HYDROPHILIC WATER
STOP AS WELL AS THE PROTECTION OF THE THREADED CONNECTIONS/ADAPTER
ENDS OF THE FULCRUM ASSEMBLY DURING GROUTING TO ENSURE THESE
ELEMENTS ARE PROTECTED FROM INADVERTENT SOILING WITH GROUT MATERIAL.
THESE ELEMENTS CAN BEST BE PROTECTED WITH SECURING SAID ELEMENTS
WITH PLASTIC WRAP AND ADJUSTABLE TIES.
5. THE GROUT FOR THE MAIN BARREL ASSEMBLY SHALL BE ALLOWED A ONE -DAY
MINIMUM CURING TIME BEFORE THE INSTALLATION OF THE REMAINING FITTINGS
AND THE .FINAL POSITIONING OF THE FULCRUMAND DRAWDOWN APERTURE.
NOTE THAT FOUR (4) OF THE TOTAL NUMBER OF C/O ADAPTER TO MALE
ADAPTER CONNECTIONS REQUIRE THE PROVISION OF A 5"X5" FLEXIBLE RUBBER
COUPLING. IT SHOULD ALSO BE NOTED THAT ALL THREADED CONNEC11ONS
ARE TO BE THOROUGHLY CLEANED, DRIED, AND SPRAYED WITH A WHITE
LITHIUM LUBRICANT PRIOR TO FINAL IN-PLACE FIELD ASSEMBLY. EACH
CONNECTION IS TO BE LEFT LOSE AND THEN SECURED IN-PLACE WITH THE
FLEXIBLE RUBBER COUPLINGS. THOSE CONNECTIONS THAT DO NOT INCLUDE A
FLEXIBLE RUBBER COUPLING CAN BE HAND TIGHTENED ONCE THE DEVICE IS
IN-PLACE.
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pxoaECT No. JPM-14060
FILENAME: rio l oo m oenm. s im
DESIGNED BY: DHB
DRAWN BY: DHB
SCALE: AS INDICATED
DATE: 12/2/15
SHEET Nd.
...

QTY. SYM. SCIENTIFIC NAME COMMON NAME HATCH TYPE SPACING
SHALLOW WATER (WETLAND EMERGEN
103 PC PONTEDERIA CORDATA PICKEREL WEED
175 SC SAURURUS CERNUS
125 ST SCHOENOPLECTUS
TABERNAEMONTANI
LIZARD'S TAIL
SOFT -STEM BULRUSH
BARE ROOT/ PLUG 24" O.C.
LLLLL BARE ROOT/ PLUG 24" O.C.
yI{ BARE ROOT/ PLUG 24" O.C.
62
SL
SAGITTARI LANCIFOLIA
BULLTONGUE
BARE ROOT/ PLUG
24" O.C.
SHALLOW LAND
270
LC
LOBELIA CARDINALIS
CARDINAL FLOWER
BARE ROOT/ PLUG
24"
O.C.
126
CT
CAREX TENERA
QUILL SEDGE
BARE ROOT/ PLUG
24"
O.C.
31
EF
EUPATORIADELPHUS
JOE PYE WEED
0000
o0000000o
BARE ROOT/ PLUG
24"
O.C.
FISTULOSUS
000000
118
EM
EUPATQRIADELPHUS
SPOTTED TRUMPETWEED
so
BARE ROOT/ PLUG
24"
O.C.
MACULATUS
RIPARIAN UPLAND AREA
120 SEE BELOW FOR MIX RIPARIAN/UPLAND N/A N/A
SEED MIX (D
TEMPORARY SEEDING SCHEDULE (DAM EMBANKMENT)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 - DEC 30 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY PER ONE TIME APPLICATION OF
2,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER
(FROM AUG 15 - DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 - AUG 15: IF GROWTH IS NOT FULLY ADEQUATE, RESEED AND
MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 - DEC 30: REPAIR DAMAGED AREAS IMMEDIATELY.
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND
JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
MOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE
THE PERMANENT SEEDING SCHEDULE.
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENT)
SEEDING MIXTURE APPLICATION RATE
AUG 25 - OCT. (BEST) TALL FESCUE 200 LBS/AC
FEB. - APR 15 (POSSIBLE)
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER PER ONE TIME APPLICATION ACCORDING TO SOIL TESTS,
OR APPLY 4000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE
10-10-10 FERTILIZER.
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. MOW REGULARLY TO A HEIGHT OF 2-4 INCHES.
NURSE PLANTS
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE
GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN).
NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE DAM, AND
INTERIOR SLOPES OF THE DAM (FILL EMBANKMENT) TO NORMAL POOL ELEVATION.
1. GRADE ALL ELEMENTS OF POND FLOOR TO 3 INCHES BELOW FINAL PROPOSED
GRADES.
2. CHISEL ALL AREAS OF POND FLOOR.
3. REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
4. INTRODUCE AND SPREAD A 3 INCH LAYER OF TOPSOIL OVER ENITRE POND FLOOR.
5. CAREFULLY RIP THE ENTIRE POND FLOOR TO A 6 INCH DEPTH.
6. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME UNIFORMLY AND MIX WITH SOIL.
7. LIGHTLY PACK TOGETHER SURFACE OF POND FLOOR WITH A HAND OPERATED WATER
FILLED STEEL DRUM ROLLER.
8. SURVEY POND FLOOR FOR FINAL ELEVATION EVALUATION. MAKE ADJUSTMENTS TO
FINAL GRADING AS NEEDED PER DESIGN ENGINEER'S RECOMMENDATIONS.
9. PLANT SEEDLINGS IN ACCORDANCE WITH PLANTING INSTRUCTIONS BELOW.
PLANTING INSTRUCTIONS FOR WETLAND
A. SEEDLING STOCK SHALL HAVE BEEN GROWN IN A CONTAINER LONG ENOUGH FOR
THE ROOT SYSTEM TO HAVE DEVELOPED SUFFICIENTLY TO HOLD ITS SOIL TOGETHER
ONCE REMOVED FROM THE CONTAINER.
B. CONTAINER SEEDLINGS WILL NEED TO BE WATERED REGULARLY AND PLACED IN
SHADY CONDITIONS UNTIL PLANTING OCCURS.
C. BARE ROOT SEEDLINGS ARE FOR IMMEDIATE PLANTING, OTHERWISE SEE D) BELOW.
D. IF BARE ROOT SEEDLINGS ARE NOT PLANTED WITHIN 4 DAYS, TEMPORARILY
HOLDING THE BARE ROOT SEEDLINGS WITHIN A SUITABLE MEDIUM (SOIL, SAWDUST,
MULCH, ETC.) IS PERMISSABLE. THE TEMPORARILY HELD BARE ROOT SEEDLINGS
SHALL BE WATERED REGULARLY SO AS NOT TO DRY OUT.
PLANTING TECHNIQUES (REFER TO DIBBLE DETAIL BELOW):
A. INUSRE THAT ROOTS OF EACH SEEDLING ARE STRAIGHTENED AND FACE DOWNWARD
ONCE REMOVED FROM POT.
B. CREATE PLANTING AREA FOR EACH SEEDLING AND EXCAVATE PIT.
C. THE DIAMETER OF THE PIT FOR EACH SEEDLING SHALL BE AT LEAST 3 TIMES THE
DIAMETER OF THE ROOT MASS. THE PIT WALL SHALL BE SCARIFIED PRIOR TO
SEEDLING INSTALLATION.
D. PLACE SEEDLING IN PIT INSURING ROOTS ARE FACING COMPLETELY DOWNWARD.
E. ROOTS SHALL BE SPREAD IN THEIR NORMAL POSITION IN PIT. ALL BROKEN OR
FRAYED ROOTS SHALL BE CUT OFF CLEANLY.
F. SET SEEDLINGS UPRIGHT, IN THE CENTER OF THE PIT. THE BOTTOM OF THE ROOT
MASS SHOULD BE RESTING AT BOTTOM OF THE PIT.
G. PLACE BACKFILL AROUND THE BASE AND SIDES OF THE ROOT MASS WITHIN THE
PIT.
H. WORK EACH LAYER OF BACKFILL PLACED WITHIN THE PIT TO ELMINATE VOIDS AND
AIR POCKETS.
I. WHEN PIT IS APPROXIMATELY 2/3 FULL OF BACKFILL, WATER THOROUGHLY.
J. PLACE THE FINAL LAYER OF BACKFILL UNTIL FLUSH WITH GROUND.
K. HEEL IN SOIL AROUND SEEDLING.
L. WATER AFTER PLACING FINAL LAYER OF BACKFILL.
M. INSPECT NEWLY PLANTED SEEDLING. BROKEN OR DAMAGED PARTS SHALL BE CUT
BACK TO UNDAMGED TISSUE, LEAVING AS MUCH GREEN BASAL TISSUE AS
POSSIBLE. IF MORE THAN 50% OF THE SEEDLING IS DAMAGED, THEN THE
CONTRACTOR SHALL REPLACE THE PLANT.
PLANT LOCATIONS:
A. NEW SEEDLINGS SHALL BE LOCATED WHERE SHOWN ON PLAN EXCEPT WHERE
CHANGES HAVE BEEN MADE IN PROPOSED CONTSTRUCTION.
B. NECESSARY ADJUSTMENTS SHALL BE MADED ON AFTER APPROVAL BY THE OWNER
OF THE OWNER'S REPRESENTATIVE.
A�iA.IEIMEDIATLEY FOLLOWING THE PLANTING OF THE ENTIRE POND, AND NOT WAITING FOR
THE FIRST RAIN EVENT, THE POND FLOOR SHOULD BE SATURATED TO THE DESIGN
NORMAL POOL WATER SURFACE ELEVATION.
B. PLANTS LOCATED ABOVE NORMAL POOL ELEVATION SHOULD CONTINUE TO BE
WATERED SEPARATELY. AT A MINIMUM, ALL SUCH PLANTS SHALL BE KEPT MOIST
FOR A PERIOD OF 48 HOURS (MEDIATELY AFTER PLANTING.
C. WATER SHALL BE POTABLE AND SHALL NOT CONTAIN ELEMENTS TOXI.0 TO PLANT
LIFE.
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PROJECT NO. JPM-14060
FILENAME: PM -14M SWA$
DESIGNED BY: GB/DB
DRAWN BY: GB/OB
SCALE: 1"=20$
DATE: 12/2/15
SHEET NO.
WW2—L

1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN
"
APPROVAL T CO U
0 NSTR CT" FROM THE LOCAL JURISDICTION/STORM
WATER APPROVING AUTHORITY AND ALL
OTHER APPLICABLE AGENCIES.
2. PRIOR TO CONSTRUCTION R -
A P E CONSTRUCTION MEETING SHALL BE .CONDUCTED TO PROVIDE AN OPEN
FORUM DURING WHICH THE OWNER, CONTRACTOR, DESIGN ENGINEER, ONSITE LANDSCAPE PROFESSIONAL, AND
ONSITE GEOTECHNICAL ENGINEER CAN DISCUSS THE CONSTRUCTION OF THE STORMWATER MANAGEMENT
FACILITY (SWMF) AND, MORE SPECIFICALLY, THE STEPS THAT WILL BE REQUIRED TO OBTAIN FINAL AS -BUILT
CERTIFICATION OF THE SWMF. IN SOME INSTANCES, IT MAY BE BENEFICIAL TO INVITE A STORMWATER
REPRESENTATIVE FROM THE LOCAL APPROVING AUTHORITY TO SUCH A MEETING. THE OWNER OR CONTRACTOR
SHALL SCHEDULE AND CONDUCT THE MEETING.
3. AS APPLICABLE, NO CONSTRUCTION WITHIN THE FOOTPRINT OF THE PROPOSED SWMF DAM EMBANKMENT
SHALL OCCUR PRIOR TO DESIGN APPROVAL BY THE LAND QUALITY SECTION (DAM SAFETY) OF THE NC
DEPARTMENT OF ENERGY, MINERALS AND LAND RESOURCES.
4. ANY AND ALL DISCREPANCIES IN THE PLANS AND/OR NOTES SHALL BE BROUGHT TO THE IMMEDIATE
ATTENTION OF THE DESIGN ENGINEER.
5. AN AS -BUILT CERTIFICATION
OF THE SWMF IS REQUIRED.i
T SHALL BE UNDERSTOOD BY THE AND
OWNER
CONTRACTOR THAT AN AS -BUILT CERTIFICATION OF AN SWMF REQUIRES EXTENSIVE OBSERVATION, TESTING,
AND CERTIFICATION BY BOTH THE DESIGN ENGINEER AND THE ONSITE GEOTECHNICAL ENGINEER PRIOR TO,
DURING, AND AFTER CONSTRUCTION. ACCORDINGLY, THE OWNER AND CONTRACTOR SHALL MAKE THEMSELVES
FAMILIAR WITH ALL THE OBSERVATION, TESTING, AND ENGINEERING/CONSTRUCTION CERTIFICATION
REQUIREMENTS OF THE LOCAL APPROVING AUTHORITY FOR THE PROVISION OF A FiNAL SWMF AS -BUILT
CERTIFICATION. IT SHALL BE THE RESPONSIBILITY OF THE OWNER AND CONTRACTOR TO ENSURE THAT
OBSERVATION, TESTING, AND CERTIFICATION EFFORTS ARE ADEQUATELY AND APPROPRIATELY COORDINATED
WITH THE DESIGN ENGINEER AND THE ONSITE GEOTECHNICAL ENGINEER.
6. THE RELEASE OF BUILDING PERMITS AND/OR CERTIFICATES OF OCCUPANCY MAY BE CONTINGENT UPON
THE COMPLETION OF A PORTION OR ALL OF THE SWMF (UP TO APPROVAL OF THE FINAL SWMF AS -BUILT
CERTIFICATION). THE OWNER AND CONTRACTOR ARE URGED TO MAKE THEMSELVES FAMILIAR WITH ALL
APPLICABLE REQUIREMENTS OF THE LOCAL APPROVING AUTHORITY CONCERNING THE RELEASE OF BUILDING
PERMITS AND CERTIFICATES OF OCCUPANCY WHERE THE COMPLETION OR PARTIAL COMPLETION OF THE SWMF
IS CONCERNED.
7. THERE MAY BE EXISTING JURISDIC11ONAL WETLANDS ONSITE. PRIOR TO CONSTRUCTION, THE OWNER OR
CONTRACTOR SHALL OBTAIN ANY AND ALL PERMITS TO FILL, DISTURB, OR DO ANY WORK IN THESE AREAS.
UNDER NO CIRCUMSTANCES SHALL THERE BE ANY DISTURBANCE IN THESE AREAS BEYOND THE APPROVED
WETLAND IMPACT AREAS IDENTIFIED IN THE PERMIT. THE CONTRACTOR SHALL MONITOR AND BE RESPONSIBLE
FOR THE WETLAND AREAS TO ENSURE DETRIMENTAL SEDIMENT LADEN RUNOFF FROM ONSITE DISTURBED AREAS
DOES NOT DISCHARGE INTO THESE AREAS.
8. IT IS RECOMMENDED THAT ANY TOPSOIL REMOVED FROM THE SITE BE STOCKPILED FOR USE IN PLANTING
THE POND FLOOR, AQUATIC SHELF, AND/OR DAM EMBANKMENT AS APPLICABLE.
9. THE CONTRACTOR SHALL REFER TO THE LANDSCAPING PLAN (SEE SHEET SW3-LS) FOR THE PERMANENT
PLANTING PLAN AND PLANTING SCHEDULE. IT SHALL BE UNDERSTOOD BY THE OWNER AND CONTRACTOR THAT
NO TREES OR SHRUBS OF ANY TYPE SHALL BE PLANTED ON THE FILL AREAS OF THE PROPOSED DAM
EMBANKMENT. ONLY TURF GRASS SHALL BE ALLOWED IN THESE AREAS. IF A CONFLICT BETWEEN THIS
REQUIREMENT AND ANY REQUIRED TREE PLANTING OR BUFFER AREAS ARISES, THE OWNER AND CONTRACTOR
SHALL BRING SUCH CONFLICTS TO THE IMMEDIATE ATTENTION OF THE DESIGN ENGINEER. WITH REGARD TO
ANY AND ALL SUCH CONFLICTS, IT SHALL BE UNDERSTOOD BY THE OWNER AND CONTRACTOR THAT A FINAL
SWMF AS -BUILT CERTIFICATION CANNOT BE PROVIDED SO LONG AS ANY FILL AREAS OF THE DAM
EMBANKMENT HAVE BEEN PLANTED WITH ANYTHING OTHER THAN TURF GRASS.
10. SEGMENTAL BLOCK WALLS SHALL BE PROHIBITED WITHIN THE PROPOSED DAM EMBANKMENT AND WITHIN
10 -FT (HORIZONTAL) OF THE PROPOSED DAM. THIS INCLUDES THE UPSTREAM FACE, DOWNSTREAM FACE,
ABUTMENTS, GROIN, AND FOUNDATIONAL AREAS OF THE DAM.
11. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE SOIL BED PREPARATION IS
DETERMINED BY THE ONSITE LANDSCAPE PROFESSIONAL TO BE UNSUITABLE FOR THE FUTURE WETLAND
PLANTINGS, THE CONTRACTOR SHALL PREPARE AND/OR AMEND THE SOIL BED AS DIRECTED BY THE ONSITE
LANDSCAPE PROFESSIONAL. ALL PLANTS PLANTED IN THE SWMF SHALL BE WARRAN11ED BY THE ONSITE
LANDSCAPE PROFESSIONAL FOR A MINIMUM OF AT LEAST ONE-YEAR FOLLOWING FINAL PLANTING. A COPY OF
THE WARRANTY SHALL BE PROVIDED TO THE DESIGN ENGINEER FOR INCLUSION IN THE FINAL SWMF AS -BUILT
CERTIFICATION. iT SHALL BE UNDERSTOOD BY THE OWNER AND CONTRACTOR THAT A MINIMUM STABILIZATION
RATE OF 100% COVERAGE WITH HEALTHY WETLAND VEGETA11ON 1N THE IMPOUNDMENT AREA IS TYPICALLY
REQUIRED PRIOR TO FINAL SWMF AS -BUILT CERTIFICATION.
