20181400 Ver 1_Approved EC Plan Jan 24 2019_20190125

Strickland, Bev
From: Mark S. Davis <[e-mail]>
Sent: Friday, January 25, 2019 11:57 AM
To: Annino, Amy M
Cc: Smith, Mike M; Michael A. Calhoun
Subject: RE: [External] EC Plans for Lake James Cove Bridge Project
Attachments: Lake James - Approved EC Plan Jan 24 2019.pdf, Calcs_Lake James.pdf, Lake James
Pedestrian Bridge Photos.pdf
Follow Up Flag: Follow up
Flag Status: Flagged
External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
[e-mail]
Amy,
In regard to the questions below,
1. The vegetative conveyance has been converted to a level spreader and has been moved out of Buffer Zone
2. The pre -formed scour hole has been eliminated from the culvert outlet and replaced with rip rap outlet
protection. This will allow for better conveyance of stormwater into the level spreader, which will provide
diffuse flow through the buffer zone before entering Lake James.
2. The fill slope along the trail has been steepened and pulled back out of Buffer Zone 2 and still meets the
requirements of the Americans with Disabilities Act (ADA) for trail construction. The fill slope will be matted and
seeded with appropriate vegetation and will provide sheet flow off the fill slope into the buffer zone.
3. There are seven (7) trees on the east bank in Buffer Zone 1 which are > 5-inchs dbh which will be removed for
construction. Species include Virginia pine, white pine, and red maple. There are four (4) trees on the west
bank in Buffer Zone 1 which are > 5 -inch dbh which will be removed for construction. Species include Virginia
pine, red maple, and yellow poplar. These trees will be replaced with a mixture of red maple, green ash, white
oak, and yellow poplar with a dbh of > 3 -inches. These trees can be nursery stock or transplants from the
nearby forest of the state park. They will be placed within Buffer Zone 1 of Lake James.
4. There will be minor grading in Buffer Zone 1 for construction of the end bents (Sheet SB -15 of the bridge plan
sheets). The end bents are 16' L x 3' W, which will probably require an area approximately 20' L x 12'W to be
excavated for construction. All excavated soils will be disposed of outside of the buffer zone. Three H -piles will
be driven into the ground at each end bent site until they meet resistance (bedrock), usually 35 to 50 feet
deep. In order to drive the H -piles, a crane will set up approximately 30 -feet back from the end bent and would
need a pad to sit on, which would be constructed outside of BZ -2 or driven from the barge (contractor
preference). The end bent forms will be constructed around the driven H -piles and a rebar steel cage will be
constructed inside the form before concrete is poured. The forms will be removed and the surrounding area will
be backfilled and restored as near to pre-existing conditions as practical. The area will be seeded with native
vegetation and stabilized with the appropriate erosion control matting according to the DEMLR approved
erosion control plan (attached). The bridge site is sheet C3.2 of the erosion control plans.
Mike Calhoun of V&M received a verbal approval of the revised erosion control plans from Mike Smith of DEMLR
yesterday, January 24, 2019. The approval letter will be forthcoming in the near future. I have attached the approved
erosion control plan, calculations for erosion control measures and the level spreader, and photos of the end bent sites
for your information. If you have any questions or need additional information, please advise.

Thanks, Mark
Mark S. Davis
Environmental Specialist
Vaughn & Melton Consulting Engineers
40 Colonial Square
Sylva, NC 28779
[e-mail]
828-354-0117 (Office)
828-508-9670 (Cell)
lam
v'aughn & meldon
From: Annino, Amy M <[e-mail]>
Sent: Friday, December 14, 2018 5:24 PM
To: Mark S. Davis <[e-mail]>
Cc: Smith, Mike M <[e-mail]>
Subject: RE: [External] EC Plans for Lake James Cove Bridge Project
Mark,
I was reviewing the sediment and erosion control plan with DEMLR and I have a few concerns. I am going to keep the
project on hold until I receive the following information from you.
1. The vegetative conveyance appears to extend into Zone 2 of the Catawba Buffer. This is not allowable.
2. 1 have concerns regarding the fill slope for the trail adjacent to the vegetative conveyance. The fill slope extends
into the buffer and I do not think diffuse flow will be attainable at the 50 foot buffer. Diffuse flow is a
requirement of the Catawba Buffer Rule.
3. 1 know that you are working on providing a complete count of all trees greater than 5" being proposed for
removal from Zone 1 of the Buffer. The SEC plan should indicate that all trees greater than 5" removed from
Zone 1 of the Buffer need to be replanted with at least 2 species of native hardwood trees (not vegetation) with
at least a 3" caliper.
4. Please confirm that no grading will be occurring within Zone 1 of the buffer to install the end bents for the
bridge. This work will be done from a barge, correct? Only minimal disturbance is allowed in Zone 1.
Regards,
Amy Annino
Environmental Specialist —Asheville Regional Office
Water Quality Regional Operations Section
NCDEQ — Division of Water Resources
828 296 4656 office
amy.annino(a)ncdenr.gov
2090 U.S. Hwy. 70
Swannanoa, N.C. 28711

Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties
From: Annino, Amy M
Sent: Wednesday, December 05, 2018 11:14 AM
To: 'Mark S. Davis' <[e-mail]>
Subject: RE: [External] EC Plans for Lake James Cove Bridge Project
Mark,
I'm reviewing this today. Can you give me a call when you get a chance?
Thanks,
Amy Annino
Environmental Specialist — Asheville Regional Office
Water Quality Regional Operations Section
NCDEQ — Division of Water Resources
828 296 4656 office
amy.annino(cDncdenr.aov
2090 U.S. Hwy. 70
Swannanoa, N.C. 28711
<':��'Nothlnq Compares --N,.
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties
From: Mark S. Davis <msdavis@Vaugh nMelton. com>
Sent: Wednesday, December 05, 2018 9:45 AM
To: Annino, Amy M <[e-mail]>
Subject: FW: [External] EC Plans for Lake James Cove Bridge Project
External email. Do not click links or open attachments unless verified. Send all suspicious email as an attachment to
Amy,
Can you tell me the status of the subject permit?
Thanks, Mark
From: Mark S. Davis
Sent: Tuesday, November 27, 2018 4:38 PM
To: Annino, Amy M <[e-mail]>

Cc: Michael Calhoun <[e-mail]>
Subject: RE: [External] EC Plans for Lake James Cove Bridge Project
Amy,
Attached is the revised EC sheet for the subject bridge project as requested. All BMP's will be followed such as the
installation of orange safety fence to protect the environmentally sensitive areas, installation and maintenance of silt
fence, temporary seeding, mulching, and matting during construction of the bridge and trail to protect the buffer zone
around Lake James. The final EC plans for the project should be completed and submitted to Land Quality in the next
week or two. If you have any further questions, please advise.
Thanks, Mark
Mark S. Davis
Environmental Specialist
Vaughn & Melton Consulting Engineers
40 Colonial Square
Sylva, NC 28779
[e-mail]
828-354-0117 (Office)
828-508-9670 (Cell)
Ism
vanfilibill & Melton
From: Annino, Amy M <[e-mail]>
Sent: Wednesday, November 21, 2018 4:45 PM
To: Mark S. Davis <[e-mail]>
Subject: RE: [External] EC Plans for Lake James Cove Bridge Project
Mark,
I need to put this project on hold until I get the below information from you. Please contact me if you have any
questions or concerns.