12. ONCE FINAL GRADES FOR THE DAM, AS SHOWN ON THE SWMF GRADING PLAN (SEE SHEET SW3-B), HAVE
BEEN ESTABLISHED WITH COMPACTED FILL AND PRIOR TO THE PLACEMENT OF TOPSOIL, THE CONTRACTOR
SHALL SCARIFY THE TOP 2-3" OF THE BERM SEC11ON TO PROMOTE BONDING OF THE TOPSOIL WITH THE
COMPACTED FILL. FOLLOWING THIS, THE TOPSOIL SHALL BE INSTALLED. THE MINIMUM DEPTH OF TOPSOIL ON
THE DAM SHALL BE 3% AND IT SHALL BE RAKED INTO THE SCARIFIED SOIL ON THE BERM SECTION. IT SHALL
BE UNDERSTOOD BY THE OWNER AND CONTRACTOR THAT A MINIMUM STABILIZATION RATE OF 85% COVERAGE
WITH HEALTHY PERMANENT TURF GRASS IS TYPICALLY REQUIRED PRIOR TO FINAL SWMF AS -BUILT
CERTIFICATION.
13. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, ETC.,
NEEDED TO REMOVE WATER FROM VARIOUS PARTS OF THE SWMF. IT IS ANTICIPATED THAT PUMPING WILL BE
NECESSARY 1N THE EXCAVATION AREAS (I.E., THE KEY TRENCH, THE AREA FOR THE RISER ANTIFLOAT BLOCK,
THE TRENCH FOR THE SPILLWAY PIPE AND CRADLE, ETC.).
A. iF THE INFILTRATION RATE OF THE IMPOUNDMENT IS DETERMINED, THROUGH SOIL TESTING, WATER LOSS,
AND/OR OTHER METHODS TO BE GREATER THAN 0.01 IN/HR, THE CONTRACTOR SHALL IMPLEMENT MEASURES
TO MAINTAIN THE REQUIRED PERMANENT POOL. ONCE THE SWMF HAS BEEN FILLED WITH WATER, IT IS
RECOMMENDED THAT THE CONTRACTOR INSTALL AN ESS -13 POND SEALING SOLUTION (SEEPAGE CONTROL, INC.
[WWW.SEEPAGECONTROL.COM]), OR CONTRACTOR -SUPPLIED EQUIVALENT, IN ACCORDANCE WITH MANUFACTURER
SPECIFICATIONS. ULTIMATELY, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT THE SWMF
CAN MAINTAIN THE REQUIRED PERMANENT POOL IMPOUNDMENT. IN SOME INSTANCES, TO MEET THIS
REQUIREMENT, A POND LINER MAY BE REQUIRED. PROVISION OF SUCH A LINER WiLL BE THE RESPONSIBILITY
OF THE CONTRACTOR.
IMUM OUTLET STRUCTURE MATERIAL SPECIFIC
1. THE 24"O RCP OUTLET BARREL SHALL BE CLASS IV, OPPOSING SHOULDER BELL AND SPIGOT, MEETING
THE LATEST REQUIREMENTS OF ASTM C76, AND WITH A SINGLE OFFSET RUBBER GASKET "WEDGE," MEETING
THE LATEST REQUIREMENTS OF ASTM C-443.
2. THE STRUCTURAL DESIGN FOR THE 5'X5' (INTERNAL DIMENSIONS) RISER BOX SHALL BE ` BY OTHERS.
PRIOR TO ORDERING THE STRUCTURE, THE CONTRACTOR SHALL PROVIDE THE DESIGN ENGINEER NTH SHOP
DRAWINGS, SEALED BY AN NCPE, FOR "CURSORY" EXAMINATION BY THE DESIGN ENGINEER.
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS AT A SPACING OF 16" ON CENTER.
STEPS SHALL BE PROVIDED ON THE INNER WALL OF THE RISER BOX AND SHALL BE IN ACCORDANCE WITH
NCDOT STD. 840.66. PLEASE REFER TO DETAIL 4/SW3-D FOR THE PROPER LOCATION OF THE RISER STEPS.
4. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH MULTIPLE 2" 0 HOLES (4 EACH SIDE, FOR
A TOTAL OF 16), AS SHOWN IN DETAIL 2/SW3-C. THESE HOLES ARE INTENDED TO FACILITATE ADEQUATE
REBAR ANCHORING OF THE RISER BOX TO THE CAST -IN-PLACE ANTIFLOAT BLOCK.
5. THE 9' LONG X 9' WIDE X 30" THICK CONCRETE AN11FLOAT BLOCK SHALL BE PLACED ONSITE IN
ACCORDANCE WITH DETAIL 2/SW3-C AND NTH THE NOTES IN THE SECTION TITLED "GENERAL CONSTRUCTION
SEQUENCING OF THE SWMF."
6. THE RISER BOX JOINT DESIGN SHALL CONFORM TO ASDTM C-478. THE JOINTS SHALL BE SEALED USING
BUTYL RUBBER SEALANT CONFORMING TO ASTM -990. AFTER CONNECTING THE JOINTS, THE CONTRACTOR
SHALL PARGE THE JOINTS WITH HYDRAULIC CEMENT ON BOTH THE INSIDE AND OUTSIDE OF THE RISER. IN
ADDITION, EACH SECTION OF THE RISER BOX SHALL BE CONNECTED AT EACH FACE TO ADJOINING SECTIONS
WITH X" STEEL STRAPS BOLTED INTO THE STRUCTURE AS SHOWN IN DETAIL 8/SW3-E.
7. PRIOR TO ORDERING, , THE CONTRACTOR SHALL PROVIDE THE DESIGN ENGINEER WiTH TRASH RACK SHOP
DRAWINGS FOR CURSORY EXAMINATION Y
B THE DESIGN ENGINEER. THE CONTRACTOR SHALL ENSURE THAT
AN ACCESS HATCH IS PROVIDED WITHIN THE TRASHRACK (SEE DETAIL 5/SW3-D FOR THE PROPER LOCATION
OF THE ACCESS HATCH}. IN ADDITION, THE CONTRACTOR SHALL BOLT THE STRUCTURE TO THE TOP OF THE
RISER BOX AS INDICATED IN DETAIL 5/WP1-C. FURTHERMORE, THE CONTRACTOR SHALL PROVIDE A CHAIN
AND LOCK FOR SECURING THE ACCESS HATCH IN ITS CLOSED POSITION.
8. ALL PLACED CONCRETE SHALL HAVE A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 3,000 PSI, UNLESS
OTHERWISE NOTED.
9. THE SPILLWAY CRADLE SHALL BE CAST -IN-PLACE, EXCAVATABLE FLOWABLE FILL AND SHALL HAVE A
MINIMUM COMPRESSIVE STRENGTH OF 750 PSI (SEE DETAIL 3/SW3-C).
10. GEOTECHNICAL FABRIC FOR THE 24"O RCP OUTLET BARREL JOINTS SHALL BE MIRAFI 18ON (NON -WOVEN)
OR DESIGN ENGINEER APPROVED EQUIVALENT.
11. THE WATER QUALITY AND EMERGENCY DRAWDOWN OF THE SWMF IS PROVIDED BY A 4" EA -1 DEVICE (SEE
DETAIL 13/SW3-G).
101
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1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW AREAS
APPROVED BYE SI
TH ONSITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE OF ROOTS, STUMPS,
woao, CONSTRUCTION DEBRIS, STONES GREATER THAN 2" (MEASURED IN ANY DIRECTION), AND FROZEN OR
OTHER DELETERIOUS OR OBJECTIONABLE MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS
FILL WITHIN THE PROPOSED DAM EMBANKMENT: USGS DESIGNATIONS SM, SC, ML, AND CL. iF OTHER SOIL
TYPES ARE DETERMINED TO BE SUITABLE BY THE ONSITE GEOTECHNICAL ENGINEER, DOCUMENTATION OF SUCH
USE SHALL BE RETAINED AND INCLUDED WITH THE GEOTECHNICAL CERTIFICATION PAPERWORK.
2. PRIOR TO USE AS FILL MATERIAL IN THE DAM EMBANKMENT, THE ONSITE GEOTECHNICAL ENGINEER SHALL
PERFORM STANDARD PROCTO
R TESTS ON THE PROPOSED BORROW MATERIAL TO ENSURE THAT THAT REQUIRED
IMPERMEABILITY, COMPACTION, AND MOISTURE CONTENTS CAN BE ACHIEVED AND CONTROLLED DURING
CONSTRUCTION.
3. FILL PLACEMENT IN THE SWMF DAM EMBANKMENT SHALL NOT EXCEED A MAXIMUM 6" LOOSE LIFT
THROUGHOUT THE MAIN PORTIONS OF THE DAM.
4. FiLL PLACEMENT WITHIN 3 -FT OF EITHER SIDE OF ALL SPILLWAY AND DRAINAGE STRUCTURES AND TO A
DEPTH OF AT LEAST 2 -FT OVER ALL SPILLWAY PIPES SHALL NOT EXCEED A MAXIMUM 3" LOOSE LIFT. IN
ADDITION COMPACTiO
N OF THE SOILS IN SUCH ZONES SHALL BE ACCOMPLISHED -
LI HED USING WALK BEHIND OR
SMALL REMOTE CONTROLLED EQUIPMENT
AND SHALL BE COMPACTED TO THE SAME COMPACTION AND
MOISTURE CONTENTS AS THE REMAINING POR11ONS OF THE DAM.
5. BEFORE PLACEMENT OF FILL FOR THE DAM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND
THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
6. ALL FILL SOILS USED IN THE DAM EMBANKMENT AND KEY TRENCH SHALL BE COMPACTED TO AT LEAST
95% OF THE MAXIMUM DENSITY, AS DETERMINED BY STANDARD PROCTOR TESTS (ASTM -698). THE SOILS
SHALL BE COMPACTED AT MOISTURE CONTENTS WITHIN + 2 PERCENTAGE POINTS OF OPTIMUM MOISTURE
CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ONSITE GEOTECHNICAL ENGINEER DURING
CONSTRUCTION TO VERIFY THAT PROPER COMPACTIVE EFFORTS HAVE BEEN ACHIEVED. FiLL SHOULD BE
COMPACTED USING SHEEPSFOOT TYPE COMPACTORS. IN ORDER TO PREVENT DAMAGE TO SPILLWAY PIPES, NO
DRIVABLE COMPACTION EQUIPMENT SHALL CROSS ANY SPILLWAY PIPE UNTIL A MINIMUM COVER OF 2 -FT HAS
BEEN ESTABLISHED ALONG THE AXIS OF SUCH SPILLWAY PIPE.
7. FILL MATERIAL PLACED AT DENSITIES LOWER THAN SPECIFIED MINIMUM DENSITIES, OR AT MOISTURE
CONTENTS OUTSIDE THE SPECIFIED RANGES, OR OTHERWISE NOT CONFORMING TO THE SPECIFIED
REQUIREMENTS, SHALL BE REWORKED OR REMOVED AND REPLACED WITH ACCEPTABLE MATERIALS PLACED AT
REQUIRED DENSITIES AND MOISTURE CONTENTS.
8. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE PENETRATION DURING STORM
EVENTS, SHALL BE PROPERLY SCARIFIED PRIOR TO THE PLACEMENT OF THE NEXT SOIL LIFT.
9. TESTING OF NEW FILL MATERIALS SHALL BE PERFORMED BY THE ONSITE GEOTECHNICAL ENGINEER TO
VERIFY AND ENSURE THAT REQUIRED LEVELS OF COMPACTIVE EFFORT HAVE BEEN ACHIEVED. AS SUCH, A
MINIMUM OF ONE DENSITY TEST, PER LIFT OF FILL, SHALL BE PERFORMED ON EACH SIDE OF EACH SPILLWAY
PIPE FOR EACH 25 LINEAR FEET OF PIPE LENGTH. THIS TESTING SHALL BE CONDUCTED UNTIL A MINIMUM OF
2 -FT OF COVER HAS BEEN ACHIEVED OVER THE AXIS OF EACH SPILLWAY PIPE. IN ADDITION TO THE ABOVE,
AND OUTSIDE OF THESE MAIN SPILLWAY AREAS, A MINIMUM OF ONE DENSITY TEST, PER LIFT OF FILL, SHALL
BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF FILL AREA.
10. TESTING OF THE DEGREE (%) OF COMPACTION OF THE PLACED FILL IN THE DAM SHALL BE PERFORMED
AS A PART OF THE CONTRACTOR'S NORMAL QUALITY CONTROL PROGRAM FOR THE CONSTRUCTION OF THE
DAM. TESTS SHALL BE CONDUCTED CONCURRENT WITH THE INSTALLATION OF COMPACTED FILL, AND THE
CONTRACTOR SHALL COORDINATE THE CONSTRUCTION OF THE DAM WITH THE ONSITE GEOTECHNICAL ENGINEER
AND DESIGN ENGINEER, AS APPLICABLE, SO THAT APPROPRIATE AND REQUIRED TESTING CAN BE
ACCOMPLISHED. SHOULD THE RESULTS OF ANY TEST INDICATE THAT THE SPECIFIED MINIMUM DEGREE OF
COMPACTION OR THAT THE SPECIFIED WATER CONTENT HAS NOT BEEN OBTAINED, THOSE PORTIONS OF THE
DAM REPRESENTED BY SUCH TEST/S SHALL BE REWORKED OR REMOVED AND REPLACED AT THE
CONTRACTOR'S EXPENSE.
GENERAL CONSTRUCTION SEQUENCING OF THE SWMF
A. AFTER ALL REQUIRED APPROVALS AND PERMITS HAVE BEEN OBTAINED BY THE OWNER AND CONTRACTOR,
AND PRIOR TO CONSTRUCTION, A PRE -CONSTRUCTION MEETING SHALL BE CONDUCTED TO PROVIDE AN OPEN
FORUM DURING WHICH THE OWNER, CONTRACTOR, DESIGN ENGINEER, ONSITE LANDSCAPE PROFESSIONAL, AND
ONSITE GEOTECHNICAL ENGINEER CAN DISCUSS THE CONSTRUCTION OF THE STORMWATER MANAGEMENT
FACILITY (SWMF) AND, MORE SPECIFICALLY, THE STEPS THAT WILL BE REQUIRED TO OBTAIN FINAL AS -BUILT
CERTIFICATION OF THE SWMF. IN SOME INSTANCES, IT MAY BE BENEFICIAL TO INVITE A STORMWATER
REPRESENTATIVE FROM THE LOCAL APPROVING AUTHORITY TO SUCH A MEETING. THE OWNER OR CONTRACTOR
SHALL SCHEDULE AND CONDUCT THE MEETING.
B. THE CONTRACTOR SHALL INSTALL ALL E&S MEASURES IN ACCORDANCE WITH THE APPROVED E&S PLAN.
AS REQUIRED, THE CONTRACTOR SHALL MAINTAIN ALL APPROVED E&S MEASURES FOR THE DURATION OF THE
PROJECT. AS REQUIRED, THE CONTRACTOR SHALL RECEIVE APPROVAL FROM THE E&S INSPECTOR PRIOR TO
PERFORMING ANY LAND CLEARING OR LAND DISTURBING ACTIVITIES.
C. AS CLEARING AND GRUBBING COMMENCES, THE CONTRACTOR SHALL CLEAR AND GRUB THE AREA WITHIN
THE LIMITS OF THE PROPOSED DAM EMBANKMENT CONSTRUCTION AREA. ALL TREES AND THEIR ENTIRE ROOT
SYSTEMS SHALL BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED WITH SUITABLE SOIL
MATERIAL. THE BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME STANDARDS AS THE REMAINDER OF
THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE STRIPPED TO A SUITABLE
DEPTH AS DIRECTED BY THE ONSITE GEOTECHNICAL ENGINEER. ANY RESIDUAL SOILS TO BE LEFT IN PLACE
SHALL BE WELL SCARIFIED TO PROMOTE BONDING OF THE NEW EMBANKMENT FILL. NO EMBANKMENT MATERIAL
SHALL BE PLACED FOR THE DAM UNTIL APPROVAL OF THE DAM SUBGRADE IS OBTAINED FROM THE ONSITE
GEOTECHNICAL ENGINEER.
D. THE CONTRACTOR SHALL THEN EXCAVATE FOR THE SPILLWAY PLACEMENT AT SLOPES OF 1H:1V OR
FLATTER. THE TRENCH SHALL BE WIDE ENOUGH TO ALLOW FOR CONSTRUCTION PERSONNEL TO WORK IN THE
BOTTOM OF THE EXCAVATION. IN THE VICINITY OF THE DAM AND SPILLWAY STRUCTURES, THE BACKFILL SHALL
BE BENCHED INTO THE EXISTING SLOPES TO INTEGRATE THE NEW BACKFILL WITH THE EXISTING SOILS PRIOR TO
THE INSTALLATION OF EACH SPILLWAY PIPE, THE SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPE SHALL BE
EVALUATED BY THE ONSITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS
EXIST AT THE SUBGRADE LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED
ALONG THE PIPE ALIGNMENT/S, THESE MATERIALS SHALL BE UNDERCUT AS DIRECTED BY THE ONSITE
GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED
STRUCTURAL FILL, LEAN CONCRETE, OR FLOWABLE FILL AS DIRECTED BY THE ONSITE GEOTECHNICAL ENGINEER.
E. BEFORE THE PIPE AND CRADLE ARE PLACED, AND ONCE THE SUBGRADE HAS BEEN APPROVED BY THE
ONSITE GEOTECHNICAL ENGINEER, IT IS RECOMMENDED THAT THE CONTRACTOR PLACE A 3- TO 4 -IN THICK
CONCRETE MUD MAT OVER THE SUBGRADE. NOT ONLY WILL THIS MUD MAT PROTECT THE SUBGRADE FROM
SUBSEQUENT DETERIORATION DURING INCLEMENT WEATHER, BUT IT WiLL ALSO PROVIDE SUITABLE BEARING FOR
THE BLOCKS OR CONCRETE SADDLES THAT TEMPORARILY SUPPORT THE SPILLWAY PIPE PRIOR TO PLACEMENT
OF THE CRADLE. THE METHOD OF BLOCK OR SADDLE SUPPORT FOR THE PIPE PROPOSED BY THE
CONTRACTOR SHOULD BE SUBMITTED TO THE DESIGN ENGINEER FOR "CURSORY" EXAMINATION BY THE DESIGN
ENGINEER.