On October 12, 2018, the Division of Water Resources (Division) received your application dated October 12, 2018,
requesting a 401 Water Quality Certification from the Division for the subject project. The required fee was received on
October 24, 2018. The Division has determined that your application is incomplete and cannot be processed. The
application is on hold until all of the following items are addressed:
1. Please update the erosion control plan to include stabilization measures to protect the Catawba Buffer and Lake
James for the construction of the scour hole and vegetated swale.
Pursuant to Title 15A NCAC 02H .0502(e), the applicant shall furnish all of the above requested information for the
proper consideration of the application. Please provide a response by December 21, 2018.
Amy Annino
Environmental Specialist —Asheville Regional Office
Water Quality Regional Operations Section
NCDEQ — Division of Water Resources

828 296 4656 office
amy.anninoa-ncdenr.gov
2090 U.S. Hwy. 70
Swannanoa, N.C. 28711
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties
From: Mark S. Davis <[e-mail]>
Sent: Wednesday, November 21, 2018 4:15 PM
To: Annino, Amy M <[e-mail]>
Subject: RE: [External] EC Plans for Lake James Cove Bridge Project
Amy,
I will have it taken care of. The EC plan is preliminary, and from looking at it near the lake area, needs some revisions,
such as additional silt fence, coir fiber matting for immediate stabilization following construction, and orange safety
fence along the 50 -foot buffer contour, as well as, disturbance limits paralleling the area associated with end bent
construction.
Thanks, Mark
From: Annino, Amy M <[e-mail]>
Sent: Wednesday, November 21, 2018 4:00 PM
To: Mark S. Davis <[e-mail]>
Subject: RE: [External] EC Plans for Lake James Cove Bridge Project
Mark,
Thank you for the EC plan. I need to see how the buffer will be protected near the scour hole and vegetated swale
during construction and stabilization afterwards.
Amy Annino
Environmental Specialist —Asheville Regional Office
Water Quality Regional Operations Section
NCDEQ — Division of Water Resources
828 296 4656 office
amy.annino(cancdenr.gov
2090 U.S. Hwy. 70
Swannanoa, N.C. 28711

Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties
From: Mark S. Davis <[e-mail]>
Sent: Wednesday, November 21, 2018 3:50 PM
To: Annino, Amy M <[e-mail]>
Subject: [External] EC Plans for Lake James Cove Bridge Project
External email. Do not click links or open attachments unless verified. Send all suspicious email as an attachment to
See attached EC plan. If you have any questions, please advise.
Mark S. Davis
Environmental Specialist
Vaughn & Melton Consulting Engineers
40 Colonial Square
Sylva, NC 28779
[e-mail]
828-354-0117 (Office)
828-508-9670 (Cell)
Ism
ir'aughn & MIeldon

mm
Wnghn3Meldom

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State of North Carolina Burke County GENERAL NOTES `/ - 1111 I j /I��-�� "\\�
Mark A Parris , certify that this map was drawn under my direct and responsible charge I, Mark A. Parris. certify that this map was drawn under my supervision from an / I I I I I I I I I \ \\\�,
SITE from an actual survey made under my supervision; that this Ground survey was performed actual GPS survey made under my supervision; that this GPS survey was performed 1. THE CONTRACTOR SHALL COMPLETELY INSTALL ALL EROSION AND SEDIMENT CONTROL I I I I I I I 111\r' \ \ \\\\\\�\\\�
at the 95% percent confidence level to meet Federal Geographic Data Committee to Second Order Class I FGCC specifications and that I used VRS. GPS field MEASURES BEFORE BEGINNING SITE GRADING AND SHALL COMPLY WITH BURKE COUNTY I \ \ \ \`�
PP I I I J
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LAKE Standards; that this survey was performed to meet the requirements fora procedures and coordinates were obtained by Least Squares adjustment. That this /STATE OF NORTH CAROLINA NPDES PERMIT FOR STORM WATER DISCHARGES I I I I I I I // %� — \\\\�� \� \�
JAMES topographic/planimetric survey to the accuracy of Class A and vertical accuracy when survey was performed on X23/2017 using Trimble R10 of receivers and all ASSOCIATED WITH CONSTRUCTION ACTIVITY. I J J J � I / / \ — \\\\ \\ \\ \\
applicable to the Class standard, and that the original data was obtained on 3 23-4 26; coordinates are based on NAVD 88 GEOID12B. 2. THE CONTRACTOR SHALL CONDUCT ALL WORK IN ACCORDANCE WITH THE REQUIREMENTS / / / \ \\� \\\ \ \�
PP g / / OF APPLICABLE REGULATIONS OF THE OCCUPATIONAL SAFETY AND HEALTH /// '/ / \ ' \ �\\\ \\\� \\ \�
that the survey was completed on 5/4/2017; and all coordinates are based on 'NAD 83' / / \ ,\ \
and realization (2011) and all elevations are based on NAVD 88, GEOID12A. ADMINISTRATION (OSHA) AND ALL LOCAL, STATE, AND FEDERAL RULES AND / // // // / /(\ \ \ \ \\\ \\\ \\\ \\
REGULATIONS. �/ 1/ 1 / // /� \\ \ \\ \\\ \\\ \
3. ALL CONSTRUCTION SHALL COMPLY WITH THE APPLICABLE BUILDING CODES FOR EACH // / l/ l/ j "\I n \\ \ \\\ \\\ \\\
LLOYD D. BROWN, PLS 10/12/2018 DISCIPLINE AS REGULATED BY BURKE COUNTY AND THE STATE OF NORTH CAROLINA. // // j//�\\ ^\ \�\ \\\ \\\ SSSS \\ \\
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FLOODPLAIN MANAGEMENT
DEVELOPMENT WHICH WILL TAKE PLACE WITHIN THE LIMITS OF THE 100
YEAR FLOODPLAIN AT ELEVATION 1205.7' IS DESIGNED IN ACCORDANCE
WITH THE REQUIREMENTS OF EXECUTIVE ORDER NO. 123 - UNIFORM
FLOODPLAIN MANAGEMENT POLICY.
NEW FOOT BRIDGE
(SEE SHEET S1)
EXISTING FLOODPLAIN
BOUNDARY
GEOMETRY
SHEET C3.2 CLEARING & GRUBBING
SHEET C3.5 GRADING & EROSION CONTROL
NEW '/ii/'/ /, �V
8' WIDE tilt
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SHEET C2.0 SITE GEOMETRY
SHEET C3.0 CLEARING & GRUBBING
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SHEET C5.0 UTILITY PLAN
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GENERAL NOTES
1. THE CONTRACTOR SHALL COMPLETELY INSTALL ALL EROSION AND SEDIMENT
CONTROL MEASURES BEFORE BEGINNING SITE GRADING AND SHALL COMPLY
WITH BURKE COUNTY / STATE OF NORTH CAROLINA NPDES PERMIT FOR STORM
WATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY.
2. THE CONTRACTOR SHALL CONDUCT ALL WORK IN ACCORDANCE WITH THE
REQUIREMENTS OF APPLICABLE REGULATIONS OF THE OCCUPATIONAL SAFETY
AND HEALTH ADMINISTRATION (OSHA) AND ALL LOCAL, STATE, AND FEDERAL
RULES AND REGULATIONS.
3. ALL CONSTRUCTION SHALL COMPLY WITH THE APPLICABLE BUILDING CODES
FOR EACH DISCIPLINE AS REGULATED BY BURKE COUNTY AND THE STATE OF
NORTH CAROLINA.
GENERAL INFORMATION
• PIN ID # - 1744810974
• PROPERTY SIZE - 3055.75 AC.
• DISTURBED AREA -
• RIVER BASIN - CATAWBA RIVER
• RECEIVING STREAM - CATAWBA RIVER (LAKE JAMES)
• CLASSIFICATION - WS-V,B
• ZONING - CDLC
• LAND USE OF SURROUNDING AREA - LAKE JAMES STATE PARK
• LATITUDE 35.76066 LONGITUDE -81.88255
• THE PARKING LOT, BUILDING AND WALKWAY PORTION OF THE PROJECT IS
LOCATED IN FLOOD ZONE "X" AS PER FEMA INSURANCE MAP, COMMUNITY MAP
NUMBER 370034 1744J, REVISED SEPTEMBER 5, 2007. THE PEDESTRIAN BRIDGE
PORTION OF THE PROJECT IS LOCATED IN ZONE "AE" PER SAME FEMA MAP.
GRAPHIC SCALE
80 160
( IN FEET )
1" = 80'
PRELIMINARY;
NOT FOR CONSTRUCTION
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1344.11'
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LINE TABLE
LINE
BEARING
DISTANCE
L1
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256.08
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280.80
CURVE TABLE
CURVE
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253.11
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LINE TABLE
LINE
BEARING
DISTANCE
L3
S85°24'54"E
298.90
L4
S85°24'54"E
35.36
L5
N49°35'06"E
8.16
L6
N40°24'54"W
12.97
L7
S59°35'06"W
107.45
L8
S4°35'06"W
89.67
L9
S49°35'06"W
87.53
L10
N85°24'54"W
j 284.16
CURVE TABLE
CURVE
CHORD
BEARING
CHORD
DISTANCE
RADIUS
ARC
LENGTH
C2
N88°05'32"E
113.08
500.00
113.32
C3
N72°05'06"E
153.07
200.00
157.08
C4
N72°05'06"E
153.07
200.00
157.08
C5
N4°35'06"E
113.14
80.00
125.66
C6
N80°24'54"W
64.28
50.00
69.81
C7
S32°05'06"W
46.17
50.00
48.00
C8
S60°20'24 "W
67.53
60.00
71.72
SII //\//
30 0
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LINE TABLE
LINE
BEARING
DISTANCE
L12
N7°00'00"W
26.66
L13
I S78°36'22"E
69.02
L14
N63°07'01 "E
20.57
L15
S14°02'11"E
14.97
CURVE TABLE
CURVE
CHORD
BEARING
CHORD
DISTANCE
RADIUS
ARC
LENGTH
C11
N47°11'49"E
50.06
30.86
58.38
C12
N82° 15'1 9"E
26.23
40.00
26.72
C13
S65°27'35"E
62.54
40.00
71.80
C14
S67°33'10"E
64.32
40.00
74.72
LEGEND
ASPHALT PAVEMENT
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No.
Date
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Date: 10.12.2018
Drawn by: BAS
SITE
GEOMETRY
PLAN
Sheet Number:
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LINE
BEARING
DISTANCE
L16
N58°55'51 "E
15.70
L17
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67.75
L18
N63°01'33"E
5.14
L19
S64°09'20"E
36.93
L20
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24.88
L21
N83°54'29"W
20.24
L22
N77°50'35"E
0.18
L23
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46.91
L24
S79°55'14"E
36.50
L25
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36.58
L26
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35.44
L27
N54°22'23"E
64.00
CURVE TABLE
CURVE
CHORD
BEARING
CHORD
DISTANCE
RADIUS
ARC
LENGTH
C15
N15°57'29"E
54.53
40.00
60.00
C16
N 18°00' 19"E
36.06
25.49
40.05
C17
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20.90
23.49
21.66
C18
N70°07'55"E
42.95
30.00
47.87
C19
N29°44'40"W
48.64
30.00
56.72
C20
N3°01'57"W
59.24
30.00
84.69
C21
N19°14'41"E
50.16
29.39
60.11
C22
N30°21'46"E
67.20
35.82
87.17
C23
N47°09'20"E
79.78
50.00
92.37
C24
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55.49
50.00
58.82
C25
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j 50.23
28.00
62.33
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SITE
GEOMETRY
PLAN
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NOTES
THE FOLLOWING GENERAL EARTHWORK PROCEDURE SHALL BE FOLLOWED FOR CONSTRUCTION
OF ROADWAYS, EMBANKMENTS, AND OTHER GENERAL GRADING ACTIVITIES. SPECIFIC
GEOTECHNICAL INFORMATION AND DESIGN GUIDELINES SHOULD BE OBTAINED BEFORE
PROCEEDING WITH GRADING AND EMBANKMENT OPERATIONS.
1. INSTALL EROSION AND SEDIMENT CONTROL MEASURES IN ACCORDANCE WITH BURKE
COUNTY AND THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL
RESOURCE REQUIREMENTS.
2. SILT FENCING BELOW FILL SLOPES SHOULD BE INSTALLED A MINIMUM OF 10 FEET OFF
OF THE TOE OF SLOPE.
3. ALL TREES, SHRUBS, AND OTHER VEGETATION WITHIN GRADING LIMITS SHALL BE
CLEARED. DISPOSAL OF CLEARED AND GRUBBED MATERIALS SHALL BE PERFORMED IN
ACCORDANCE WITH LOCAL AND STATE ORDINANCES. ALL VEGETATION OUTSIDE THE
GRADING LIMITS SHALL BE PROTECTED.
4. EXISTING FOUNDATIONS, FENCES, SLABS, PAVEMENTS AND BELOW—GRADE STRUCTURES
SHALL BE REMOVED FROM THE AREA TO BE GRADED. REMOVE ORGANIC MATERIAL AND
5. THE SUBGRADE OF ALL AREAS TO BE PAVED OR HAVE STRUCTURES CONSTRUCTED
SHALL BE PROFILED USING A DUMP TRUCK WEIGHING AT LEAST 20 TONS. AREAS
THAT RUT OR PUMP SHALL BE REMOVED AND REPLACED WITH SUITABLE COMPACTED
SUBGRADE MATERIAL. ALL GRADING AND COMPACTION SHALL BE IN ACCORDANCE WITH
THE SPECIFICATIONS AND RECOMMENDATIONS OBTAINED BY A QUALIFIED GEOTECHNICAL
ENGINEER.
6. ALL FILL LAYERS TO NOT EXCEED 9 INCHES IN THICKNESS AND THE LAYERS ARE
COMPACTED AS REQUIRED TO REDUCE EROSION, SLIPPAGE, SETTLEMENT OR OTHER
RELATED PROBLEMS IN ACCORDANCE WITH SECTION 6.02 (LAND GRADING) OF THE
NCDEQ EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
7. GRADED SLOPE AND FILLS SHOULD BE PROTECTED WITH A ROLLED EROSION CONTROL
PRODUCT IF COMPLETED OUTSIDE OF OPTIMUM GERMINATION SEASON WHEN
UNFAVORABLE WEATHER CONDITIONS PREVENT ESTABLISHMENT OF VEGETATIVE GROUND
COVER.