F. ONCE THE CRADLE HAS CURED SUFFICIENTLY, THE CONTRACTOR CAN BEGIN CONSTRUCTING THE NEW
EMBANKMENT. IN ACCORDANCE WITH THE SECTION TITLED, "BERM AND SOIL COMPACTION SPECIFICATIONS."
FILL MATERIALS, APPROVED BY THE ONSITE GEOTECHNICAL ENGINEER, AND FREE OF ROOTS, STUMPS, WOOD,
CONSTRUCTION DEBRIS, STONES GREATER THAN 2" (MEASURED IN ANY DIRECTION), AND FROZEN OR OTHER
DELETERIOUS OR OBJECTIONABLE MATERIAL, CAN BE PLACED. FILL SHALL BE PLACED IN MAXIMUM 6" LOOSE
LIFTS (3" LOOSE LIFTS IN THE VICINITY OF THE RISER BOX, THE SPILLWAY PIPE/S. AND ANY OTHER DRAINAGE
STRUCTURES) PRIOR TO COMPACTION. FILL LIFTS SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF FILL.
IT IS RECOMMENDED THAT THE EMBANKMENT FILL MATERIAL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT
BACK TO FINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION AND NOT EXCEED MAXIMUM ALLOWABLE
SURFACE SLOPES.
G. INSTALLATION OF THE RISER STRUCTURE BY THE CONTRACTOR SHALL BE PERFORMED IN FOUR STAGES:
(1) THE CONTRACTOR SHALL EXCAVATE FOR THE ENTIRE ANTi-FLOAT BLOCK; (2) THE CONTRACTOR SHALL
SET THE RISER TO THE PROPER ELEVATION AND LEVELNESS ON SUPPORT BLOCKS; (3) THE CONTRACTOR
SHALL PLACE AND TiE ALL STEEL AS SHOWN IN DETAIL 2/SW3-C; AND (4) THE CONTRACTOR SHALL PLACE
THE ENTIRE ANIIFLOAT BLOCK STRUCTURE ANDS SHAPED PED RISER INVERT MONOLITHICALLY.
H. AS CONSTRUCTION OF THE EMBANKMENT PROGRESSES, IT WILL BE NECESSARY TO INSTALL THE SPILLWAY
PIPE CRADLE BY THE CONTRACTOR. THE CRADLE IS TO BE CONSTRUCTED PER DETAIL 3/SW3-C.
1. ONCE THE RISER, SPILLWAY PIPE, AND CRADLE HAVE BEEN INSTALLED, THE CONTRACTOR CAN INSTALL
THE EN11RE EA -1 WATER MANAGEMENT DEVICE, WITH THE EXCEPTION OF THE PERMANENT INTAKE MANIFOLD.
DURING THE E&S PHASE, THE 2" LOW-LEVEL BALL VALVE FOR THE EA -1 SHOULD REMAIN OPEN AND THE
FULCRUM/DRAWDOWN APERTURE OPENED AND ROTATED SUCH THAT IT IS AT THE SAME ELEVATION (OR
BELOW) THAT OF THE LOW-LEVEL BALL VALVE. THE EA -1 ELEMENTS SHALL BE ADJUSTED TO THEIR FINAL
POSITIONING WHEN THE BASIN IS CONVERTED TO THE PERMANENT SWMF, THE FINAL CERTIFICATION HAS BEEN
COMPLETED BY THE DESIGN ENGINEER, AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY ALL APPLICABLE
AGENCIES.
J. THE CONTRACTOR SHALL THEN INSTALL THE SPILLWAY FILTER PER DETAIL 9/SW3-E.
K. THE REMAINING PORTIONS OF THE DAM SHALL BE CONSTRUCTED BY THE CONTRACTOR PER THE
SPECIFICATIONS LISTED IN THE SECTION TITLED, "MINIMUM BERM AND SOIL COMPACTION $PECIFICATiONS" AND
THE REQUIREMENTS OF THE ONSITE GEOTECHNICAL ENGINEER. ALL CHARACTERISTICS OF THE EMBANKMENT
FILL MATERIALS SHALL MEET THE STANDARDS SET FORTH IN THE SECTION TITLED, "MINIMUM BERM AND SOIL
COMPACTION SPECIFICATIONS." IT IS RECOMMENDED THAT THE EMBANKMENT FILL MATERIAL BE OVERBUILT IN
HORIZONTAL LIFTS AND CUT BACK TO FINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION AND NOT
EXCEED MAXIMUM ALLOWABLE SURFACE SLOPES. ANY HAND COMPACTION ACTIVITIES AROUND THE SPILLWAY
OR DRAIN STRUCTURES SHALL BE CONDUCTED IN 3 -INCH LOOSE LIFTS AND SHALL BE INSTALLED TO THE
SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE REST OF THE DAM EMBANKMENT. ALL COMPACTION
AND MOISTURE TESTING SHALL BE CARRIED OUT BY THE ONSITE GEOTECHNICAL ENGINEER AND AS LISTED IN
THE SECTION TITLED, "MINIMUM BERM AND S011_ COMPACTION SPECIFICATIONS."
L. UPON COMPLETION OF THE DAM EMBANKMENT CONSTRUCTION TO APPROVED, FiNAL GRADES, THE
CONTRACTOR SHALL INSTALL THE REQUIRED MINIMUM 3" LAYER OF TOPSOIL AND PROMPTLY STABILIZE THE
DAM EMBANKMENT PER THE SEEDING SCHEDULE ON THE LANDSCAPING PLAN (SEE SHEET SW3-LS).
M. ONCE THE FACILITY IS READY TO BE CONVERTED FROM AN E&S BASIN TO THE PERMANENT SWMF, THE
OWNER AND CONTRACTOR SHALL REQUEST THAT THE CERTIFICATION PROCESS FOR THE SWMF BE INITIATED
(SEE THE SECTION TITLED, "GENERAL STEPS TO FiNAL SWMF AS -BUILT CERTIFICATION"). NOTE THAT INITIATING
THE CERTIFICATION PROCESS SHOULD BEGIN AS EARLY IN THE PROCESS AS IS DEEMED FEASIBLE. DEPENDING
ON THE QUALITY OF ORIGINAL SWMF CONSTRUCTION AND THE EXPERIENCE AND RESPONSIVENESS OF THE
CONTRACTOR, THE TIME IT TAKES TO GO FROM E&S CONVERSION TO FiNAL CERTIFICATION APPROVAL CAN
TAKE ANYWHERE FROM TWO TO TWELVE (OR MORE) MONTHS. PLEASE NOTE THAT ANY DEFICIENCIES IN THE
SWMF CONSTRUCTION MUST BE CORRECTED TO THE SATISFACTION OF THE DESIGN ENGINEER AND OWNER
BEFORE FINAL CERTIFICATION CAN BE ACHIEVED. AGAIN, IT SHOULD BE NOTED (AND EMPHASIZED) THAT THE
LENGTH OF THIS PROCESS IS DRIVEN LARGELY BY THE QUALITY OF ORIGINAL SWMF CONSTRUCTION AND THE
EXPERIENCE AND RESPONSIVENESS OF THE CONTRACTOR. IN NO INSTANCES SHALL THE DESIGN ENGINEER BE
PENALIZED FOR THE FAILURE OF THE CONTRACTOR TO CONSTRUCT THE SWMF PROPERLY AND/OR TO RESPOND
TO ANY FUNCTIONAL OR CONSTRUCTION ISSUES RAISED BY THE DESIGN ENGINEER OR OWNER.
USING THE SWMF A5 AN EROSIQN AND SEDIMENT CONTROL
(E&S) DEVICE
DURING THE INITIAL STAGES OF CONSTRUCTION, THE SWMF MAY BE USED AS AN EROSION AND SEDIMENT
CONTROL&
(E S) DEVICE. IF S0, THE CONTRACTOR .SHALL FOLLOW THE GENERAL. CONSTRUCTION SEQUENCE
PROVIDED BELOW:
A. THE CONTRACTOR SHALL CONSTRUCT THE EN11RE FACILITY (INCLUDING THE PERMANENT RISER STRUCTURE,
PERMANENT SPILLWAY PIPE, PE, ETC.).
B. THE CONTRACTOR SHALL CONNECT THE TEMPORARY DRAWDOWN RISER OR SKIMMER TO THE EA -1 WATER
MANAGEMENT SYSTEM VIA THE IM -FS (E&S) CONN (SEE DETAIL 13/SW3-G). DURING THE E&S PHASE, THE 2"
LOW-LEVEL BALL VALVE FOR THE EA -1 SHALL REMAIN OPEN AND THE FULCRUM/DRAWDOWN APERTURE
OPENED AND ROTATED SUCH THAT IT IS AT THE SAME ELEVATION (OR BELOW) THAT OF THE LOW-LEVEL BALL
VALVE. THE EA -1 ELEMENTS WILL BE ADJUSTED TO THEIR FINAL POS11IONING WHEN THE BASIN IS CONVERTED
TO THE PERMANENT SWMF.
C. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE E&S INSPECTOR APPROVES THE REMOVAL
OF THE SEDIMENT BASIN, THE CONTRACTOR, USING THE PERMANENT 2" BALL VALVE iN THE EA -1 WATER
MANAGEMENT
SYSTEM SEE DETAIL 13 SW3 G SHALL DRAIN THE POND. NOTE THAT
, THE POND SHALL BE
}
DRAINED AT A RATE OF NO MORE THAN ONE -FOOT PER DAY OF VERTICAL DROP IN WATER SURFACE. IT
SHOULD BE NOTED, TOO, THAT A PORTION OF THE PERMANENT POOL IS LOCATED IN A "DEAD STORAGE" ZONE,
MEANING, IT IS BELOW THE OUTLET PIPE AND THE AFOREMENTIONED BALL VALVE. AS SUCH, THE WATER iN
THIS DEAD STORAGE ZONE SHALL BE PUMPED INTO A DIRT BAG (OR OTHER APPROPRIATE SEDIMENT REMOVAL
DEVICE) PRIOR TO BEING DISCHARGED INTO AN EXISTING NATURAL OR CONSTRUCTED DRAINAGE SYSTEM.
D. AFTER DRAINING THE POND, THE CONTRACTOR SHALL REMOVE THE TEMPORARY DRAWDOWN RISER/SKIMMER
AND CLEAN-OUT THE BASIN. ALL SEDIMENT, TRASH, ETC., SHALL BE DISPOSED OF PROPERLY IN A LANDFILL
AND NOT STOCKPILED IN AN AREA WHERE WATER QUALITY COULD BE ADVERSELY AFFECTED.
E. ONCE THE BASIN IS CLEANED OUT AND ALL EROSION CONTROL DEVICES REMOVED, THE CONTRACTOR
SHALL, UPON INITIATING THE STEPS OUTLINED IN THE SECTION TITLED, "GEUE.RAL STEPS TO FINAL SWMF
AS -BUILT CERTIFICATION." CONSTRUCT THE INTERIOR GRADING SHOWN ON THE SWMF PLAN VIEW (SEE SHEET
SW3-B), SHALL REMOVE THE IM -FS (E&S) CONN FROM THE EA -1, SHALL INSTALL THE FINAL EA -1 INTAKE
MANIFOLD, AND SHALL ADJUST THE FULCRUM AND DRAWDOWN APERTURE PER THE DESIGN ENGINEER'S
DIRECTION.
1. THE PROPOSED SWMF DAM EMBANKMENT SHALL BE CONSTRUCTED UNDER THE OBSERVATION OF A
QUALIFIED ONSITE GEOTECHNICAL ENGINEER, WHO IS REGISTERED AS AN NCPE. THE ONSITE GEOTECHNICAL
ENGINEER MUST HAVE EXPERIENCE IN THE DESIGN AND CONSTRUCTION MONITORING OF DAMS SIMILAR IN SIZE
AND SCOPE TO THAT INCLUDED IN THE PROPOSED PLANS AND SPECIFICATIONS. IN ADDITION, THE ONSITE
GEOTECHNICAL ENGINEER SHALL BE KEENLY FAMILIAR NTH ALL THE OBSERVATION, TESTING, AND
GEOTECHNICAL CERTIFICATION PAPERWORK REQUIRED BY THE LOCAL APPROVING AUTHORITY TO PROVIDE AN
APPROVABLE SWMF FINAL AS -BUILT CERTIFICATION.
2. THE ONSITE GEOTECHNICAL ENGINEER SHALL OBSERVE ALL ASPECTS OF THE CONSTRUCTION OF THE SWMF
DAM EMBANKMENT AND OUTLET WORKS, INCLUDING THE PREPARATION OF THE FOUNDATION FOR THE SWMF
DAM, THE INSTALLA11ON OF THE KEY TRENCH FOR THE SWMF DAM, THE INSTALLA11ON OF THE RiSER
ANTIFLOAT BLOCK, THE INSTALLATION THE RISER (AND ITS STRUCTURALLY INTEGRATED CONNECTION WITH
ITSELF AND TO THE ANTIFLOAT BLOCK), THE INSTALLATION OF THE PRINCIPAL SPILLWAY PIPE, THE
INSTALLATION OF THE SPILLWAY CRADLE, THE INSTALLATION OF THE INTERNAL DRAINAGE AND FILTER
DEVICE/S, THE INSTALLATION OF COMPACTED FILL, ETC. THE FREQUENCY OF OBSERVATION AND TESTING MUST
BE SUFFICIENT FOR THE ONSITE GEOTECHNICAL ENGINEER TO CERTIFY, IN HIS/HER PROFESSIONAL OPINION
(AND, AS REQUIRED, IN ACCORDANCE WITH PRESET CERTIFICATION PAPERWORK REQUIRED BY THE LOCAL
APPROVING AUTHORITY), THAT THE REQUIRED (AND SPECIFIC) ITEMS OBSERVED AND TESTED WERE INSTALLED
IN ACCORDANCE WITH THE APPROVED PLANS AND SPECIFICATIONS. THE ONSITE GEOTECHNICAL ENGINEER IS
TO PROVIDE ALL BACKUP REPORTS AND PHOTOGRAPHS TO SUPPORT THIS CERTIFICATION. IF IT iS DETERMINED
THAT ONE OR MORE REQUIRED ITEMS WERE NOT OBSERVED, TESTED, DOCUMENTED, OR CONSTRUCTED iN
ACCORDANCE WITH CURRENT INDUSTRY STANDARDS, THE APPROVED PLANS AND SPECIFICATIONS, OR THE
AS -BUILT CERTIFICATION REQUIREMENTS OF THE LOCAL APPROVING AUTHORITY, ADDITIONAL "AFTER -THE -FACT"
GEOTECHNICAL AND/OR MATERIALS TESTING MAY BE REQUIRED. SUCH "AFTER -THE -FACT' TESTING MAY
REQUIRE ADDITIONAL EXCAVATION ACTIVITIES AND MAY REQUIRE THAT SPECIFIC PORTIONS OF THE FACILITY BE
REWORKED, MODIFIED, REBUILT, OR REMOVED AND RECONSTRUCTED/REINSTALLED IN ACCORDANCE WITH THE
APPROVED PLANS AND SPECIFICATIONS. SUCH ADDITIONAL TESTING, RETESTING, AND RECONSTRUCTION
ACTIVITIES SHALL BE AT THE CONTRACTOR'S EXPENSE. IN NO INSTANCE SHALL SUCH THINGS BE DONE AT
THE DESIGN ENGINEER'S EXPENSE.
3. PRIOR TO CONSTRUCTION, THE ONSITE GEOTECHNICAL ENGINEER SHALL VERIFY THE SUITABILITY OF THE
PROPOSED BORROW AREA/S TO USE AS FILL IN THE PROPOSED DAM AND KEY TRENCH.
4. PRIOR TO THE PLACEMENT OF ANY FILL IN THE DAM OR KEY TRENCH, THE FOUNDATION SUBGRADE SHALL
BE PROOFROLLED TO CHECK FOR UNSUITABLE SOIL CONDITIONS. PROOFROLLING SHALL BE DONE AFTER A
SUITABLE PERIOD OF DRY WEATHER TO AVOID DEGRADING AN OTHERWISE ACCEPTABLE SUBGRADE.
PROOFROLLING SHALL BE PERFORMED WITH EQUIPMENT APPROVED BY THE ONSITE GEOTECHNICAL ENGINEER
AND SHALL BE PERFORMED IN A MANNER SPECIFIED BY THE ONSITE GEOTECHNICAL ENGINEER. AREAS WHICH
ARE OBSERVED TO RUT, PUMP, OR DEFLECT EXCESSIVELY DURING THE PROOFROLLING PROCESS AND FAIL TO
DENSIFY WITH CONTINUED ROLLING SHALL BE UNDERCUT TO SUITABLE SOILS, AS DIRECTED BY THE ONSITE
GEOTECHNINCAL ENGINEER, AND REPLACED WITH COMPACTED FILL, ALSO AS DIRECTED BY THE ONSITE
GEOTECHNICAL ENGINEER.
5. THE ONSITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION PRIOR TO
PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. iF THE CONTRACTOR CONSTRUCTS AND COVERS UP
THE KEY TRENCH PRIOR TO INSPECTION BY THE ONSITE GEOTECHNICAL ENGINEER, THEY KEY TRENCH SHALL BE
UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE.
GENERAL STEPS TO FINAL SWMF AS=BUILT CERTIFICATION
ONCE THE E&S INSPECTOR HAS INDICATED THAT THE FACILITY CAN BE CONVERTED FROM AN E&S DEVICE TO
THE PERMANENT SWMF, THE OWNER AND CONTRACTOR ARE ADVISED TO PROCEED ALONG THE FOLLOWING
STEPS:
A. THE OWNER OR CONTRACTOR SHALL REQUEST A SURVEY STAKEOUT OF THE FINAL GRADING OF THE
FACILITY.
B. THE CONTRACTOR SHALL CLEANOUT ALL ACCUMULATED SEDIMENT, TRASH, AND DEBRIS FROM THE SWMF
AND THEN GRADE THE FACILITY IN ACCORDANCE WITH THE STAKEOUT.