8. AFTER FINAL GRADING AND IMMEDIATELY PRIOR TO THE PREPARATION OF AN AREA FOR
SEEDING, THE CONTRACTOR SHALL SPREAD A MINIMUM OF 4 INCHES OF TOPSOIL ON
THE AREA TO BE SEEDED.
9. CHECK DAMS SHALL BE INSTALLED PER DETAIL
10. EXCESS SOIL FROM GRADING OPERATIONS SHALL BE HAULED OFFSITE. IF THE SOIL IS
PLACED ON SITE, THE EROSION CONTROL PERMIT SHALL BE AMENDED AND ALL
APPLICABLE FEES SHALL BE PAID.
11. ALL TRAP OR BASIN EMBANKMENTS SHALL BE PROVIDED W/ ADEQUATE GROUNDCOVER
IMMEDIATELY UPON CONSTRUCTION.
12. IF THE SITE IS NOT BALANCED, THE RELATED BORROW/WASTE AREA MUST BE
PERMITTED UNDER THE SEDIMENT POLLUTION CONTROL ACT.
GE ND
LIMITS OF DISTURBANCE
SILT FENCE
CONSTRUCTION ENTRANCE
TEMPORARY DIVERSION DITCH
TEMP. ROCK SILT CHECK TYPE A
Q TEMP. ROCK SILT CHECK TYPE B
0 WATTLE
RIPRAP OUTLET PROTECTION SEE (REF.)
NCDENR-EROSION & SEDIMENT CONTROL
PLANNING AND DESIGN MANUAL
13. THE CONTRACTOR SHALL CONFORM WITH ALL REQUIREMENTS OF THE SOIL
SEDIMENTATION AND EROSION CONTROL LAWS AND REGULATIONS OF THE STATE OF
NORTH CAROLINA AS ESTABLISHED AND ENFORCED BY THE LAND QUALITY SECTION OF
THE NC DEPARTMENT OF THE ENVIRONMENT AND NATURAL RESOURCES. THESE
REQUIREMENTS SHALL INCLUDE, BUT NOT BE LIMITED TO, THE FOLLOWING:
ALL DENUDED AREAS ARE TO BE STABILIZED WITHIN THE FOLLOWING TIMETABLE:
SITE AREA DESCRIPTION
STABILIZATION
PERIMETER DIKES, SWALES,
XN L/r1
N
O
0
DITCHES, SLOPES
7 DAYS
HIGH QUALITY WATER (HQW) ZONES
7 DAYS
SLOPES STEEPER THAN 3:1
7 DAYS
SLOPES 3:1 OR FLATTER
14 DAYS
ALL OTHER AREAS W/SLOPES
14 DAYS
FLATTER THAN 4:1
14. ALL EROSION CONTROL IMPROVEMENTS SHALL BE MAINTAINED, REPAIRED AND KEPT
WORKING UNTIL ACCEPTANCE OF PROJECT.
PROPOSED
LIMITS OF DISTURBANCE (TYP.)
PROPOSED
SILT FENCE (TYP.)
30
NOTE:
CURRENTLY, THE FINANCIALLY RESPONSIBLE PARTY IS NAMED AS THE
STATE OF NORTH CAROLINA. HOWEVER, THE CONTRACTOR THAT IS
SELECTED FOR CONSTRUCTION WILL BECOME THE FINANCIALLY
RESPONSIBLE PARTY FOR EROSION CONTROL.
00 & T
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NEW WELL HOUSE
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STATE OF NORTH CAROLINA
\ D.B. 1431 PG. 859
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No.
Date
Project Number:
1634
Date: 10.12.2018
Drawn by:
BAS
CLEARING & GRUBBING
PHASE FOR EROSION &
SEDIMENTATION CONTROL
Sheet Number:
C300
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r — / TEMPORARY DIVERSION DITCH A (TYP.) BREAKS)
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W GRA \ 13' _� / i- / / ///� ✓/ /// / ) 30.5'x100'x3' SILT BASIN TYPE B // / /
W 6 /
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LEGEND
—PROPOSED
�
TEMPORARY ROCK SILT CHECK TYPE B TYP. /
-� �jJIII $TATE OF NORTH CAROLINA
— � D.B. 1431 PG . 859
(TYP.)
LIMITS OF DISTURBANCE / / / \ ✓ / j // \ _ _ � \ �\ _ _ _, J // ��✓/ / J I \\ / /jJ \� �� PIN# 1744-81-0974
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Date: 10.12.2018
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FLOODPLAIN MANAGEMENT
DEVELOPMENT WHICH WILL TAKE PLACE WITHIN THE LIMITS OF THE 100
YEAR FLOODPLAIN AT ELEVATION 1205.7' IS DESIGNED IN ACCORDANCE
WITH THE REQUIREMENTS OF EXECUTIVE ORDER NO. 123 - UNIFORM
FLOODPLAIN MANAGEMENT POLICY.
LEGEND
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LIMITS OF DISTURBANCE liz
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SEDIMENT CONTROL PLANNING CONTOUR\ l
AND DESIGN MANUAL
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NO. 57 STONE (5 TONS) FOR FOUNDATION
CONDITIONING
FOUND. CONDITIONING GEOTEXTILE (15 SY)
ALL TREES GREATER THAN 5" THAT WILL
BE REMOVED WITHIN THE BUFFER ZONE
WILL BE REPLACED WITH NATIVE TREES
-BUFFER ZONE N0. 1 GREATER OR EQUAL TO 3" DBH.
SAFETY FENCE (TYP.)
BUFFER ZONE IMPACT
-'--PROPOSED CLASS B
RIPRAP OUTLET
PROTECTION (2 TONS)
& GEOTEXTILE FOR
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INSTALL STANDARD LEVEL
SPREADER COMING OUT OF
CULVERT, MAT WITH COIR FIBER
MATTING AND SEED
FLOODPLAIN BOUNDARY
ALL TREES GREATER THAN 5" THAT WILL
BE REMOVED WITHIN THE BUFFER ZONE
�WILL BE REPLACED WITH NATIVE TREES \ / / / / / /i GREATER OR EQUAL TO 3 DBH.
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PROPOSED
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CLEARING & GRUBBING
PHASE FOR EROSION &
SEDIMENTATION CONTROL
Sheet Number:
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NOTES
THE FOLLOWING GENERAL EARTHWORK PROCEDURE SHALL BE FOLLOWED FOR CONSTRUCTION
OF ROADWAYS, EMBANKMENTS, AND OTHER GENERAL GRADING ACTIVITIES. SPECIFIC
GEOTECHNICAL INFORMATION AND DESIGN GUIDELINES SHOULD BE OBTAINED BEFORE
PROCEEDING WITH GRADING AND EMBANKMENT OPERATIONS.
1. INSTALL EROSION AND SEDIMENT CONTROL MEASURES IN ACCORDANCE WITH BURKE
COUNTY AND THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL
RESOURCE REQUIREMENTS.
2. SILT FENCING BELOW FILL SLOPES SHOULD BE INSTALLED A MINIMUM OF 10 FEET OFF
OF THE TOE OF SLOPE.
3. ALL TREES, SHRUBS, AND OTHER VEGETATION WITHIN GRADING LIMITS SHALL BE
CLEARED. DISPOSAL OF CLEARED AND GRUBBED MATERIALS SHALL BE PERFORMED IN
ACCORDANCE WITH LOCAL AND STATE ORDINANCES. ALL VEGETATION OUTSIDE THE
GRADING LIMITS SHALL BE PROTECTED.
4. EXISTING FOUNDATIONS, FENCES, SLABS, PAVEMENTS AND BELOW—GRADE STRUCTURES
SHALL BE REMOVED FROM THE AREA TO BE GRADED. REMOVE ORGANIC MATERIAL AND
SOFT OR OTHERWISE UNSUITABLE MATERIAL FROM THE AREA TO BE GRADED.
5. THE SUBGRADE OF ALL AREAS TO BE PAVED OR HAVE STRUCTURES CONSTRUCTED
SHALL BE PROFILED USING A DUMP TRUCK WEIGHING AT LEAST 20 TONS. AREAS
THAT RUT OR PUMP SHALL BE REMOVED AND REPLACED WITH SUITABLE COMPACTED
SUBGRADE MATERIAL. ALL GRADING AND COMPACTION SHALL BE IN ACCORDANCE WITH
THE SPECIFICATIONS AND RECOMMENDATIONS OBTAINED BY A QUALIFIED GEOTECHNICAL
ENGINEER.
6. ALL FILL LAYERS TO NOT EXCEED 9 INCHES IN THICKNESS AND THE LAYERS ARE
COMPACTED AS REQUIRED TO REDUCE EROSION, SLIPPAGE, SETTLEMENT OR OTHER
RELATED PROBLEMS IN ACCORDANCE WITH SECTION 6.02 (LAND GRADING) OF THE
NCDEQ EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
7. AFTER FINAL GRADING AND IMMEDIATELY PRIOR TO THE PREPARATION OF AN AREA FOR
SEEDING, THE CONTRACTOR SHALL SPREAD A MINIMUM OF 4 INCHES OF TOPSOIL ON
THE AREA TO BE SEEDED.
8. GRADED SLOPES AND FILLS SHOULD BE PROTECTED WITH A ROLLED EROSION CONTROL
PRODUCT IF COMPLETED OUTSIDE OF OPTIMUM GERMINATION SEASON, WHEN
UNFAVORABLE WEATHER CONDITIONS PREVENT ESTABLISHMENT OF VEGETATIVE GROUND
COVER.
9. CHECK DAMS SHALL BE INSTALLED PER DETAIL.
10. ALL TRAP OR BASIN EMBANKMENTS SHALL BE PROVIDED W/ ADEQUATE GROUNDCOVER
IMMEDIATELY UPON CONSTRUCTION.
11. IF THE SITE IS NOT BALANCED, THE RELATED BORROW/WASTE AREA MUST BE
PERMITTED UNDER THE SEDIMENT POLLUTION CONTROL ACT.
12. EXCESS SOIL FROM GRADING OPERATIONS SHALL BE HAULED OFFSITE. IF THE SOIL IS
PLACED ON SITE, THE EROSION CONTROL PERMIT SHALL BE AMENDED AND ALL
APPLICABLE FEES SHALL BE PAID.
GE ND
LIMITS OF DISTURBANCE
SILT FENCE
CONSTRUCTION ENTRANCE
TEMPORARY DIVERSION DITCH
ROCK DITCH CHECK DAM
WATTLE / SEDIMENT TUBE
RIPRAP OUTLET PROTECTION SEE
(REF.) NCDENR-EROSION &
SEDIMENT CONTROL PLANNING
AND DESIGN MANUAL
13. THE CONTRACTOR SHALL CONFORM WITH ALL REQUIREMENTS OF THE SOIL
SEDIMENTATION AND EROSION CONTROL LAWS AND REGULATIONS OF THE STATE OF
NORTH CAROLINA AS ESTABLISHED AND ENFORCED BY THE LAND QUALITY SECTION OF
THE NC DEPARTMENT OF THE ENVIRONMENT AND NATURAL RESOURCES. THESE
REQUIREMENTS SHALL INCLUDE, BUT NOT BE LIMITED TO, THE FOLLOWING:
ALL DENUDED AREAS ARE TO BE STABILIZED WITHIN THE FOLLOWING TIMETABLE:
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
PERIMETER DIKES, SWALES,
M t
N i
FINAL GRADING &
EROSION CONTROL
PLAN
DITCHES, SLOPES
7 DAYS
NONE
HIGH QUALITY WATER (HQW) ZONES
7 DAYS
NONE
7 DAYS
IF SLOPES ARE 10' OR LESS IN
SLOPES STEEPER THAN 3:1
LENGTH AND ARE NOT STEEPER
V
THAN 2:1, 14 DAYS ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER
THAN 50' IN LENGTH
ALL OTHER AREAS W/SLOPES
14 DAYS
NONE, EXCEPT FOR PERIMETERS
FLATTER THAN 4:1
0
AND HQW ZONES
14. ALL EROSION CONTROL IMPROVEMENTS SHALL BE MAINTAINED, REPAIRED AND KEPT
WORKING UNTIL ACCEPTANCE OF PROJECT.
PROPOSED
LIMITS OF DISTURBANCE (TYP.)
PROPOSED
SILT FENCE (TYP.)
30
NOTE:
CURRENTLY, THE FINANCIALLY RESPONSIBLE PARTY IS NAMED AS THE
STATE OF NORTH CAROLINA. HOWEVER, THE CONTRACTOR THAT IS
SELECTED FOR CONSTRUCTION WILL BECOME THE FINANCIALLY
RESPONSIBLE PARTY FOR EROSION CONTROL.
GRAPHIC SCALE
0 15 30 60
( IN FEET )
1" = 30'
PRELIMINARY;
NOT FOR CONSTRUCTION
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��� � ,— i / / //' /� � -- � �� � /// /// � I I � I / � � / / � O � g ° a o � ° s °
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t \�\ / / /// j — — — i % '� i i / / / l o % / / 0 GUTTER (TYP.) _ PROPOSED
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PROPOSED RIPRAP CHECK _DAM
NEW//- � � � J,� \\ �� � �
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/PROPOSED CONCRETE WHEEL�� �� \\�
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SILT FENCE (TYP.) �/ — i/ /// �^� % ��— i i — //// \�~ ��� — PROPOSED
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LEGEND �� 1111 I
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LIMITS OF DISTURBANCEIle
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SILT FENCE / //�\ / // _ _ ///� �i//
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TYPE B SILT BASINS (OUTLINE SHOWN ONLY; REFER TO SHEET C3.1 FOR DETAILS)
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11 I % //
JJ GRAPHIC SCALE / / / l
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Date: 10.12.2018
Drawn by: BAS
FINAL GRADING &
EROSION CONTROL
PLAN
Sheet Number:
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FLOODPLAIN MANAGEMENT
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YEAR FLOODPLAIN AT ELEVATION 1205.7' IS DESIGNED IN ACCORDANCE
WITH THE REQUIREMENTS OF EXECUTIVE ORDER NO. 123 - UNIFORM
FLOODPLAIN MANAGEMENT POLICY.