C. ONCE THE CONTRACTOR HAS COMPLETED THE INITIAL POST -CONVERSION GRADING, THE OWNER OR
CONTRACTOR SHALL REQUEST A FOLLOW-UP SURVEY AND AN ENGINEERING EVALUATION OF THE SURVEY
RESULTS.
D. ONCE THE DESIGN ENGINEER RECEIVES THE PROCESSED SURVEY DATA, THE DESIGN ENGINEER WILL USE
THE DATA TO COMPLETE AN ENGINEERING ANALYSIS OF THE CONSTRUCTED FACILITY. BASED ON THIS
ANALYSIS, CONSTRUCTION MODIFICATIONS MAY BE REQUIRED TO BRING THE SWMF INTO "ENGINEERING
COMPLIANCE" WITH THE APPROVED PLANS AND SPECIFICATIONS. IF MODIFICATIONS ARE REQUIRED, AN
"ENGINEERING MODIFICATION PLAN (EMP)" WILL BE PREPARED BY THE DESIGN ENGINEER AND PROVIDED TO THE
OWNER AND CONTRACTOR. IF AN EMP IS NOT REQUIRED, THE OWNER OR CONTRACTOR CAN SKIP TO -I.-
BELOW.
I "BELOW.
E. ONCE THE CONTRACTOR AND OWNER HAVE RECEIVED THE EMP, THE CONTRACTOR OR OWNER SHALL
REQUEST A SURVEY STAKEOUT OF THE MODIFICATIONS PROVIDED IN THE EMP.
F. ONCE THE CONTRACTOR HAS COMPLETED THE EMP'S IMPLEMENTATION, THE OWNER OR CONTRACTOR SHALL
RE UEST A FOLLOW- P
Q U SURVEY AS
WELL AS AN ENGINEERING EVALUATION OF THE SURVEY RESULTS.
G. ONCE THE DESIGN S ENGINEER RECEIVES THE PROCESSED SURVEY DATA, THE DESIGN ENGINEER WILL USE
THE DATA TO COMPLETE AN ADDITIONAL ENGINEERING ANALYSIS OF THE CONSTRUCTED FACILITY. BASED ON
THIS ANALYSIS, ADDITIONAL CONSTRUCTION MODIFICATIONS MAY BE REQUIRED TO BRING THE SWMF INTO
"ENGINEERING COMPLIANCE." IF ADDITIONAL MODIFICATIONS ARE REQUIRED, A SUPPLEMENTAL EMP WILL BE
PREPARED BY THE DESIGN ENGINEER AND PROVIDED TO THE OWNER AND CONTRACTOR, AND THE ABOVE EMP
PROCESSES WILL BE REPEATED.
H. ONCE IT HAS BEEN DETERMINED THAT THE SWMF MEETS THE REQUIREMENTS FOR "ENGINEERING
COMPLIANCE," THE DESIGN ENGINEER WILL INFORM THE OWNER AND CONTRACTOR OF SAID RESULT.
1. ONCE THE OWNER AND CONTRACTOR HAVE BEEN INFORMED THAT "ENGINEERING COMPLIANCE" HAS BEEN
ACHIEVED, THE CONTRACTOR SHALL, TiME OF YEAR AND WEATHER CONDITIONS PERMITTING, SEED AND MULCH
(OR SOD) THE DAM AND CUT SLOPES AND PLANT THE WETLAND PLANTS IN ACCORDANCE WITH THE
LANDSCAPE PLAN (SEE SHEET SW3-LS). CONCURRENTLY, THE OWNER OR CONTRACTOR SHALL REQUEST A
FIELD INSPECTION BY THE DESIGN ENGINEER. PLEASE NOTE THAT IF THE CONTRACTOR PLANTS THE PROPOSED
VEGETATION PRIOR TO DESIGN ENGINEER NOTIFICATION THAT "ENGINEERING COMPLIANCE" HAS BEEN ACHIEVED,
ANY CHANGES TO THE GRADING OR REPLANTING OF LANDSCAPING WILL BE AT THE CONTRACTOR'S EXPENSE.
J. UPON RECEIVING THE REQUEST FOR INSPECTION, THE DESIGN ENGINEER WILL SCHEDULE AN INSPECTION OF
THE SWMF TO ASCERTAIN THE "CONSTRUCTION COMPLIANCE" OF THE SWMF. FOLLOWING THE FIELD
INSPECTION, THE DESIGN ENGINEER WILL PROVIDE A DETAILED PUNCHLIST OF CONSTRUCTION DEFICIENCIES TO
THE OWNER AND CONTRACTOR.
K. ONCE THE CONTRACTOR HAS COMPLETED THE PUNCHLIST, THE OWNER OR CONTRACTOR SHALL REQUEST A
FOLLOW-UP INSPECTION BY THE DESIGN ENGINEER.
L. UPON RECEIVING THE REQUEST, THE DESIGN ENGINEER WILL SCHEDULE A REINSPECTION OF THE SWMF. IF
OUTSTANDING CONSTRUCTION DEFICIENCIES ARE NOTED DURING THE REINSPECTION, THE DESIGN ENGINEER WILL
PROVIDE A SUPPLEMENTAL PUNCHLIST OF CONSTRUCTION DEFICIENCIES TO THE OWNER AND CONTRACTOR, AND
THE ABOVE CONSTRUCTION EVALUATION PROCESS WILL BE REPEATED.
M. ONCE IT HAS BEEN DETERMINED THAT BOTH "ENGINEERING COMPLIANCE" AND "CONSTRUCTION COMPLIANCE"
HAVE BEEN ACHIEVED, THE DESIGN ENGINEER WILL INFORM THE OWNER AND CONTRACTOR OF SAID RESULT
AND WILL BEGIN PREPARING THE FINAL SWMF AS -BUILT CERTIFICATION PACKAGE.
N. ONCE THE FINAL CERTIFICATION PACKAGE HAS BEEN COMPLETED BY THE DESIGN ENGINEER, THE DESIGN
ENGINEER WILL SUBMIT THE FINAL CERTIFICATION PACKAGE TO THE LOCAL APPROVING AUTHORITY.
INITIATING THE CERTIFICATION PROCESS SHOULD BEGIN AS EARLY iN THE CONSTRUCTION PROCESS AS 1S
DEEMED FEASIBLE. DEPENDING ON THE QUALITY OF ORIGINAL SWMF CONSTRUCTION AND THE EXPERIENCE AND
RESPONSIVENESS OF THE CONTRACTOR, THE M A
A ETI E IT TAKES TO GO FROM E&S CONVERSION TO FINAL
CERTIFICATION APPROVAL CAN TAKE TWO ANYWHERE FROM
R 0 TO TWELVE (OR MORE) MONTHS. PLEASE NOTE
THAT ANY DEFICIENCIES IN THE SWMF CONSTRUCTIONU T CORRECTED M S BE C RRE TED TO THE SATISFACTION OF THE
DESIGN ENGINEER AND OWNER BEFORE A FINAL CERTIFICATION PACKAGE WILL BE PREPARED OR SUBMITTED BY
THE DESIGN ENGINEER. AGAIN iT SHOULDBE NOTED (AND EMPHASIZED THAT THE LENGTH OF THE
CERTIFICATION PROCESS iS DRIVEN LARGELY BY THE QUALITY OF ORIGINAL SWMF CONSTRUCTION AND THE
EXPERIENCE AND RESPONSIVENESS OF THE CONTRACTOR. IN NO INSTANCES SHALL THE DESIGN ENGINEER BE
PENALIZED FOR THE FAILURE OF THE CONTRACTOR TO CONSTRUCT THE SWMF PROPERLY AND/OR FOR THE
FAILURE OF THE CONTRACTOR TO RESPOND TO ANY ENGINEERING OR CONSTRUCTION ISSUES RAISED BY THE
DESIGN ENGINEER OR OWNER. WITH THAT SAID, PROVIDED BELOW ARE SOME OF THE MORE COMMON
PROBLEMS ENCOUNTERED WiTH COMPLETING A FINAL SWMF AS -BUILT CERTIFICATION:
A. INADEQUATE STABILIZATION OF THE SWMF OR DRAINAGE AREA TO THE SWMF. MANY LOCALITIES REQUIRE
A MINIMUM STABILIZATION RATE OF 100% VEGETATIVE COVER IN THE WATER IMPOUNDMENT AND 85%
VEGETATIVE COVER ON THE SWMF DAM, CUT SLOPES, AND ACCESS WAYS AS WELL AS iN THE DRAINAGE AREA
TO THE SWMF. THE PHRASEVEGETATIVE n 8 5% o VE ETAT VE COVER ON THE SWMF MEANS THAT VISIBLE, HEALTHY TURF
GRASS IS GROWING ON APPROXIMATELY 85% OF THE SURFACE AREA OF THE DAM AND THAT 85% OF THE
SURFACE AREAS OF THE CUT SLOPES ARE LANDSCAPED, WALLED, STRUCTURALLY TERRACED, AD/OR
COVERED WITH VISIBLE, HEALTHY STANDS OF TURF GRASS.
B. INADEQUATE GEOTECHNICAL DOCUMENTATION OF THE CONSTRUCTION OF THE SWMF. TIME GEOTECHNICAL
TESTING REQUIREMENTS FOR SWMFS ARE EXTENSIVE. AFTER -THE -FACT TESTING AND, AT TIMES, SUBSURFACE
EXCAVATION, TO ADDRESS TESTING SHORTFALLS, IS NOT UNCOMMON.
C. MISSING FUNCTIONAL AND SAFETY ITEMS AT OR ON THE SWMF. OFTEN, TRASHRACKS, VALVE OPERATING
MECHANISMS, SAFETY RAILINGS, AND RISER CONNECTION STRAPS HAVE EITHER NOT BEEN INSTALLED OR NOT
BEEN INSTALLED PROPERLY.
D. INADEQUATE CONSTRUCTION OF STILLING BASINS, PLUNGE POOLS, AND LEVEL SPREADER/ENGINEERED
FILTER STRIP SYSTEMS AT SWMFS. FAR MORE OFTEN THAN NOT, THE VARIOUS STRUCTURES PROVIDED AT
SWMF OUTFALLS HAVE EITHER NOT BEEN INSTALLED OR NOT BEEN INSTALLED PROPERLY.
IN ACCORDANCE WITH THE RECORDED SWMF 0&M AGREEMENT, ALL REQUIRED MAINTENANCE AND INSPECTIONS
OF THE SWMF SHALL BE THE RESPONSIBILITY OF THE OWNER OR PROPERTY OWNER'S ASSOCIATION.
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PROJECT No. UPM -14064
FILENAME: "-1+aro wocrAL sHmEmm
DESIGNED BY: DHB
DRAWN BY: D H B
SCALE:
DATE: 12/2/15
SHEET N0.
zi 3-A
Willi McADAMS

5
NWSE DRAW—DOM NOTE: WHEN THE NORMAL POOL NEEDS TO
BE DRAINED. A PORTION OF THE POOL (FROM EL. 322.25 TO \
/ .,
EL. 314.OQ) QF THE MAIN POOL AREA WILL NEED TO BE
/PUMPED. THE YQLUME TO BE PUMPED IN A 72 -HR PERIOD IS '---- \
APPROXIMATELY 417.223 GALLONS, WHICH EQUATES TO A_ '- �_ x
PUMPING RATE OF 97 GPM. TO ACCOMPLISH THIS. IT IS
RECOMMENDED THAT ]BE OWNER USE A P -MAX
(MANUFACTURED BY MP PUMPS, WWW.MPPUMPS.COM) 2 -X2 -
SELF -PRIMING CENTRIFUGAL PUMP (180 GPM RATING) OR
APPROVED EQUAL. ALL PUMPED WATER SHALL BE FILTERED�
THROUGH A DIRT BACK PRIOR TO DISCHARGING INTO INTO THE r �� (� g 17",
z
DOWNSTREAM STORMWATER SYSTEM. DURING SEVERE z d z s 1
EMERGENCIES, THE WATER TQ QE PUM PE12 CAN BE PUMPED
CONCRETE RISER OUTLET STRUCTURE (SEE
DETAIL 413W3 -D).
`'P,SHAPE = RECTANGLUAR
�.r INTERNAL DIMENSIONS = 5 -FT X 5 -FT
TO RAL SHELF ARE TO , TOP OF RISER = 329.00
AL SHELF ARE TO BE INVERT OUT (24"0 0 -RING RCP) = 321.75
� INVERT OF EA -1 WATER MANAGEMENT
SYSTEM (4" 0 PVC PIPE GROUTED IN
BOTTOM OF 6 0 CORED HOLE) = 322.25)
u
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M \ %Irp pf i pip£
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p� rye' o MAIN POND (INCLUDES
^�
etc, // / �ry ^q� ADDITIONAL ONE -FOOT
y pOF SEDIMENT STORAGE/
�ry 13,� ^� VOLUME)
FOREBAY BERM AND
4TRACTOR TO INSTALL STEEL HANDRAI
E DETAIL 7/SW3-E) ACROSS TOP OF
)WALL/WINGWALLS
'~~CLASS 'B' RIPRAP .VELOCITY
DISSIPATOR AND OUTFALL
CHANNEL (SEE DETAIL
12/SW3 F)
•.s I A ZWNA
:.° ! s' 1'',
•
GRAPHIC SCALE
20 0 10 20 40
I inch = 20 ft.
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PROJECT No. JPM-14060
FILENAME: "-uow sm wrAL ssm
DESIGNED BY: DHB
DRAWN BY; D H B
SCALE: 1'1=20*
DATE: 12/2/15
SHEET N0.
-
�� MCADAMS

PROPOSED FINAL -
GRADE (BEFORE
TOPSOIL LAYER)
TRASH RACK 3" (MIN) TOPSOIL
(SEE DETAIL 5/SW3-D) LAYER (TO COVER
ENTIRE DAM)
CONCRETE COLLAR
""�•.., (TO BE CONSTRUCTED IN THE
-SETTLED" TOP OF DAM (DISC TOPSOIL) = EL. 329.00 FIELD BY THE CONTRACTOR, 3
SEE DETAIL 10/SW3-E)
ZIA
TOP OF RISER = EL. 326.00 �1t��Lllll� III=�1��)
I-1 11=1 I I -I I i-1 I I
INVERT OF 6" 0IOR FICE (FRONT ONLY) = EL. 325.00 I:I111111111�111�1(il
' II -III -III=
• •'a I I � I 1=1 I I -I I I
• — i I.I l I-
n NORMAL POOL = EL. 323.00
54.5 LF 24"0 0 -RING RCP ® 1.387.
INVERT OF EA -1 PENETRATION = EL, 322.25 4, v a
INVERT OUT OF 42 0 SPILLWAY = EL. 321.75
}• X1.1 ..:. ° ° 4 G
TOP OF 2ND PLACEMENT FOR AN11FLOAT BLOCK = EL. 319.00 .: ; . :•' ; ,` :,•`:
TOP OF 1 ST PLACEMENT FOR AN11FLOAT BLOCK = EL. 318.00 _ �,' "" _ • , : •;
BOTTOM OF AN11FLOAT BLOCK = EL. 316:50-
#4 STEEL
EA -1 WATER MANAGEMENT SYSTEM
BY EASADJUST OR APPROVED
EQUAL (SEE DETAIL 13/SW3-G)
CONCRETE ANTI -FLOTATION
BLOCK (SEE CONNECTION
DETAIL 2/SW3-C)
CONTRACTOR SHALL FORM
INVERT OF RISER STRUCTURE
TO DRAIN POSITIVELY TO
INVERT OF OUTLET BARREL
USING NON -SHRINK GROUT
NON -WOVEN GEOTEXTILE
FABRIC SHALL BE PLACED
AROUND EACH JOINT OF THE
42"0 0 -RING RCP BARREL IN
2' WIDE STRIPS CENTERED
ON JOINT.
10 FT. WIDE MINIMUM
10 FT. WIDE INI� UM
SETTLEMENT CAMBER (6" MIN
DAM CENTER, EL. = 329.50)
PEOVIAMYr D CROSS SECTION
SWJ-C
SCALE: 1"=4'
RISER STRUCTURE
2" 0 HOLES FOR
REBAR CONNEC11ON
(4 EACH SIDE)
3000 PSI CONCRETE
(LOWER PORTION OF
PLACEMENT)
3000 PSI CONCRETE
(UPPER PORTION OF
PLACEMENT)
3
2% SLOPE
ENDWALL (SEE DETAIL 7/SW3-E) WITH 3.5'
STEEL HANDRAILING (W/ LOW-CLIMBABILITY
POTENTIAL, AND EPDXY COATED) SECURELY
FASTENED TO THE ENDWALL
— INVERT OUT = EL. 321.00
APPROXIMATE LOCATION OF
EXISTING GROUND
6" THICK X
CONCRETECURTAINE SUPPLEMENTAL
WALL
CONCRETE CRADLE
(SEE DETAIL 3/SW3-C)
KEY TRENCH (BOTTOM TO BE A
MINIMUM OF 5 -FT BELOW
EXISTING GROUND AT LOWER
EDGE OF TOP OF DAM AXIS)
750 PSI FLOWABLE FILL
16" MIN
12" MIN
CLASS 'B' RIPRAP VELOCITY
DISSIPATOR AND OUTFALL
CHANNEL (SEE DETAIL 12/SW3-F)
`--SrILLWAT rILItN
1 I (SEE DETAIL 9/SW3-E)
WATER SURFACE ELEVATIONS
STORM EVENT
WSE
FB
NORMAL POOL
323,00
1" W4 STORM
324.36
1—YR STORM
324.81
2—YR STORM
325.11
10—YR STORM
326.05
25—YR STORM
326.47
100—YR STORM
327.06
100—YR STORM (WC)
327.69
d
d
d
4
.a
Q
d' d
4
4 4
Q d d
_
Q
3000 PSI CONCRETE
(LOWER PORTION OF
PLACEMENT)
3000 PSI CONCRETE
(UPPER PORTION OF
PLACEMENT)
3
2% SLOPE
ENDWALL (SEE DETAIL 7/SW3-E) WITH 3.5'
STEEL HANDRAILING (W/ LOW-CLIMBABILITY
POTENTIAL, AND EPDXY COATED) SECURELY
FASTENED TO THE ENDWALL
— INVERT OUT = EL. 321.00
APPROXIMATE LOCATION OF
EXISTING GROUND
6" THICK X
CONCRETECURTAINE SUPPLEMENTAL
WALL
CONCRETE CRADLE
(SEE DETAIL 3/SW3-C)
KEY TRENCH (BOTTOM TO BE A
MINIMUM OF 5 -FT BELOW
EXISTING GROUND AT LOWER
EDGE OF TOP OF DAM AXIS)
750 PSI FLOWABLE FILL
16" MIN
12" MIN
CLASS 'B' RIPRAP VELOCITY
DISSIPATOR AND OUTFALL
CHANNEL (SEE DETAIL 12/SW3-F)
`--SrILLWAT rILItN
1 I (SEE DETAIL 9/SW3-E)
WATER SURFACE ELEVATIONS
STORM EVENT
WSE
FB
NORMAL POOL
323,00
1" W4 STORM
324.36
1—YR STORM
324.81
2—YR STORM
325.11
10—YR STORM
326.05
25—YR STORM
326.47
100—YR STORM
327.06
100—YR STORM (WC)
327.69
1.31'
UARREL PIPE FLQWABL FE ILL C��A 2,E QON5113QQTION SEQUENCE
1. BRING THE GRADE OF THE DAM EMBANKMENT TO THE SPRINGLIKE OF PIPE ELEVATION.
2. EXCAVATE TRENCH FOR CRADLE AND BARREL PER DIMENSIONS ON DRAWINGS.
3. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE. CONTRACTOR SHALL WRAP JOINTS WITH 2 -FT WIDE STRIPS OF FABRIC AT THIS STEP.