SF
LEGEND
LIMITS OF DISTURBANCE
SILT FENCE
CONSTRUCTION ENTRANCE
TEMPORARY DIVERSION DITCH
ROCK DITCH CHECK DAM
WATTLE / SEDIMENT TUBE
RIPRAP OUTLET PROTECTION SEE
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Q co YARD CLEANOUT
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PROPOSED
CONCRETE PAD AND TRANSFORMER.
COORDINATE ACTUAL LOCATION AND
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\ / / PROPOSED
WELL HOUSE (REFER TO'
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1 CLE RANCE ,
� � 100 BUFFER
10 CLEAR WORKING
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1. ALL UNDERGROUND LINES OUTSIDE BUILDING FOOTPRINT, EXCEPT LAWN IRRIGATION LINES,
SHALL BE REQUIRED TO HAVE A WARNING TAPE INSTALLED IN THE BACKFILL BETWEEN 6 INCHES
AND 24 INCHES BELOW FINISHED GRADE DIRECTLY OVER PIPING.
• METALLIC LINES SHALL BE IDENTIFIED WITH DURABLE PRINTED PLASTIC WARNING TAPES,
MINIMUM 3 INCHES WIDE WITH LETTERING TO IDENTIFY BURIED LINE BELOW.
• NON-METALLIC PIPES, OTHER THAN GAS LINES, SHALL BE IDENTIFIED BY DETECTABLE
WARNING TAPE, MINIMUM 2 INCHES WIDE, WITH LETTERING TO IDENTIFY BURIED LINE BELOW.
• FOR PLASTIC SEWER PIPING, AN INSULATED COPPER TRACER WIRE OR OTHER APPROVED
CONDUCTOR SHALL BE INSTALLED ADJACENT TO AND OVER THE FULL LENGTH OF THE PIPING.
ACCESS SHALL BE PROVIDED TO THE TRACER WIRE OR THE TRACER WIRE SHALL TERMINATE
AT THE CLEANOUT BETWEEN THE BUILDING DRAIN AND THE BUILDING SEWER. THE TRACER
WIRE SIZE SHALL BE NOT LESS THAN 14 AWG AND THE INSULATION TYPE SHALL BE LISTED
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REQUIREMENTS.
GRAPHIC SCALE
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ACCESS SHALL BE PROVIDED TO THE TRACER WIRE OR THE TRACER WIRE SHALL TERMINATE PRE L I M1 NARY
AT THE CLEANOUT BETWEEN THE BUILDING DRAIN AND THE BUILDING SEWER. THE TRACER
■ �� SANITARY SEWER PROFILE
■ WIRE SIZE SHALL BE NOT LESS THAN 14 AWG AND THE INSULATION TYPE SHALL BE LISTED NOT FOR CONSTRUCTION L — _���/� /��/ /� / SCALE 1" - 30' HORIZ.
FOR DIRECT BURIAL. / 1" - 5' VERT.
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AT THE CLEANOUT BETWEEN THE BUILDING DRAIN AND THE BUILDING SEWER. THE TRACER
■ �� SANITARY SEWER PROFILE
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No.
Date
Project Number: 1634
Date: 10.12.2018
Drawn by: BAS
UTILITY PLAN
Sheet Number:
5ol
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CHAMBERS NITRIFICATION
SYSTEM (TYP.) REFER TO
DETAIL 4, SHEET C9.5
INSPECTION PORT (RISER AND
CAP) TYP. OF BEGINNING
AND END OF EACH RUN
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APPROX.
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(FOUR) PLACES
INV. ELV. _
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— UNDERGROUND ELECTRICAL
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No. Date
Project Number: 1634
Date: 10.12.2018
Drawn by: BAS
UTILITY PLAN
Sheet Number:
5m2

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NOTES
1. SEE ELECTRICAL SHEETS FOR ACTUAL NUMBER
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O APPROX. 1292' O 1.0% ANDMINIMUM
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— FLOW SPLITTER BOX,
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31
7
31
INV. ELV. THREE (3) — 3" SOLID PVC GRAVITY
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INSTALL WITH MINIMUM SLOPE OF
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Date
Project Number:
1634
Date:
10.12.2018
Drawn by:
BAS
UTILITY PLAN
Sheet Number:

0-
2' 4' 10' 10'
BIKE
LANE
GRADE
POINT
0� 0.02 � 0.02
2•� p
EXIST. GROUND
13"
EARTH MATERIAL
GRADE TO THIS LINE
PRIME COAT AT THE RATE OF 0.35 GAL. PER SQ. YD.
2" ASPHALT CONCRETE SURFACE COURSE TYPE S9.56
AT AN AVERAGE RATE OF 224 LBS. PER SQ. YD.
4' 2'
BIKE
LANE
VARIES
EXIST. GROUND
EARTH MATERIAL
GRADE TO THIS LINE
8" AGGREGATE BASE COURSE
3" ASPHALT CONCRETE INTERMEDIATE COURSE TYPE 119.06
AT AN AVERAGE RATE OF 342 LBS. PER SQ. YD.
NOTE: ALL PAVEMENT EDGE SLOPES ARE 1:1 UNLESS SHOWN OTHERWISE.
1 TYPICAL SECTION - ENTRANCE ROAD
C9.0 % NOT TO SCALE
i
VARIES 18' 12' 12' 18'
(PARKING)
o.02
EXIST. GROUND J
EARTH MATERIAL
GRADE TO THIS LINE
PRIME COAT AT THE RATE OF 0.35 GAL. PER SQ. YD.
2" ASPHALT CONCRETE SURFACE COURSE TYPE S9.513
AT AN AVERAGE RATE OF 224 LBS. PER SQ. YD.
GRADE
POINT
0.02
(PARKING)
7'
2:1
EARTH MATERIAL
GRADE TO THIS LINE
8" AGGREGATE BASE COURSE
3" ASPHALT CONCRETE INTERMEDIATE COURSE TYPE 119.013
AT AN AVERAGE RATE OF 342 LBS. PER SQ. YD.
NOTE: ALL PAVEMENT EDGE SLOPES ARE 1:1 UNLESS SHOWN OTHERWISE.
2
C9.0
3
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TYPICAL SECTION - PARKING
NOT TO SCALE
8' TRAIL
1' SHOULDER
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SEEDED SLOPES
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COMPACTED SUBGRADE
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Revisions
No.
Date
Project Number:
1634
Date: 10.12.2018
Drawn by:
BAS
TYPICAL
SECTIONS
Sheet Number:

ACCESSIBLE PARKING REQUIREMENTS
TOTAL PARKING SPACES
MINIMUM NUMBER
MINIMUM NUMBER OF
PROVIDED
OF ACCESSIBLE SPACES
ACCESSIBLE SPACES REQUIRED
ACCESSIBLE
SPACES REQUIRED
TO BE VAN ACCESSIBLE
1 TO 25
1
1
26 TO 50
2
1
51 TO 75
3
1
76 TO 100
4
1
101 TO 150
5
1
151 TO 200
6
1
201 TO 300
7
2
301 TO 400
8
2
401 TO 500
9
2
501 TO 1000
2 percent of total
1 IN EVERY 6
ACCESSIBLE SPACES
o°°oo
20, plus 1 for each
1001 and over
100,
1 IN EVERY 6
O
or fraction thereof,
ACCESSIBLE SPACES
over 1000
SECTION 4.1.2(5) OF THE AMERICANS WITH DISABILITIES ACT (ADA).