4. PLACE FLOWABLE FILL FOR CRADLE FOR EACH SECTION FROM ONE SIDE OF THE TRENCH. ALLOW FLOWABLE FILL TO FILL ENTIRE AREA UNDER
PIPE AND PIPE HAUNCHES AS TO LEAVE NO VOIDS UNDER THE PIPE BEFORE PLACING FLOWABLE FILL ON THE OPPOSITE SIDE OF THE TRENCH.
PLACE ENTIRE CRADLE AS ONE LIFT (VERTICALLY) PER DRAWINGS.
5. FLOWABLE FILL CRADLE MAY BE REPLACED PER RECOMMENDATION FROM THE ON-SITE GEOTECHNICAL ENGINEER. ANY DEVIATION FROM THIS
DETAIL SHALL BE SUBMITTED TO AND REVIEWED BY THE DESIGN ENGINEER PRIOR TO IMPLEMENTATION.
6. ALLOW CRADLE TO CURE FOR A MINIMUM OF 7 DAYS BEFORE ANY VIBRATING COMPACTION EQUIPMENT IS USED IN THE VICINITY OF THE BARREL
PIPE.
18" MIN
d 24"0 0—RING RCP dd.d ( 1
d p-• (MIN.)
d '
Q.• a `'', d da d'
b
aQ ... ad
. d ..d• a d b P Gd d •ad d e. _
4 d
a _ e a - d d ..a. '.e v 'e d � o q •° •. d.. 8',a �e -.�. a .-d•. �' _ �_
Z. d' 'd a .d A. •d a :d ° •
a a' .'p a • d = .. _ dd .: d d a e a. a
dd .. .. - .<d
d' d
5'-8" (MIN)
2 RISERt �-FLOTATION BLOCK C0Pfl4FZn0N
SW3-C N.T.S. 3 FLOWABLE C LE
SW3—C N.T.S..
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PROJECT NO. JPM-14060
FIMNAME: ,w-uoso siva wrAL smm
DESIGNED BY:
DRAWN BY:
SCALE: AS INDICATED
DATE: 12/2//l
'�
SHEET N0101%_ w
°J MCADAMS

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�!3-E N.T.S.
FOR_BAR_SIZE
ELEVATION
PLAN
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Ya
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HART
FOR BAR SIZE
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NOTES+
NOTES:
Q
MIN. IMAX.
L7
ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL,
H SCJ
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33,
F ->-
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
US =
W <'z<- LL =
THE ENGINEER WITH DETAILS OF THE
PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS.
H � = U
}- _ �" Z W
• PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
1'
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
Op�v=
TO ASTM A165 WITH 2" MIN. CLEARANCE.
z
>
PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
I-cLu
w�cZ =
OSHA STANDARD 1926.704.
8"
m
' PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
� Z I
�wo¢
O
m
#5 @
F-
1.2512.00
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
1.50/2.50
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
��
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1".
#5 @
PLAN M
'S
�A
w
1.75/2.50
PLAN SIDE
N SIDE
2.5
ELEVATI❑N
TO INCREASE THIS BAR SIZE AS NEEDED.
ELEVATI❑N
(�
2.0013.00
4.50/5.50
10.00/11.50
3.0
o n
8"
3.00/3.50
5.00/6.00
2.7513.50
5.25/5.75
11.50/11.75
3.5
'• 14 i/2'
CAST IR❑N
3.25/4.50
1
f
CAST IR❑N
•�
ELEVATI❑N
12.00113.25
0 0
LLI
ELEVATI❑N
8"
3.50/4.50
6.50/7.00
A �
6.50/6.75
'
a,
#6 BAR OR
#8 BAR
U
ry
Q ry
qa
U83/4''ozo
6.50/8.50
3.25/4.00
GALV'D,m
Q 0
5.0
P PR E Em
m��4F�-�-4PLAsTlc
8"
4.50/5.00
W
3.25/4.00
7.25/9.25
13.75/15.75
5.5
#5 @
8"
4.5015.00
7.50/8.50
3.25/4.00
7.25/9.25
PLAN
6.0
#5 @
SIDE
z
1/8'
ELE
PLAN
ELEVATION
z Q
i lq
COM
REINFORCING STEEL
Ld LLi
'
NOTES
ELEVATI❑N
SECTI❑N A -A
12'
NOT TO BE USED IN
SANITARY SEWER MANHOLES,
HEET 1 13F1
840,66
ELEVATI❑N
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�!3-E N.T.S.
FOR_BAR_SIZE
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PLAN
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Ya
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HART
FOR BAR SIZE
7 24" ENDWALL DETAILS
SW3-E N.T.S.
CONCRETE RISER `
WALLJ"0 GRADE 8
'A STAINLESS STEEL
CONCRETE LAG
SCREW
0
e
12"X4"XJ"
GALVANIZED STEEL
STRAP (MIN 4
PER RISER JOINT)
3.0"
S RISER JOINT CONNECT!®N DETAIL.
SW3—E N.T.S.
3 8.
Q NJ a.
o W a
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d t`
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=
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LL
NOTE: CONTRACTOR SHALL MODIFY THE
ENDWALL TO ALLOW THE 4"0 WEEPHOLES
ON EITHER SIDE OF THE OUTLET BARREL.
THESE SHALL BE CORE -DRILLED IN THE
FIELD BY THE CONTRACTOR.
ENDWALL PER NCDOT STD. 838.80 (SEE DETAIL 7/SW3-E)
NOTE: 4" WEEPHOLES TO BE PROVIDED WITH VARMIT
GUARD ON DOWNSTREAM SIDE AND GALVANIZED
HARDWARE CLOTH ON UPSTREAM SIDE (Y4" MAXIMUM
OPENINGS). VARMINT GUARD SHALL BE HAVILAND BRAND
STEEL FINGER TYPE OR ENGINEER APPROVED EQUIVALENT.
PROPOSED GRADE
24"0 0 -RING RCP
FLOW
NO. 67 WASHED STONE —'
ENCASED IN NON -WOVEN
PROFILE VIEW
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT). FILTER
FABRIC OVERLAP TO BE A MIN
OF 2 -FT IN THE DOWNSTREAM
DIRECTION.
CONCRETE
RISER WALL
3" CLEARANCE TO
OUTSIDE OF #4 REBAR)
NOTE: ALL REBAR TO BE #4 REBAR.
12
6'-1"
2" MIN.
T
3"0 SCH 30 PVC
(PERFORATED THROUGH
FILTER, SOLID THROUGH
ENDWALL) WITH ENDCAP. PVC
TO EXTEND A MIN OF 18"
INTO FILTER.
10'-4"
52" O.D.
—i
ENDWALL PER
NCDOT STD. 838.80
(SEE DETAIL 7/SW3-E)
ENDWALL PER
NCDOT STD. 838,
(SEE DETAIL 7/S
4"0 WEEPHOLES ON EACH
SIDE OF SPILLWAY
krr.Rrvn^icv inr%vvvn
FILTER, SOLID THROUGH
ENDWALL) WITH ENDCAP. PVC
TO EXTEND A MIN OF 18"
INTO FILTER.
nA"- n cvnln Ann
i, 67 WASHED STONE
CASED IN NON -WOVEN
TER FABRIC (MIRAFI 18ON
EQUIVALENT)
IYV• V/ wwm;NiLU J/VIYL.
ENCASED IN NON -WOVEN
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT)
9 42" RCP SP AY FMTER.DETAM
1,SW3—E N.T.S.
6'
5'-6-
F3" CLEARANCE TC
OUTSIDE OF #4 R!
A ,
.d a •�:. .e
a'� a
! ° a
-A a 24"0 a
O-RING e
RCP
a ° 4
d
a
e
.4 '
a .
.a d• '•a•
°d
CONCRETE -
RISER WALL
3" CLEARANCE TO
OUTSIDE OF #4 REBAR) 3" CLEARANCE TO —
OUTSIDE OF #4 REBAR)
#4 REBAR ANCHORS CONTRACTOR SHALL
d DRILL INTO PRECAST STRUCTURE WALL
AND SET ANCHORS USING EPDXY GROUT
44 5'-10" HYPER STOP DB -2015 (OR
APPROVED EQUIVALENT)
° HYDROPHILIC BENTONITE
WATERSTOP STRIP (TO BE
A INSTALLED PER
MANUFACTURER'S
SPECIFICATIONS)
a A
AI e11A
CONCRETE ANTI -FLOTATION
BLOCK (SEE DETAIL
2/SW3-C)
12"
o
CONCRETE COLLAR DETAIL
SW3-E N.T.S.
59.5" MIN.
EACH
SIDE OF SPILLWAY
2500 PSI CONCRETE
COLLAR
V A
• �, 24"0
0 -RING-.-
RCP
O -RING -
44
° °.
• a
44
CONCRETE
CRADLE
—#4 REBAR ANCHORS. CONTRACTOR
SHALL DRILL INTO PRECAST BASE AND
SET ANCHORS USING EPDXY GROUT
CONCRETE ANTI -FLOTATION
BLOCK (SEE DETAIL
2/SW3-C)
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
M 8
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PROJECT NO- JPM-14060
FILENAME: ma -um so wTA L s omm
DESIGNED BY: DHB
DRAWN BY: DHB
SCALE: AS INDICATED
DATE: 12/2/15
SHEET NO.A www 3-E
'� 1Vi.CADAMs
z
00
N
Q
NOTES:
Q
MIN. IMAX.
MIN./MAX.
* THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING
H SCJ
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33,
LL J d H Z
838.39, 838 61, 838.57, 838.63 AND 838.69.cc
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY
US =
W <'z<- LL =
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838.
Q 0 cr o N
* USE 4000 PSI CONCRETE.
}- _ �" Z W
• PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615
O
C
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
O O Q.
�
TO ASTM A165 WITH 2" MIN. CLEARANCE.
z
>
PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH
5.5016.00
H
OSHA STANDARD 1926.704.
8"
L(L
' PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
1.25/2.00
O
CONTRACTOR
#5 @
" ALL ELEMENTS PRECAST TO MEET ASTM C913.
1.2512.00
* WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
1.50/2.50
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
6.5016.75
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1".
#5 @
8"
'S
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS
1.75/2.50
J
AT S" CTS.THE CONTRACTOR WILL HAVE THE OPTION
2.5
#5 @
TO INCREASE THIS BAR SIZE AS NEEDED.
2.50/3.50
ato
O
7 24" ENDWALL DETAILS
SW3-E N.T.S.
CONCRETE RISER `
WALLJ"0 GRADE 8
'A STAINLESS STEEL
CONCRETE LAG
SCREW
0
e
12"X4"XJ"
GALVANIZED STEEL
STRAP (MIN 4
PER RISER JOINT)
3.0"
S RISER JOINT CONNECT!®N DETAIL.
SW3—E N.T.S.
3 8.
Q NJ a.
o W a
O F Lu N
d t`
Q d H
�
N
=
0 N w
(Q,? Z
w W o
0- o
LL
NOTE: CONTRACTOR SHALL MODIFY THE
ENDWALL TO ALLOW THE 4"0 WEEPHOLES
ON EITHER SIDE OF THE OUTLET BARREL.
THESE SHALL BE CORE -DRILLED IN THE
FIELD BY THE CONTRACTOR.
ENDWALL PER NCDOT STD. 838.80 (SEE DETAIL 7/SW3-E)
NOTE: 4" WEEPHOLES TO BE PROVIDED WITH VARMIT
GUARD ON DOWNSTREAM SIDE AND GALVANIZED
HARDWARE CLOTH ON UPSTREAM SIDE (Y4" MAXIMUM
OPENINGS). VARMINT GUARD SHALL BE HAVILAND BRAND
STEEL FINGER TYPE OR ENGINEER APPROVED EQUIVALENT.
PROPOSED GRADE
24"0 0 -RING RCP
FLOW
NO. 67 WASHED STONE —'
ENCASED IN NON -WOVEN
PROFILE VIEW
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT). FILTER
FABRIC OVERLAP TO BE A MIN
OF 2 -FT IN THE DOWNSTREAM
DIRECTION.
CONCRETE
RISER WALL
3" CLEARANCE TO
OUTSIDE OF #4 REBAR)
NOTE: ALL REBAR TO BE #4 REBAR.
12
6'-1"
2" MIN.
T
3"0 SCH 30 PVC
(PERFORATED THROUGH
FILTER, SOLID THROUGH
ENDWALL) WITH ENDCAP. PVC
TO EXTEND A MIN OF 18"
INTO FILTER.
10'-4"
52" O.D.
—i
ENDWALL PER
NCDOT STD. 838.80
(SEE DETAIL 7/SW3-E)
ENDWALL PER
NCDOT STD. 838,
(SEE DETAIL 7/S
4"0 WEEPHOLES ON EACH
SIDE OF SPILLWAY
krr.Rrvn^icv inr%vvvn
FILTER, SOLID THROUGH
ENDWALL) WITH ENDCAP. PVC
TO EXTEND A MIN OF 18"
INTO FILTER.
nA"- n cvnln Ann
i, 67 WASHED STONE
CASED IN NON -WOVEN
TER FABRIC (MIRAFI 18ON
EQUIVALENT)
IYV• V/ wwm;NiLU J/VIYL.
ENCASED IN NON -WOVEN
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT)
9 42" RCP SP AY FMTER.DETAM
1,SW3—E N.T.S.
6'
5'-6-
F3" CLEARANCE TC
OUTSIDE OF #4 R!
A ,
.d a •�:. .e
a'� a
! ° a
-A a 24"0 a
O-RING e
RCP
a ° 4
d
a
e
.4 '
a .
.a d• '•a•
°d
CONCRETE -
RISER WALL
3" CLEARANCE TO
OUTSIDE OF #4 REBAR) 3" CLEARANCE TO —
OUTSIDE OF #4 REBAR)
#4 REBAR ANCHORS CONTRACTOR SHALL
d DRILL INTO PRECAST STRUCTURE WALL
AND SET ANCHORS USING EPDXY GROUT
44 5'-10" HYPER STOP DB -2015 (OR
APPROVED EQUIVALENT)
° HYDROPHILIC BENTONITE
WATERSTOP STRIP (TO BE
A INSTALLED PER
MANUFACTURER'S
SPECIFICATIONS)
a A
AI e11A
CONCRETE ANTI -FLOTATION
BLOCK (SEE DETAIL
2/SW3-C)
12"
o
CONCRETE COLLAR DETAIL
SW3-E N.T.S.
59.5" MIN.
EACH
SIDE OF SPILLWAY
2500 PSI CONCRETE
COLLAR
V A
• �, 24"0
0 -RING-.-
RCP
O -RING -
44
° °.
• a
44
CONCRETE
CRADLE
—#4 REBAR ANCHORS. CONTRACTOR
SHALL DRILL INTO PRECAST BASE AND
SET ANCHORS USING EPDXY GROUT
CONCRETE ANTI -FLOTATION
BLOCK (SEE DETAIL
2/SW3-C)
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
M 8
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PROJECT NO- JPM-14060
FILENAME: ma -um so wTA L s omm
DESIGNED BY: DHB
DRAWN BY: DHB
SCALE: AS INDICATED
DATE: 12/2/15
SHEET NO.A www 3-E
'� 1Vi.CADAMs
ENDWALL DIMENSIONS
MIN. IMAX.
MIN./MAX.
MIN.IMAX.
MIN./MAX.
MIN./MAX.
BAR SIZE
H1(FT.)
H2(FT.)
D (FT.)
W1
W2
EFT.MINIMUM
#5 @
8"
1.25/2.00
2.00/3.75
1.25/1.75
3.0013.75
5.5016.00
#5 @
8"
1.25/2.00
3.00/3.75
1.25/2.00
3.50/3.75
6.5016.75
#5 @
8"
1.2512.00
3.0014.25
1.50/2.50
3.50/3.75
6.5016.75
2.0
#5 @
8"
1.50/2.50
4.00/4.75
1.75/2.50
4.00/4.25
7.50/8.25
2.5
#5 @
8"
2.50/3.50
4.0016.00
2.0013.00
4.50/5.50
10.00/11.50
3.0
#5 @
8"
3.00/3.50
5.00/6.00
2.7513.50
5.25/5.75
11.50/11.75
3.5
#5 @
8"
3.25/4.50
6.00/6.75
3.2513.50
6,00/6.75
12.00113.25
4.0
#5 @
8"
3.50/4.50
6.50/7.00
3.25/3.50
6.50/6.75
13.00/13.25
4.5
#5 @
8"
4.0015.00
6.50/8.50
3.25/4.00
7.0019.25
13.50/15.75
5.0
#5 @
8"
4.50/5.00
7.00/8.50
3.25/4.00
7.25/9.25
13.75/15.75
5.5
#5 @
8"
4.5015.00
7.50/8.50
3.25/4.00
7.25/9.25
14.00/15.75
6.0
#5 @
8"
4.5015.00
7.50/8.50
3.2514.00
7.75/9.25
14.75/16.75
7 24" ENDWALL DETAILS
SW3-E N.T.S.
CONCRETE RISER `
WALLJ"0 GRADE 8
'A STAINLESS STEEL
CONCRETE LAG
SCREW
0
e
12"X4"XJ"
GALVANIZED STEEL
STRAP (MIN 4
PER RISER JOINT)
3.0"
S RISER JOINT CONNECT!®N DETAIL.
SW3—E N.T.S.
3 8.
Q NJ a.
o W a
O F Lu N
d t`
Q d H
�
N
=
0 N w
(Q,? Z
w W o
0- o
LL
NOTE: CONTRACTOR SHALL MODIFY THE
ENDWALL TO ALLOW THE 4"0 WEEPHOLES
ON EITHER SIDE OF THE OUTLET BARREL.
THESE SHALL BE CORE -DRILLED IN THE
FIELD BY THE CONTRACTOR.
ENDWALL PER NCDOT STD. 838.80 (SEE DETAIL 7/SW3-E)
NOTE: 4" WEEPHOLES TO BE PROVIDED WITH VARMIT
GUARD ON DOWNSTREAM SIDE AND GALVANIZED
HARDWARE CLOTH ON UPSTREAM SIDE (Y4" MAXIMUM
OPENINGS). VARMINT GUARD SHALL BE HAVILAND BRAND
STEEL FINGER TYPE OR ENGINEER APPROVED EQUIVALENT.
PROPOSED GRADE
24"0 0 -RING RCP
FLOW
NO. 67 WASHED STONE —'
ENCASED IN NON -WOVEN
PROFILE VIEW
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT). FILTER
FABRIC OVERLAP TO BE A MIN
OF 2 -FT IN THE DOWNSTREAM
DIRECTION.
CONCRETE
RISER WALL
3" CLEARANCE TO
OUTSIDE OF #4 REBAR)
NOTE: ALL REBAR TO BE #4 REBAR.
12
6'-1"
2" MIN.
T
3"0 SCH 30 PVC
(PERFORATED THROUGH
FILTER, SOLID THROUGH
ENDWALL) WITH ENDCAP. PVC
TO EXTEND A MIN OF 18"
INTO FILTER.
10'-4"
52" O.D.
—i
ENDWALL PER
NCDOT STD. 838.80
(SEE DETAIL 7/SW3-E)
ENDWALL PER
NCDOT STD. 838,
(SEE DETAIL 7/S
4"0 WEEPHOLES ON EACH
SIDE OF SPILLWAY
krr.Rrvn^icv inr%vvvn
FILTER, SOLID THROUGH
ENDWALL) WITH ENDCAP. PVC
TO EXTEND A MIN OF 18"
INTO FILTER.
nA"- n cvnln Ann
i, 67 WASHED STONE
CASED IN NON -WOVEN
TER FABRIC (MIRAFI 18ON
EQUIVALENT)
IYV• V/ wwm;NiLU J/VIYL.
ENCASED IN NON -WOVEN
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT)
9 42" RCP SP AY FMTER.DETAM
1,SW3—E N.T.S.
6'
5'-6-
F3" CLEARANCE TC
OUTSIDE OF #4 R!
A ,
.d a •�:. .e
a'� a
! ° a
-A a 24"0 a
O-RING e
RCP
a ° 4
d
a
e
.4 '
a .
.a d• '•a•
°d
CONCRETE -
RISER WALL
3" CLEARANCE TO
OUTSIDE OF #4 REBAR) 3" CLEARANCE TO —
OUTSIDE OF #4 REBAR)
#4 REBAR ANCHORS CONTRACTOR SHALL
d DRILL INTO PRECAST STRUCTURE WALL
AND SET ANCHORS USING EPDXY GROUT
44 5'-10" HYPER STOP DB -2015 (OR
APPROVED EQUIVALENT)
° HYDROPHILIC BENTONITE
WATERSTOP STRIP (TO BE
A INSTALLED PER
MANUFACTURER'S
SPECIFICATIONS)
a A
AI e11A
CONCRETE ANTI -FLOTATION
BLOCK (SEE DETAIL
2/SW3-C)
12"
o
CONCRETE COLLAR DETAIL
SW3-E N.T.S.
59.5" MIN.
EACH
SIDE OF SPILLWAY
2500 PSI CONCRETE
COLLAR
V A
• �, 24"0
0 -RING-.-
RCP
O -RING -
44
° °.
• a
44
CONCRETE
CRADLE
—#4 REBAR ANCHORS. CONTRACTOR
SHALL DRILL INTO PRECAST BASE AND
SET ANCHORS USING EPDXY GROUT
CONCRETE ANTI -FLOTATION
BLOCK (SEE DETAIL
2/SW3-C)
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
M 8
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PROJECT NO- JPM-14060
FILENAME: ma -um so wTA L s omm
DESIGNED BY: DHB
DRAWN BY: DHB
SCALE: AS INDICATED
DATE: 12/2/15
SHEET NO.A www 3-E
'� 1Vi.CADAMs

A FILTER BLANKET IS TO BE INSTALLED
BETWEEN THE RIPRAP AND SOIL FOUNDATION.
THE FILTER BLANKET WILL CONSIST OF A
MINIMUM 4" THICK LAYER OF STONE (NCDOT
#57) UNDERLAIN WITH MIRAFI FILTER WEAVE
700 OR APPROVED EQUIVALENT
TOP OF FOREBAY/DIVERSION
BERM
1:1 SIDE SLOPE (TYP)
LI I—
MIRAFI FILTER
WEAVE 700 OR
CLASS "B" RIP RAP llr�111�111— 11 APPROVED
FILTER BLANKET (SEE NOTE)
i� r*!�
mllj� IN
"
22 THICK NCDOT
|
CLASS "B" RIP RAP
FILTER BLANKET (SEE NOTE)
NOTE:
A FILTER BLANKET IS TO BE INSTALLED
BETWEEN THE R|PRAP AND SOIL FOUNDATION.
THE FILTER BLANKET WILL CONSIST OF A
MINIMUM 4^ THICK LAYER OF STONE (NCDOT
#57) UNDERLAIN WITH M|RAR FILTER WEAVE
700 OR APPROVED EQUIVALENT
TDP OF FOREBAY/D|VERS|ON
BERM
--1:1 SIDE SLOPE /TYP\
. �
�-5" /W|N.\'
WEAVE 700 O`R
APPROVED
EQUIVALENT

CF
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a.
a
18" (MIN)
4' (MIN)
a a a q
a
a a a 4 a
Q ° <
Y4"x2-%" STAINLESS STEELt SCREW EYE
° a a.
.141x1 -Y" STAINLESS TEEL S HOOK ° a a °
° a D. °
a
STAILESS STE L CHAIN - ° a °Q a
a D
INTAKE MANIFOLD
IM -FS CONN ° Q
IM NOZZILLA a a
° DRAWDOWN
APERTURE
FAIRCLOTH a
SKIMMER ° (11.75" +/-)
CONNECTION ° .4_T
1
IM -STANDARD 0 0 0 0 ° 000 a FULCRUM ASSEMBL 1
(12.5"
ol
PMAMIM
I
o00
\ FULCRUM ASSEMBLY LOW-LEVEL
C3 ry ° a 27" (+/-) RELEASE
.141x1 -h" STAINLESS STEEL S HOOK
O a
%"x8" STAINLESS STEEL TURNBUCKLE
O� O� Y4"x3-V' STAINLESS STEEL SCREW EYEBOLT
Y4" ZINC -COATED LAG SHIELD
FOTO
18" (MIN)
a
ELEMENT
OPTION
INTAKE MANIFOLD
a
.
DA—DRILLED (2.00" 0)
DA EXTENTION
NONE
a
ONE (1)
a
4" C/O ADAPT (2 EA); 4" SAN TEE (1 EA), 4" 0 PIPE
a
IM -FS (PC) CONN
);0 PIPE ([1 EA] 3.5" LONG); 2" PVC BALL
VALVE(1 EA)
4" C/O ADAPT (1 EA); 4" REPAIR COUPLING (1 EA)
a
as
4" C/O ADAPT (1 EA); 4" REPAIR COUPLING (1 EA)
°
�l
4" 4 PIPE ([1 EA] 18" LONG); 4" MALE ADAPT (2 EA)
MAIN BARREL
ASSEMBLY
C
4
a
([2 EA] 4" LONG); 4" MALE ADAPT (2 EA); 4"X2" RED
a. °
(1 EA); 2" 0 PIPE ([i EA] 3.5" LONG); 2" PVC BALL
a
VALVE (1 EA)
4" C/O ADAPT (1 EA); 4"X2" RED (1 EA); 2" 0 PIPE
D
([1 EA] 3.5" LONG); 2" PVC BALL VALVE (1 EA)
as
a
as
rAl
�O a C9MAIN BARREL ASSEMBLY a
(22.5" +/-) a QZi
a °
�4v p�� )14"X2" STAINLESS STEEL HEX a ° a a °
° a
HEAD SCREWS (TWO TOTAL) a a
as °.
\.O HYDROPHILIC WATER-STOP/SEAL a a
a
a
&
TOP OF RISER
PQ T)0N 1: CONCRETE SOLID TOP WITH WATER -TIGHT
AND LOCK -DOWN MANHOLE FRAME AND COVER.
INSET SHALL BE FLUSH WITH SOLID TOP, SHALL ALIGN
WITH MANHOLE STEPS, AND SHALL BE POSITIONED TO
ALLOW WATER MANAGEMENT DEVICE TO OPERATE
FREELY AND NOT CONFLICT WITH MANHOLE STEPS.
OPTION 2: OPEN TOP WITH TRASHRACK AND ACCESS
HATCH. ACCESS HATCH SHALL ALIGN WITH MANHOLE
STEPS AND SHALL BE POSITIONED TO ALLOW WATER
MANAGEMENT DEVICE TO OPERATE FREELY AND NOT
CONFLICT WITH MANHOLE STEPS.
GROUT PVC TO STRUCTURE
WITH LOW -SHRINK GROUT
a�
MAIN BARREL ASSEMBLY
(22.5" +/-)
NORMAL POOL WATER SURFACE = EL. 323.00 °
9"
fINVERT EL. = 322.25
51
INTAKE MANIFOLD
INVERT SPILLWAY EL. = 321.75
24"0 OUTLET PIPE
FLOW --Y--
<7
+►
a n
—HYDROPHILIC WAER-STOP/SEAL
a.
a
D
a
° as
a
18" (MIN)
4' (MIN)
18" (MIN)
EA -1 OPTIONS (THIS PLAN)
ELEMENT
OPTION
INTAKE MANIFOLD
IM—STANDARD
DRAWDOWN APERTURE
DA—DRILLED (2.00" 0)
DA EXTENTION
NONE
IM—FS (E&S) CONN
ONE (1)
12.5" (MIN) 3%" LONG (MIN), 4"
INTERIOR PIPE
DRAWDOWN APERTURE EXTENTION
EA -1 PVC MATERIAL SCHEDULE
ELEMENT
PVC MATERIALS
4" C/O TEE (1 EA): 4" MALE ADAPT (2 EA); 4" 0
PIPE ([2 EA] 6" LONG); 4" C/O ADAPT (2 EA); 4"
IM-NOZZILLA
ROUND BLACK ATRIUM DRAIN GRATE (2 EA)
4" C/O TEE (1 EA)
IM -STANDARD
4" C/O ADAPT (2 EA); 4" SAN TEE (1 EA), 4" 0 PIPE
([1 EA] 4" LONG); 4" MALE ADAPT (1 EA); 4"X2" RED
IM -FS (PC) CONN
);0 PIPE ([1 EA] 3.5" LONG); 2" PVC BALL
VALVE(1 EA)
4" C/O ADAPT (1 EA); 4" REPAIR COUPLING (1 EA)
IM -FS (E&S) CONN
4" C/O ADAPT (1 EA); 4" REPAIR COUPLING (1 EA)
IM -FILTER
4" 4 PIPE ([1 EA] 18" LONG); 4" MALE ADAPT (2 EA)
MAIN BARREL
ASSEMBLY
4" C/O ADAPT (2 EA); 4" SAN TEE (1 EA), 4" 0 PIPE
([2 EA] 4" LONG); 4" MALE ADAPT (2 EA); 4"X2" RED
FULCRUM ASSEMBLY
(1 EA); 2" 0 PIPE ([i EA] 3.5" LONG); 2" PVC BALL
VALVE (1 EA)
4" C/O ADAPT (1 EA); 4"X2" RED (1 EA); 2" 0 PIPE
DA—ADJ
([1 EA] 3.5" LONG); 2" PVC BALL VALVE (1 EA)
4" C/O ADAPT (1 EA); 4" CAP (1 EA)
DA—DRILLED
4" C/O ADAPT (1 EA); 4" REPAIR COUPLING (1 EA)
DA -4" FIXED
4" C/O ADAPT (2 EA): 4" REPAIR COUPLING (1 EA);
DA-EXTENTION
4" 4 INTERIOR PIPE {[1 EA], 3%" LONG [MIN]); 4"
MALE ADAPT, 4" CAP (1 EA)
GENERAL EA -1 FABRICATION AND INSTALLATION NOTES:
1. THE EA -1 DEVICE IS TO BE FABRICATED AND INSTALLED BY THE CONTRACTOR.
IF FABRICATION ASSISTANCE IS REQUIRED, MCADAMS CAN PROVIDE SUCH
ASSISTANCE AND THEN BILL OWNER/CONTRACTOR FOR TIME AND MATERIALS.
2. ALL PVC PIPE AND FITTINGS SHALL BE SCHEDULE 40 PER ASTM D2665.
3. ALL PES- MANENT PVC PIPE -TO -ADAPTER AND FITTING -TO -ADAPTER
CONNECTORS SHALL BE PRIMED WITH PVC PRIMER AND WELDED WITH PVC
CEMENT.
4. PRIOR TO GROUTING THE EA -1 SYSTEM IN-PLACE, THE ENTIRE DEVICE SHALL
BE POSITIONED IN ITS FINAL INSTALLATION LOCATION TO ENSURE ITS EASE OF
INSTALLATION AND OPERATION. ONCE BOTH CONTEXTS ARE ASSURED, THE
MAIN BARREL ASSEMBLY, THE FULCRUM ASSEMBLY, AND THE INTAKE MANIFOLD
(W/ THE 5"X5" FLEXIBLE RUBBER COUPLINGS IN-PLACE), AND ABSENT OF ALL
REMAINING FITTINGS (INCLUDING THE LOW-LEVEL RELEASE), SHOULD BE
GROUTED -IN-PLACE WITH A LOW -SHRINK HYDRAULIC CEMENT. SPECIAL
ATTENTION IS DIRECTED TOWARD THE PROVISION OF THE HYDROPHILIC WATER
STOP AS WELL AS THE PROTECTION OF THE THREADED CONNECTIONS/ADAPTER
ENDS OF THE FULCRUM ASSEMBLY DURING GROUTING TO ENSURE THESE
ELEMENTS ARE PROTECTED FROM INADVERTENT SOILING WITH GROUT MATERIAL.
THESE ELEMENTS CAN BEST BE PROTECTED WITH SECURING SAID ELEMENTS
WITH PLASTIC WRAP AND ADJUSTABLE TIES.
5. THE GROUT FOR THE MAIN BARREL ASSEMBLY SHALL BE ALLOWED A ONE -DAY
MINIMUM CURING TIME BEFORE THE INSTALLATION OF THE REMAINING FITTINGS
AND THE FINAL POSITIONING OF THE FULCRUM AND DRAWDOWN APERTURE.
NOTE THAT FOUR (4) OF THE TOTAL NUMBER OF C/O ADAPTER TO MALE
ADAPTER CONNECTIONS REQUIRE THE PROVISION OF A 5"X5" FLEXIBLE RUBBER
COUPLING. IT SHOULD ALSO BE NOTED THAT ALL THREADED CONNECTIONS
ARE TO BE THOROUGHLY CLEANED, DRIED, AND SPRAYED WITH A WHITE
LITHIUM LUBRICANT PRIOR TO FINAL IN-PLACE FIELD ASSEMBLY. EACH
CONNECTION IS TO BE LEFT LOSE AND THEN SECURED IN-PLACE WITH THE
FLEXIBLE RUBBER COUPLINGS. THOSE CONNECTIONS THAT DO NOT INCLUDE A
FLEXIBLE RUBBER COUPLING CAN BE HAND 11GHTENED ONCE THE DEVICE IS
IN-PLACE.
v
Q ° °4 °
PLAN VIEW Y4"X2" STAINLESS STEEL.HEX °
HEAD SCREWS (TWO TOTAL) a °
J�1 a °° 4 .. v
�o ti� • 1 ° Q 4" 0 PVC .
INTAKE MANIFOD FOR F IA RCLOTH SKIMMER (E&S API' ATIONi ° °
r
44
roo
0 IV
r • �' Q
QO G ��� • pQ\�\G a ° ° Q
O •
4`' O 4
GROUT PVC TO STRUCTURE. v a. 4
11.75"A&M WITH LOW SHRINK GROUT
°
VARIES 5.63" 4 a
4.75"-5" tl T9 a
4. a
DA-ADJ DA -DRILLED DA -4" FIXED °'A ^
•-----------�
i
1
EA
4'X4' (ID) CONCRETE RISER FOR PONDS AND
WETLANDS. IF A SMALLER RISER IS USED, THE
EA -1 WATER MANAGEMENT DEVICE MAY NEED TO
BE OFFSET AND/OR INSTALLED DIFFERENTLY TO
ALLOW FOR DEVICE INSTALLATION/OPERATION.