SEE 4.1,2,(5) (d) FOR MEDICAL CARE FACILITIES
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RESERVED
PARKING
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R7 -8a
12"x 18"
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MAXIMUM
R7 -8D
PENALTY
$ 250
12" x9"
SEE STANDARD NO. 50.10B & 50.10C
FOR SUPPLEMENTAL SIGN DETAIL
NOTES:
,ALL 12"X18" ACCESSIBLE SIGNS (R7 -8a & R7-1) SHALL BE
MOUNTED AT 7 FEET FROM GRADE TO BOTTOM EDGE OF SIGN FACE
(MUTCD). MOUNTING HEIGHT CAN BE REDUCED TO 5 FEET IF PLACED
IN AN AREA BETWEEN SIDEWALK AND BUILDING FACE IN WHICH
PEDESTRIANS ARE NOT EXPECTED TO USE.
2. REFER TO MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, (MUTCD)
U.S. DEPARTMENT OF TRANSPORTATION AND NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION SUPPLEMENT.
3. IF ACCESSIBLE ROUTE IS A RAISED SIDEWALK AREA, THEN
RAMPS ARE REQUIRED AT LOADING ZONE AREA.
1
C9.1
BEVELED EDGE TO BE INSTALLED
WHERE ASPHALT PAVEMENT
ADJOINS EARTH, GRAVEL OR OTHER
NON- PAVED AREAS
■
01PARKING
DISABLED
PASSENGER
LOADING
ONLY
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MUTCD
R7-1
12"x18"
REQUIRED ACCESSIBLE
RESERVED PARKING SIGN
HANDICAP SIGN HANDICAP SIGN
R 7-8, 12"X18") R 7-8, 12"X18")
RESERVED
PARKING 1'
R7 -8a FORMED HOLE FOR #4 REINFORCING BAR
12"x18" 2' MIN. LENGTH (TYP. EA. PARKING CHOCK)
DRIVE REBAR FLUSH WITH TOP OF CHOCK.
30'TYP
WHEEL STOP WHEEL STOP
MAXIMUM R7 -8D (TYP.) (TYP.) 30`TYP
PENALTY 12"x9"
$ 250 4"�
:A2' TYP. :12' TYP.
SEE STANDARD NO. 50.1 OC 19-0' 19-0'
FOR SUPPLEMENTAL SIGN DETAIL
2"x 2"x .188" STEEL TUBE
EXTEND INTO CONCRETE FILLED
PIPE 2'-0". PROVIDE WELDED
WATERTIGHT CAP. PAINT P&L
#6118 BLACK COFFEE
PAINT PIPE BASE YELLOW
PAVEMENT
6"0 STD. STEEL PIPE
FILLED w/CONC.
#6-14" LONG BARS EACH -
WAY THRU PIPE
1'-6"0 CONC. BASE
HANDICAP SIGNAGE
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ASPHALT PAVEMENT FOR PARKING AREA
010 3/4"
TOP VIEW
NOT TO SCALE
5/8" STEEL
ROD
7
C9.1
FRONT VIEW
NOT TO SCALE
4"
NOT TO SCALE
CAST ALUMIl'
KEYED LOCK
PROTECTIVE
PLASTIC
SLEEVE
SPUN ALUMINUM
COVER RING
6" STRUCTURAL
STEEL PIPE
(6 5/8" DIA.)
RADE
GALVANIZED SOCKET
WITH SELF—STORINC
COVER PLATE
PVC CAI
SIDE VIEW
NOT TO SCALE
NOTES:
INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS.
6 IN. REMOVABLE BOLLARD WITH SLEEVE
NOT TO SCALE
tESERVED
PARKING f�
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C:?iQi7ii
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CONCRETE WHEEL STOP
z3 CONCRETE WHEEL STOP
2 HANDICAP PARKING PAVEMENT MARKINGS Cg 1 NOT TO SCALE
I
C9.1 NOT TO SCALE
NOTE:
HANDICAPPED PARKING SIGN SHALL CONFORM WITH
CURRENT STATE AND LOCAL CODES AND REGULATIONS.
5
C9.1
2'-6" STANDARD CURB AND GUTTER
GRASSED STRIP PROPOSED SIDEWALK
(3500 P.S.I.)
1/4"/FT 1/4"/FT 1/4"/FT
COMPACTED TO A DENSITY
OF NO LESS THAN 95%
MOO
TYPICAL SECTION
NOT TO SCALE
1/8" R
TRANSVERSE EXPANSION JOINT
NOTES:
1. TRANSVERSE EXPANSION JOINTS TO BE A MAXIMUM OF 50 FEET.
2. ALL CONCRETE TO BE 3500 PSI AND FINISHED WITH CURING COMPOUND.
CONCRETE SIDEWALK
NOT TO SCALE
RAMP WIDTH AREA
IS VARIABLE
0 0 0 0 0 0 0.45"R
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NOT TO SCALE
PRELIMINARY;
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Revisions
No.
Date
Project Number:
1634
Date: 10.12.2018
Drawn by:
BAS
MISCELLANEOUS
DETAILS
Sheet Number:
C901
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SEDIMENT CONTROL STONE
STRUCTURAL ST(
1
C9.2
FLOW
1' MIN
PLAN
2/3 CHANNEL
WIDTH
SECTION A -A
J
NOTE
USE CLASS B EROSION CONTROL STONE
FOR STRUCTURAL STONE.
USE NO. 5 OR NO. 57 STONE FOR SEDIMENT
CONTROL.
1' MIN
12"
H = 2' MI��ooboo3o
s
s
SECTION B -B
TEMPORARY ROCK SILT CHECK TYPE A
NTS
TOP OF DITCH SLOPE
BASE OF DITCH FOR -V- DITCH
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PLAN
TOP OF DITCH SLOPE —
BASE OF DITCH FLOW LINE LENGTH IN FEET EQUALS TWICE THE WIDTH
MINIMUM BASE OF DITCH FLOW LINE
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C9.2
ELEVATION
SILT BASIN TYPE B
NTS
NOTES
EXCAVATE TEMPORARY DIVERSION WITH NON -VERTICAL SIDE SLOPES AND NOT
GREATER THAN 1.5:1 SLOPE.
SEED BERM CREATED BY COMPACTED SOIL AS DIRECTED.
COMPACTED SOIL
7
C9.2
2' MINIMUM
- MINIMUM
rl�ff aA
6' TYPICAL
CROSS SECTIONAL VIEW
TEMPORARY DIVERSION DITCH
NTS
TEE -RISER SECTION
SKIMMER
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CLASS B STONE PAD—*' ANTI -FLOTATION
(4' x 4' x 1' MIN.) (CLASS 'B' STONE)
TEE -RISER SECTIO
i
ANTI -FLOTATION
(CLASS 'B' STONE)
CONCRETE GROUT
(SQUARE DIM.)I
ALTERNATE ANTI -FLOTATION METHOD
2
C9.2
TEMP.