24"0
CONCRETE COLLAR
'�- (OPTIONAL)
4' (MIN)
CONCRETE ANTI -FLOAT
BLOCK (OPTIONAL)
13 EA 1 WATER MANAGEMENT SYSTEM DETAIL
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PROJECT NO. JPM-14060
FILENAME: "-14oso sw3 o€ru. sr*Ezrs
DESIGNED BY: DHB
DRAWN BY: DH B
SCALE: AS INDICATED
DATE: 12/2/15
SHEET N0. s
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LZ.MCADAms

QTY. SYM. SCIENTIFIC NAME COMMON NAME HATCH TYPE SPACING
SHALLOW WATER (WETLAND EMERGEN
155 PC PONTEDERIA CORDATA PICKEREL WEED 6 ++++ BARE ROOT/ PLUG 24" O.C.
RIPARIANLUPLAND AREA
120 SEE BELOW FOR MIX RIPARIAN/UPLAND N/A N/A
SEED MIX (D
TEMPORARY SEEDING SCHEDULE (DAM EMBANKMENT)
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 - DEC 30 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY PER ONE TIME APPLICATION OF
2,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER
(FROM AUG 15 - DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 - AUG 15: IF GROWTH IS NOT FULLY ADEQUATE, RESEED AND
MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 DEC 30: REPAIR DAMAGED AREAS IMMEDIATELY.
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND
JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE
THE PERMANENT SEEDING SCHEDULE.
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENT)
SEEDING MIXTURE APPLICATION RATE
AUG 25 - OCT. (BEST) TALL FESCUE 200 LBS/AC
FEB. - APR 15 (POSSIBLE)
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER PER ONE TIME APPLICATION ACCORDING TO SOIL TESTS,
OR APPLY 4000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE
10-10-10 FERTILIZER.
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. MOW REGULARLY TO A HEIGHT OF 2-4 INCHES.
NQR5E PLANTS
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE
GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN).
NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE DAM, AND
INTERIOR SLOPES OF THE DAM (FILL EMBANKMENT) TO NORMAL POOL ELEVATION.
i r •
1. GRADE ALL ELEMENTS OF POND FLOOR TO 3 INCHES BELOW FINAL PROPOSED
GRADES.
2. CHISEL ALL AREAS OF POND FLOOR.
3. REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
4. INTRODUCE AND SPREAD A 3 INCH LAYER OF TOPSOIL OVER ENITRE POND FLOOR.
5. CAREFULLY RIP THE EN11RE POND FLOOR TO A 6 INCH DEPTH.
6. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME UNIFORMLY AND MIX WITH SOIL.
7. LIGHTLY PACK TOGETHER SURFACE OF POND FLOOR WITH "A HAND OPERATED WATER
FILLED STEEL DRUM ROLLER.
8. SURVEY POND FLOOR FOR FINAL ELEVATION EVALUATION. MAKE ADJUSTMENTS TO
FINAL GRADING AS NEEDED PER DESIGN ENGINEER'S RECOMMENDATIONS.
9. PLANT SEEDLINGS IN ACCORDANCE WITH PLANTING INSTRUCTIONS BELOW.
PLANTING INSTRUCTIONS FOR WETLAND
SEEDLING INSPECTION AND STAGING PRIOR TO PLANTING FOR CONTAINER/BARE ROOT
SACK:
SEEDLING STOCK SHALL HAVE BEEN GROWN IN A CONTAINER LONG ENOUGH FOR
THE ROOT SYSTEM TO HAVE DEVELOPED SUFFICIENTLY TO HOLD ITS SOIL TOGETHER
ONCE REMOVED FROM THE CONTAINER.
B. CONTAINER SEEDLINGS WILL NEED TO BE WATERED REGULARLY AND PLACED IN
SHADY CONDITIONS UNTIL PLANTING OCCURS.
C. BARE ROOT SEEDLINGS ARE FOR IMMEDIATE PLANTING, OTHERWISE SEE D) BELOW.
D. IF BARE ROOT SEEDLINGS ARE NOT PLANTED WITHIN 4 DAYS, TEMPORARILY
HOLDING THE BARE ROOT SEEDLINGS WITHIN A SUITABLE MEDIUM (SOIL, SAWDUST,
MULCH, ETC.) IS PERMISSABLE. THE TEMPORARILY HELD BARE ROOT SEEDLINGS
SHALL BE WATERED REGULARLY SO AS NOT TO DRY OUT.
PLANTING TECHNIQUES (REFER TO DIBBLE DETAIL BELOW):
A. INUSRE THAT ROOTS OF EACH SEEDLING ARE STRAIGHTENED AND FACE DOWNWARD
ONCE REMOVED FROM POT.
B. CREATE PLANTING AREA FOR EACH SEEDLING AND EXCAVATE PIT.
C. THE DIAMETER OF THE PIT FOR EACH SEEDLING SHALL BE AT LEAST 3 TIMES THE
DIAMETER OF THE ROOT MASS. THE PIT WALL SHALL BE SCARIFIED PRIOR TO
SEEDLING INSTALLATION.
D. PLACE SEEDLING IN PIT INSURING ROOTS ARE FACING COMPLETELY DOWNWARD.
E. ROOTS SHALL BE SPREAD IN THEIR NORMAL POSITION IN PIT. ALL BROKEN OR
FRAYED ROOTS SHALL BE CUT OFF CLEANLY.
F. SET SEEDLINGS UPRIGHT, IN THE CENTER OF THE PIT. THE BOTTOM OF THE ROOT
MASS SHOULD BE RESTING AT BOTTOM OF THE PIT.
G. PLACE BACKFILL AROUND THE BASE AND SIDES OF THE ROOT MASS WITHIN THE
PIT.
H. WORK EACH LAYER OF BACKFILL PLACED WITHIN THE PIT TO ELMINATE VOIDS AND
AIR POCKETS.
I. WHEN PIT IS APPROXIMATELY 2/3 FULL OF BACKFILL, WATER THOROUGHLY.
J. PLACE THE FINAL LAYER OF BACKFILL UNTIL FLUSH WITH GROUND.
K. HEEL IN SOIL AROUND SEEDLING.
L. WATER AFTER PLACING FINAL LAYER OF BACKFILL.
M. INSPECT NEWLY PLANTED SEEDLING. BROKEN OR DAMAGED PARTS SHALL BE CUT
BACK TO UNDAMGED TISSUE, LEAVING AS MUCH GREEN BASAL TISSUE AS
POSSIBLE. IF MORE THAN 50% OF THE SEEDLING IS DAMAGED, THEN THE
CONTRACTOR SHALL REPLACE THE PLANT.
,.ANT LOCATIONS:
A. NEW SEEDLINGS SHALL BE LOCATED WHERE SHOWN ON PLAN EXCEPT WHERE
CHANGES HAVE BEEN MADE IN PROPOSED CONTSTRUCTTON.
B. NECESSARY ADJUSTMENTS SHALL BE MADED ON AFTER APPROVAL BY THE OWNER
OF THE OWNER'S REPRESENTATIVE.
WA� MEDIATLEY FOLLOWING THE PLANTING OF THE ENTIRE POND, AND NOT WAITING FOR
THE FIRST RAIN EVENT, THE POND FLOOR SHOULD BE SATURATED TO THE DESIGN
NORMAL POOL WATER SURFACE ELEVATION.
B. PLANTS LOCATED ABOVE NORMAL POOL ELEVA11ON SHOULD CONTINUE TO BE
WATERED SEPARATELY. AT A MINIMUM, ALL SUCH PLANTS SHALL BE KEPT MOIST
FOR A PERIOD OF 48 HOURS (MEDIATELY AFTER PLANTING.
C. WATER SHALL BE POTABLE AND SHALL NOT CONTAIN ELEMENTS TOXIC, TO PLANT
LIFE. MR
7 7,77 77777
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DIBBLE DETAIL
NOT TO 5GALE
.238 EM'1��
229 SL
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L- L- L- L-
STORMWATER WEf POND #2 PLAN VIEW
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IN.11 1[41160N.'lma
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1 inch = 20ft.
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PR07ECT NO. JPM-14060
FILENAME: .w -14M =-ts
DESIGNED Hy- GB/DB
DRAWN HY: GB/DB
SCALE: l"=200
DATE: 12/2/15
SHEET N0.
Sw3-LS
'= ADAMs
150
SC
SAURURUS CERNUS
LIZARD'S TAIL
LLLLL
BARE ROOT/ PLUG
24"
O.C.
248
ST
SCHOENOPLECTUS
SOFT -STEM BULRUSH
BARE ROOT/ PLUG
24"
O.C.
TABERNAEMONTANI
229
SL
SAGITTARI LANCIFOLIA
BULLTONGUE
BARE ROOT/ PLUG
24"
O.C.
SHALLOW LAND
166
LC
LOBELIA CARDINALIS
CARDINAL FLOWER
BARE ROOT/ PLUG
24"
O.C.
188
CT
CAREX TENERA
QUILL SEDGE
BARE ROOT/ PLUG
24"
O.C.
133
EF
EUPATORIADELPHUS
JOE PYE WEED
0000
000CUac°000
BARE ROOT/ PLUG
24"
Q.C.
FISTULOSUS
00000000 00000
00
238
EM
EUPATORIADELPHUS
SPOTTED TRUMPETWEED
00
BARE ROOT/ PLUG
24"
O.C.
MACULATUS
RIPARIANLUPLAND AREA
120 SEE BELOW FOR MIX RIPARIAN/UPLAND N/A N/A
SEED MIX (D
TEMPORARY SEEDING SCHEDULE (DAM EMBANKMENT)
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 - DEC 30 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY PER ONE TIME APPLICATION OF
2,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER
(FROM AUG 15 - DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 - AUG 15: IF GROWTH IS NOT FULLY ADEQUATE, RESEED AND
MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 DEC 30: REPAIR DAMAGED AREAS IMMEDIATELY.
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND
JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE
THE PERMANENT SEEDING SCHEDULE.
PERMANENT SEEDING SCHEDULE (DAM EMBANKMENT)
SEEDING MIXTURE APPLICATION RATE
AUG 25 - OCT. (BEST) TALL FESCUE 200 LBS/AC
FEB. - APR 15 (POSSIBLE)
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER PER ONE TIME APPLICATION ACCORDING TO SOIL TESTS,
OR APPLY 4000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE
10-10-10 FERTILIZER.
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. MOW REGULARLY TO A HEIGHT OF 2-4 INCHES.
NQR5E PLANTS
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE
GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN).
NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE DAM, AND
INTERIOR SLOPES OF THE DAM (FILL EMBANKMENT) TO NORMAL POOL ELEVATION.
i r •
1. GRADE ALL ELEMENTS OF POND FLOOR TO 3 INCHES BELOW FINAL PROPOSED
GRADES.
2. CHISEL ALL AREAS OF POND FLOOR.
3. REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
4. INTRODUCE AND SPREAD A 3 INCH LAYER OF TOPSOIL OVER ENITRE POND FLOOR.
5. CAREFULLY RIP THE EN11RE POND FLOOR TO A 6 INCH DEPTH.
6. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME UNIFORMLY AND MIX WITH SOIL.
7. LIGHTLY PACK TOGETHER SURFACE OF POND FLOOR WITH "A HAND OPERATED WATER
FILLED STEEL DRUM ROLLER.
8. SURVEY POND FLOOR FOR FINAL ELEVATION EVALUATION. MAKE ADJUSTMENTS TO
FINAL GRADING AS NEEDED PER DESIGN ENGINEER'S RECOMMENDATIONS.
9. PLANT SEEDLINGS IN ACCORDANCE WITH PLANTING INSTRUCTIONS BELOW.
PLANTING INSTRUCTIONS FOR WETLAND
SEEDLING INSPECTION AND STAGING PRIOR TO PLANTING FOR CONTAINER/BARE ROOT
SACK:
SEEDLING STOCK SHALL HAVE BEEN GROWN IN A CONTAINER LONG ENOUGH FOR
THE ROOT SYSTEM TO HAVE DEVELOPED SUFFICIENTLY TO HOLD ITS SOIL TOGETHER
ONCE REMOVED FROM THE CONTAINER.
B. CONTAINER SEEDLINGS WILL NEED TO BE WATERED REGULARLY AND PLACED IN
SHADY CONDITIONS UNTIL PLANTING OCCURS.
C. BARE ROOT SEEDLINGS ARE FOR IMMEDIATE PLANTING, OTHERWISE SEE D) BELOW.
D. IF BARE ROOT SEEDLINGS ARE NOT PLANTED WITHIN 4 DAYS, TEMPORARILY
HOLDING THE BARE ROOT SEEDLINGS WITHIN A SUITABLE MEDIUM (SOIL, SAWDUST,
MULCH, ETC.) IS PERMISSABLE. THE TEMPORARILY HELD BARE ROOT SEEDLINGS
SHALL BE WATERED REGULARLY SO AS NOT TO DRY OUT.
PLANTING TECHNIQUES (REFER TO DIBBLE DETAIL BELOW):
A. INUSRE THAT ROOTS OF EACH SEEDLING ARE STRAIGHTENED AND FACE DOWNWARD
ONCE REMOVED FROM POT.
B. CREATE PLANTING AREA FOR EACH SEEDLING AND EXCAVATE PIT.
C. THE DIAMETER OF THE PIT FOR EACH SEEDLING SHALL BE AT LEAST 3 TIMES THE
DIAMETER OF THE ROOT MASS. THE PIT WALL SHALL BE SCARIFIED PRIOR TO
SEEDLING INSTALLATION.
D. PLACE SEEDLING IN PIT INSURING ROOTS ARE FACING COMPLETELY DOWNWARD.
E. ROOTS SHALL BE SPREAD IN THEIR NORMAL POSITION IN PIT. ALL BROKEN OR
FRAYED ROOTS SHALL BE CUT OFF CLEANLY.
F. SET SEEDLINGS UPRIGHT, IN THE CENTER OF THE PIT. THE BOTTOM OF THE ROOT
MASS SHOULD BE RESTING AT BOTTOM OF THE PIT.
G. PLACE BACKFILL AROUND THE BASE AND SIDES OF THE ROOT MASS WITHIN THE
PIT.
H. WORK EACH LAYER OF BACKFILL PLACED WITHIN THE PIT TO ELMINATE VOIDS AND
AIR POCKETS.
I. WHEN PIT IS APPROXIMATELY 2/3 FULL OF BACKFILL, WATER THOROUGHLY.
J. PLACE THE FINAL LAYER OF BACKFILL UNTIL FLUSH WITH GROUND.
K. HEEL IN SOIL AROUND SEEDLING.
L. WATER AFTER PLACING FINAL LAYER OF BACKFILL.
M. INSPECT NEWLY PLANTED SEEDLING. BROKEN OR DAMAGED PARTS SHALL BE CUT
BACK TO UNDAMGED TISSUE, LEAVING AS MUCH GREEN BASAL TISSUE AS
POSSIBLE. IF MORE THAN 50% OF THE SEEDLING IS DAMAGED, THEN THE
CONTRACTOR SHALL REPLACE THE PLANT.
,.ANT LOCATIONS:
A. NEW SEEDLINGS SHALL BE LOCATED WHERE SHOWN ON PLAN EXCEPT WHERE
CHANGES HAVE BEEN MADE IN PROPOSED CONTSTRUCTTON.
B. NECESSARY ADJUSTMENTS SHALL BE MADED ON AFTER APPROVAL BY THE OWNER
OF THE OWNER'S REPRESENTATIVE.
WA� MEDIATLEY FOLLOWING THE PLANTING OF THE ENTIRE POND, AND NOT WAITING FOR
THE FIRST RAIN EVENT, THE POND FLOOR SHOULD BE SATURATED TO THE DESIGN
NORMAL POOL WATER SURFACE ELEVATION.
B. PLANTS LOCATED ABOVE NORMAL POOL ELEVA11ON SHOULD CONTINUE TO BE
WATERED SEPARATELY. AT A MINIMUM, ALL SUCH PLANTS SHALL BE KEPT MOIST
FOR A PERIOD OF 48 HOURS (MEDIATELY AFTER PLANTING.
C. WATER SHALL BE POTABLE AND SHALL NOT CONTAIN ELEMENTS TOXIC, TO PLANT
LIFE. MR
7 7,77 77777
f 777ii�
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II�R�MtlIC ,��MOt�fM/11LL tee•- IM��1�A����i1 1�'1�CR �MOt�tl�liY.
DIBBLE DETAIL
NOT TO 5GALE
.238 EM'1��
229 SL
a
1 -� � I= I=
LLu
L LLL
L- L- L- L-
STORMWATER WEf POND #2 PLAN VIEW
^=zo'
/, 166 LC �
IN.11 1[41160N.'lma
20 0 10 20 40
1 inch = 20ft.
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PR07ECT NO. JPM-14060
FILENAME: .w -14M =-ts
DESIGNED Hy- GB/DB
DRAWN HY: GB/DB
SCALE: l"=200
DATE: 12/2/15
SHEET N0.
Sw3-LS
'= ADAMs

z
0
N
E
0
a
N
3
X
SIGHT DISTANCE NQIES:
1. NOTHING SHALL BE ERECTED, PLACED, PLANTED, OR ALLOWED TO GROW IN SUCH A
MANNER AS TO IMPEDE THE SIGHT VISION WITHIN A SIGHT DISTANCE.
2. THE MAXIMUM HEIGHT OF ANY MATERIAL SHALL NOT EXCEED 3.5 FEET WITHIN A SIGHT
DISTANCE.
3. SIGHT DISTANCES ARE OBTAINED FROM NCDOT DESIGN MANUAL CHAPTER 9, PART 1,
SECTION 3, FIG. 4
SIGHT DISTANCE = DESIGN SPEED 40 MPH X 100 FT/10 MPH = 400 FT.
STA. 17+85.00
BEGIN CONSTRUCTION
�TIE_110, EXISTING
1
�O
q VS A
0 Mil, 11 1
WS-TWF DEVELOPMENT LLC
DB 15325, PG. 1963
PIN: 1851027431
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
TOWN OF WAKE FOREST, CITY OF RALEIGH & NCDOT
(WHERE APPLICABLE) STANDARDS, SPECIFICATIONS,
AND DETAILS.
GRAPHIC SCALE
20 0 10 20 40
1 inch = 20 ft.
PAVEMENT MARKING LEGEND
LANE LINES/MARKINGS
TA 4" WHITE EDGELINE
TB 4 YELLOW EDGELINE
TC 4 I KIP 10 - 30 SP.
WHITE S
TD 4" WHITE MINISKIP (3' - 9' SP.)
TE 4 WHITE SOLID LANE LINE
TH 8" WHITE SOLID LINE
Ti 4" YELLOW DOUBLE CENTER
TJ 4" YELLOW CENTER
TK 4" YELLOW SKIP CENTER (10' - 30' SP.)
TT 12" YELLOW DIAGONAL (45MPH OR GREATER)
TP 8" WHITE GORELINE
T1 16" WHITE LINE, RAILROAD CROSSBAR
T2 24" WHITE STOPBAR
T3 24" WHITE CROSSWALK LINE (HIGH VISIBILITY)
T8 4" WHITE MINISKIP (2' - 6' SP.)
ARROWS /CHARA TC ERS
UI ALPHANUMERIC CHARACTER
UA LEFT TURN ARROW
UB RIGHT TURN ARROW
UC STRAIGHT ARROW
UD COMBINATION STRAIGHT/LEFT TURN ARROW
UE COMBINATION STRAIGHT/RIGHT TURN ARROW
ALL PAVEMENT MARKINGS SHALL BE
THERMOPLASTIC AND ARE TO BE PLACED PER
NCDOT STANDARDS (REFERENCE NCDOT DETAILS
(1205.01-1205.12)
SIGNAGE LEGEND
EXISTING GROUND
7
10'
MULTI -USE 5-11'
1'_ I PATH i (VARIES:
1 1'
11'
70'
q_
E. JUNIPER AVENUE
I
• 11' (VARIES)
I�
2' PAVED SHOULDER 16'-25'
11' , i (VARIES)
- 37.50 (MIN.) TO TIE IN OVERLAY
�aH �{_- .
v
EDGE OF
PAVEMENT a`
R3 -5R
RIGHT TURN ONLY
30"x36"
R3 -7R
RIGHT TURN MUST TURN RIGHT
36"x36"
R5-1
DO NOT ENTER
36"
W3-3
SIGNAL
36"x36"
W16-8
ROAD NAME
VARIABLE
O
ADVANCE RAILROAD
48" DIA.
" "
KEEP RIGHT
)
R2-1
SPEED LIMIT (45)
24"x30"
EXISTING GROUND
- _ _ _ _ _ _
S
12"x36"
R10-15
-- .- -- _
(FLUORESENT YELLOW -
EXISTING GROUND
GREEN FOR TOP SECTION)
30"x36"
R1-1
STOP SIGN
20't EXISTING PAVEMENT
R1-2
YIELD SIGN
T
02 ti
W11-2
PEDESTRIAN TRAFFIC
R2 02 J1
W1-2
HORIZONTAL CURVE
J1
W13-1
ADVISORY SPEED (35MPH)
18"
W1-8
CHEVRON
�7
Date
�...:.
Q ..................................... ................
............................... .................
....................
MUTCD
��
R1-1
..::::
_ EXISTING GROUND
Fire Prevention �
TYPICAL
SECTION - 70' PUBLIC
R/W,
38' B -B
JUNIPER
AVENUE STA. 17+85.00
THRU
21+75.00
N.T.S.
15'x15' TOWN OF WAKE !' ' --,
C4 3" S9.5B (2 - 1-1/2" LIFTS)
FOREST SIGHT DISTANCE
TRIANGLE (TYP.)
D2 4" 119.06
ACCESSIBLE RAMP
J1 10" ABC (5" B25.OB IF 6' WIDE OR LESS)
(TYP.)
SHADING DENOTES FULL
:.:. • :::::. ' DEPTH ASPHALT (TYP)
30" STANDARD CURB
&GUTTER (TYP.)
R2 2'-6" CURB AND GUTTER
. ...•.•.•;;.....
.............................
�S 4" SIDEWALK
15'x400' SIGHT
DISTANCE
30' `::::..: ::::::::::::::-::::...: ...'.I.......•..,--
^--� TRIANGLE
---�-_
(TYP.)
T COMPACTED EARTH
................................................
...:........:•::•::•::•::•:•:•:::•:•::::.:.:.:::.:.:.:_:.:.:.:.:.:.:.:.:.::.:..............=�.
-,...
WEDGING/OVERLAY (MIN. 1 1/2" S9.5B)
,>........................................
':'
- 37.50 (MIN.) TO TIE IN OVERLAY
�aH �{_- .
v
EDGE OF
PAVEMENT a`
R3 -5R
RIGHT TURN ONLY
30"x36"
R3 -7R
RIGHT TURN MUST TURN RIGHT
36"x36"
R5-1
DO NOT ENTER
36"
W3-3
SIGNAL
36"x36"
W16-8
ROAD NAME
VARIABLE
W10-1
ADVANCE RAILROAD
48" DIA.
R4-7
KEEP RIGHT
24"x30"
R2-1
SPEED LIMIT (45)
24"x30"
OM3 -L
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12"x36"
R10-15
YIELD TO PEDESTRIANS
(FLUORESENT YELLOW -
GREEN FOR TOP SECTION)
30"x36"
R1-1
STOP SIGN
36"
R1-2
YIELD SIGN
36"06"06"
W11-2
PEDESTRIAN TRAFFIC
30"
W1-2
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THESE PLANS HAVE BEEN APPROVED FOR
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GRAPHIC SCALE Engineering Department
Date
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...... :..: o....... PROPOSED 10' ASPHALT
:....:..... :.:::...... ...� MULTI -USE TRAIL (CURRENTLY
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1 inch = 20 ft.
Date
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Erosion Sediment Control
Date
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POSTED SPEED = 35 MPH WS-TWF DEVELOPMENT LLC
DESIGN SPEED = 40 MPH DB 15325, PG. 1963
PIN: 1851027431 +
1. ALL NEW SIGNS WILL INCLUDE PRISMATIC a
SHEETING AND WILL CONFORM TO THE LATEST '�----_ _ 145' TAPER
REfROREFLECTIVITY STANDARDS FOUND IN THE
LATEST EDITION OF THE MUTCD. C
PI NEW CREEK DRIVE STA: 22+17.43 =
2. ALL SIGNS MUST MEET MUTCD GUIDELINES FOR E. JUNIPER AVE. sTA:20+00.00
LETTER HEIGHT, LETTER CASE AND SIGN COLOR. ~---
3. EXISTING SIGNS SHALL BE RELOCATED TO THE
APPROPRIATE LOCATION IN THE FIELD.
4. RAISED REFLECTIVE MARKERS SHALL BE
INSTALLED AT ALL NEW PAVEMENT IN
ACCORDANCE WITH NCDOT STD. 1250.01 &
1251.01
Date
Date
Date
FINAL DRAWING — RELEASED FOR CONSTRUCTION
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SCALE: 1 " = 20'
DATE: 12-02-2015
SHEET N0.
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GRADING NOTES:
1. ALL GRADING, BACKFIWNG, EXCAVATION, ETC., SHALL BE IN ACCORDANCE WITH THE
RECOMMENDATIONS SET FORTH IN THE GEOTECHNICAL INVESTIGATION REPORTS. REFER
TO THESE REPORTS FOR ADDITIONAL INFORMATION NOT TRANSFERRED TO THESE
PLANS.
2. CONTRACTOR IS TO CONTACT NC 811 AT (811 OR 800-632-4949) FOR UNDERGROUND
UTILITY LOCATION AT LEAST 3 FULL BUSINESS DAYS PRIOR TO ANY DIGGING.
3. SEDIMENT WILL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT REACHES
APPROXIMATELY 6 INCHES DEEP.
4. CONTRACTOR TO INSPECT STORM DRAINAGE SYSTEM QUARTERLY AND FLUSH OUT
SYSTEM AND REMOVE DEBRIS IN SYSTEM AS NECESSARY.
5. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING ALL EXISTING UTILITIES TO
REMAIN DURING DEMOLITION AND CONSTRUCTION ACTIVITIES.
6. ALL EXISTING TREES AND VEGETATION ON SiTE WHICH ARE TO REMAIN SHALL EITHER
BE PROTECTED OR REMOVED AS DIRECTED BY THE ENGINEER.
7. CARE SHALL BE TAKEN WHEN WORKING AROUND, UNDER OR NEAR TRANSMISSION
TOWERS, POLES, AND OVERHEAD LINES.
8. CURB AND GUTTER SHALL BE PITCHED TO MATCH THE ADJACENT DRAINAGE
PATTERNS.
9. CURB AND GUTTER SHALL BE FIELD CHECKED AND APPROVED BY THE ENGINEER TO
MATCH EXISTING SURFACES AND TO PROVIDE ADEQUATE SURFACE DRAINAGE.
10. CONTRACTOR SHALL BE FINANCIALLY RESPONSIBLE FOR DISPOSAL OF ALL WASTE
MATERIALS OFF SITE. THE RESPONSIBILITY SHALL INCLUDE ALL REQUIRED APPROVALS
AND CONDITIONS DICTATED BY LOCAL OR STATE EROSION CONTROL AUTHORITIES.
11. THE PLACEMENT OF ANY FILL MATERIAL MUST BE CONDUCTED UNDER THE
OBSERVATION OF A QUALIFIED LICENSED GEOTECHNICAL ENGINEER. UPON COMPLETION
OF EARTHWORK ACTIVITIES, A FINAL GRADING REPORT THAT INCLUDES COMPACTION
TEST RESULTS AND CERTIFIES THE TYPE OF FILL MATERIAL AND ITS PROPER
PLACEMENT SHALL BE PROVIDED TO THE TOWN.
STORMi DRAINAGE NOTES:
1. ALL STORM DRAINAGE PIPES SHOWN ARE TO BE CLASS ill REINFORCED CONCRETE
(RCP) UNLESS NOTED OTHERWISE.
2. ALL STORM DRAINAGE CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE LATEST
TOWN OF WAKE FOREST AND NCDOT STANDARDS.
3. ALL CONCRETE SHALL MEET A MINIMUM 3000 PSI COMPRESSIVE STRENGTH.
4. ALL PIPE IN STORM DRAIN STRUCTURES SHALL BE STRUCK EVEN WITH INSIDE WALL.
5. ALL PIPE JOINTS SHALL BE MADE WITH PREFORMED JOINT SEALER, WHICH CONFORMS
TO AASHTO SPECIFICATION M-198 FOR TYPE B FLEXIBLE PLASTIC GASKETS UNLESS
OTHERWISE NOTED.
6. THE INTERIOR SURFACES OF ALL STORM DRAINAGE STRUCTURES SHALL BE POINTED
UP AND SMOOTHED TO AN ACCEPTABLE STANDARD USING MORTAR MIXED TO
MANUFACTURER'S SPECIFICATIONS.
7. ALL BACKFILL SHALL BE NON -PLASTIC IN NATURE, FREE FROM ROOTS, VEGETATION
MATTER, WASTE CONSTRUCTION MATERIAL OR OTHER OBJECTIONABLE MATERIAL. SAID
MATERIAL SHALL BE CAPABLE OF BEING COMPACTED BY MECHANICAL MEANS AND
SHALL HAVE NO TENDENCY TO FLOW OR BEHAVE IN A PLASTIC MANNER UNDER THE
TAMPING BLOWS OR PROOF ROWING.
8. MATERIALS DEEMED BY THE OWNER'S REPRESENTATIVE AS UNSUITABLE FOR BACKFILL
PURPOSES SHALL BE REMOVED AND REPLACED WITH SUITABLE MATERIAL.
9. BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER PIPE IS LAID.
THE FILL AROUND THE PIPE SHALL BE THOROUGHLY COMPACTED TO 957. OF THE
MAXIMUM DRY DENSITY OBTAINABLE WITH THE STANDARD PROCTOR TEST. THE TOP
EIGHT (8) INCHES SHALL BE COMPACTED TO 100 PERCENT STANDARD PROCTOR.
10. UNDER NO CIRCUMSTANCES SHALL WATER BE ALLOWED TO RISE IN UNBACKFILLED
TRENCHES AFTER PIPE HAS BEEN PLACED.
11. REFER TO PLAN & PROFILE SHEETS FOR STORM DRAINAGE INFORMATION NOT
INCLUDED ON THIS PLAN.
EROSION CONTROLNOTES:
1. CONTRACTOR SHALL INSPECT AND REPAIR ALL EROSION DEVICES AT LEAST ONCE A
WEEK AND AFTER EVERY RAINFALL. GRADING ACTIVITY SHALL BE PROHIBITED IN THE
AREAS OF THE SEDIMENT CONTROL DEVICES/SEDIMENT TRAPS UNTIL THE AREAS
UPSTREAM OF THESE DEVICES HAVE BEEN STABILIZED AND APPROVED.
2. ALL SKIMMER BASINS SHALL BE DE -SILTED AFTER THE END OF EVERY MAJOR RAiN
EVENT.
3. ALL CONSTRUCTION SHALL CONFORM TO THE LATEST TOWN OF WAKE FOREST, WAKE
COUNTY AND NCDOT STANDARDS AND SPECIFICATIONS.
4. OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) STANDARDS FOR
EXCAVATIONS; FINAL RULE 29CFR PART 1926, SUBPART "P" APPLIES TO ALL
EXCAVATIONS EXCEEDING FIVE (5) FEET IN DEPTH. EXCAVATION EXCEEDING TWENTY
(20) FEET IN DEPTH REQUIRES THE DESIGN OF A TRENCH SAFETY SYSTEM BY A
REGISTERED PROFESSIONAL ENGINEER, PROVIDED BY CONTRACTOR RESPONSIBLE FOR
EXCAVATION.
5. EQUIPMENT AND PRODUCTS OTHER THAN THOSE SPECIFIED MAY BE USED PROVIDED
APPROVAL HAS BEEN OBTAINED FROM THE OWNER IN WRITING PRIOR TO ORDERING OR
INSTALLATION. THE CONTRACTOR SHALL WAIVE ANY CLAIM FOR ADDITIONAL COST
RELATED TO THE SUBSTITUTION OF ALTERNATE EQUIPMENT.
6. EXISTING IMPROVEMENTS DAMAGED DURING CONSTRUCTION SHALL BE
REPLACED/RESTORED TO THEIR ORIGINAL CONDITION OR TO THE SATISFACTION OF THE
OWNER BY THE CONTRACTOR RESPONSIBLE FOR THE DAMAGE.
7. SOIL UNDER BUILDINGS AND PAVED AREAS SHALL BE COMPACTED TO STANDARD
PROCTOR 98% MAXIMUM DRY DENSITY OR AS RECOMMENDED BY THE GEOTECHNICAL
ENGINEER.
8. THE CONTRACTOR SHALL NOTE THAT THE DRAWINGS MAY NOT SHOW EVERY OFFSET,
TRANSITION, FITTING, ETC. THAT MAY BE REQUIRED. THE CONTRACTOR SHALL INSTALL
SUCH STANDARD APPURTENANCES AS REQUIRED TO CLOSELY FOLLOW THE GRADES
AND ALIGNMENTS DEPICTED ON THE PLANS.
9. CONTRACTOR SHALL NOTIFY NC 811 (811 OR 1-800-632-4949) AT LEAST 3 FULL
BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION OR EXCAVATION TO HAVE
EXISTING UTILITIES LOCATED. CONTRACTOR TO CONTACT ANY LOCAL UTILITIES THAT
PROVIDE THEIR OWN LOCATOR SERVICES INDEPENDENT OF NC 811. REPORT ANY
DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
10. CONTRACTOR IS RESPONSIBLE FOR COORDINATING CONSTRUCTION ACTIVITIES WITH THE
APPROPRIATE UTILITY COMPANIES FOR ANY REQUIRED RELOCATION (I.E. POWER POLES,
TELEPHONE PEDESTALS, WATER METERS, ETC.).
11. EXISTING UTiLiTiES SHOWN ARE BASED ON HELD SURVEYS AND THE BEST AVAILABLE
RECORD DRAWINGS. THE CONTRACTOR SHALL VERIFY CONDITIONS PRIOR TO BEGINNING
CONSTRUCTION. ANY DISCREPANCIES BETWEEN ACTUAL FiELD CONDITIONS AND THE
PLANS SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY.
12. PRIOR TO STARTING CONSTRUCTION, THE GENERAL CONTRACTOR SHALL HOLD A
PRE -CONSTRUCTION CONFERENCE WITH CONSTRUCTION INSPECTOR & OWNER.
13. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY
THE CONTRACTOR PRIOR TO CONSTRUCTION. CONTRACTOR SHALL N011FY THE OWNER
IF ANY DISCREPANCIES EXIST PRIOR TO PROCEEDING NTH CONSTRUCTION FOR
NECESSARY PLAN OR GRADE CHANGES. NO EXTRA COMPENSATION SHALL BE PAID TO
CONTRACTOR FOR ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN
INCORRECTLY ON THESE PLANS IF SUCH NOTIFICATION HAS NOT BEEN GIVEN.
TOTAL DISTURBED AREA = 0.10 AC.
\ 15'X15' TOWN OF WA1
t -1 FOREST SIGHTTANCE
RIANGLE-(TYP) /
\' AC=SSIBLE RAMP SHADING DENOTES FULL
(SYN.) DEPTH ASPHALT (TYP)
LD
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GUTTER TO BE
.... .
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CONVERT EXISTING CATCH BASIN OT AN
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CATCH BASIN WITH NCDOT FRAME
GRATE (SEE DETAILS, SHEET D-4)
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH
TOWN OF WAKE FOREST, CITY OF RALEIGH & NCDOT
(WHERE APPLICABLE) STANDARDS, SPECIFICATIONS,
AND DETAILS.
GRAPHIC SCALE
20 0 10 20 40
1 inch = 20 ft.
THESE PLANS HAVE BEEN APPROVED FOR CONSTRUCTION BY THE
TOWN OF WAKE FOREST
Engmee ing Dep rtment
( Date
Public Wgrks Department
Date
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Erosi6nv & Sediment Control
Date
F' PreveglioDate
Access' ity Date
/ L/1-1- CAA� I,- L zq --a-
Plan 'ng Depart ent Date
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City of Raleigh Public luliuss Department Date
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