DITCH
TEE -RISER
TOP OF EMBANKMENT
k
W SPILLWAY
* ALL PIPE SECTIONS
CORRUGATED
PIPE
�__JT,
SQUARE STEEL PLATE REMOVE ORGANIC MATERIAL & ROOT MAT
1/4" THICK (WELDED FROM BENEATH EMBANKMENT
TO TEE SECTION)
SECTIONAL VIEW
TnP nP FRAPAMIMPKIT
OUTLET PIPE
X1/4" THICK SQUARE STEEL PLATE
(WELDED TO TEE SECTION)
RISER BASIN
NTS
- - - - - - - -
B
— OVERFLOW SPILLWAY
(MUST BE CONSTRUCTED
IN NATURAL GROUND)
DRAPE BAFFLE MATERIAL OVER WIRE STRAND
AND SECURE WITH PLASTIC TIES AT POSTS
AND ON WIRE EVERY 12"
9 GAUGE MIN HIGH
TENSION WIRE STRAND /
SHALL BE SECURED
TO POST TO SUPPORT 3'
BAFFLE MATERIAL I
NOTES:
I �
I I
I �
BAFFLE MATERIAL
#4 BAR LAYOUT SHOWN IS SUGGESTED: HOWEVER, 1. INSTALL THREE(3) COIR FIBER
OTHER LAYOUTS MAY BE USED PROVIDED OPENINGS BAFFLES IN SILT BASINS AND SEDIMENT
ARE 64"± SQ. IN AREA
TRASH RACK DETAIL
NOTES:
EDGE OF PAVEMENT USE CLASS B EROSION CONTROL STONE FOR
STRUCTURAL STONE.
Q��ooQ�c THE ENGINEER MAY DIRECT THE OPTION OF
e CLASS A STONE FOR SITES HAVING LESS THAN
STRUCTURAL STONE ONE (1) ACRE DRAINAGE AREA AND A DITCH
BACK GRADE LESS THAN 3%.
SLOPE
USE NO. 5 OR NO. 57 STONE FOR SEDIMENT
CONTROL. PLACE SEDIMENT CONTROL STONE
ISOMETRIC VIEW AS DIRECTED.
MIN.NATURAL GROUND
fl'
CROSS SECTION
VEE DITCH
BASE OF DITCH
NATURAL GROUND 12" 12" MIN.
1' MIN. SEDIMENT
TRAP
FLOW
--------
------ -
----------------
OPTIONAL TYPE B ; 4'-6"
CROSS SECTION SILT BASIN �^
TRAPEZOIDAL DITCH
ELEVATION VIEW
5
C9.2
FLOW
TEMPORARY ROCK SILT CHECK TYPE B
NTS
6" MIN.
TEE -RISER
DAMS AT DRAINAGE OUTLETS WITH A
SPACING OF 1/4 THE BASIN LENGTH.
2. TWO(2) COIR FIBER BAFFLES CAN BE
INSTALLED IN SILT BASINS AND DAMS
LESS THAN 20 FT. IN LENGTH WITH A
SPACING OF 1/3 THE BASIN LENGTH.
3. TOP HEIGHT OF COIR FIBER BAFFLES
SHALL NOT BE BELOW BASE OF EMERGENCY
NOT TO SCALE SPILLWAY ELEVATION.
4' MAX.
SECURE BOTTOM OF BAFFLE
TO GROUND WITH 12" STAPLES
AT 12" MAXIMUM SPACING
11 GAUGE
LANDSCAPE
STAPLE
3 COIR FIBER BAFFLE
C9.2
15"-16"
ISOMETRIC VIEW
2' WOODEN
NTS
BAFFLE MATERIAL
iI iii
I
STEEL POST - 2'-0" DEPTH
BAFFLE MATERIAL SHALL BE SECURED
TO THE BOTTOM AND SIDES OF BASIN
USING 12" LANDSCAPE STAPLES
NOTES:
USE MINIMUM 18 IN. NOMINAL DIAMETER EXCELSIOR WATTLE
AND LENGTH OF 10 FT.
EXCAVATE A 2 TO 3 INCH TRENCH FOR WATTLE TO BE PLACED.
DO NOT PLACE WATTLES ON TOE OF SLOPE.
AL
USE 2 FT. WOODEN STAKES WITH A 2 IN. BY 2 IN. NOMINAL
CROSS SECTION.
INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE
STAKES AT AN ANGLE TO WEDGE WATTLE TO GROUND.
PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL WIRE
FORMED INTO A U SHAPE NOT LESS THAN 12" IN LENGTH.
INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON
BOTH SIDES OF WATTLE AND AT EACH END TO SECURE IT TO THE SOIL.
FOR BREAKS ALONG LARGE SLOPES, USE MAXIMUM SPACING OF 20 FT.
FRONT VIEW
6
C9.2
SEE INSET A
FILL cc
INSET A
2"-3" TRENCH
18" WATTLE
WATTLE BARRIER DETAIL
NTS
U U VV INC) L u r r- J I HF\C
TOP VIEW
PRELIMINARY;
NOT FOR CONSTRUCTION
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Revisions
w
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No.
Date
U
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Project Number: 1634
Date: 10.12.2018
Drawn by: BAS
MISCELLANEOUS
DETAILS
Sheet Number:
c9m2
U
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0
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Diversion Ridge
Grade -A.._ >2%
Geotextile
fabric
PLAN VIEW
.::::.:...:.::............... .
INSTALLATION: 1. PLACE NON -WOVEN GEOTEXTILE FABRIC ON GRADED FOUNDATION BENEATH STONE TO IMPROVE STABILITY.
2. AVOID CURVES IN PUBLIC ROADS AND STEEP SLOPES. REMOVE ALL VEGETATION AND OTHER OBJECTIONAL
MATERIAL FROM THE FOUNDATION AREA. GRADE AND CROWN FOUNDATION FOR POSITIVE DRAINAGE.
3. IF THE SLOPE TOWARD THE ROAD EXCEEDS 2%, CONSTRUCT A RIDGE, 6 TO 8 INCHES HIGH WITH 3:1 SIDE SLOPES,
ACROSS THE FOUNDATION APPROXIMATELY 15 FEET FROM THE ENTRANCE TO DIVERT FUNOFF AWAY FROM THE
PUBLIC ROAD.
4. INSTALL PIPE UNDER PAD IF NEEDED TO MAINTAIN PROPER PUBLIC ROAD DRAINAGE.
MAINTENANCE: MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING SITE. THIS MAY REQUIRE
PERIODIC TOPDRESSING WITH 2 -INCH STONE. AFTER EACH RAINFALL EVENT, INSPECT ANY STRUCTURE USED TO TRAP
SEDIMENT AND CLEAN OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTS AND MATERIALS SPILLED, WASHED OR
TRACKED ONTO PUBLIC ROADWAYS.
1
C9.3
TEMPORARY CONSTRUCTION ENTRANCE
NTS
August 4, 2011
WIRE FENCE
6' max.
PLASTIC OR NATURAL
STEEL POSTWIRE FENCE WIRE TIES GROUND
FILTER
STEEL POST FABRIC BACKFILL TRENCH
AND COMPACT
THOROUGHLY
PLASTIC OR
WIRE TIES \/ - • , UPSLOPE p
• 3 Do
NATURAL / - min• 8" min. A p p p p p A
GROUND 24" . • ,
8" DOWN & 4" \\ \ j� ��\\ / • • /
24" \%/\\\//\ FORWARD ALONG FILTER
TRENCH \� i FABRIC i
p p
TYPICAL ELEVATION VIEW SQUARE TRENCH - SECTION VIEW 1
CONDITIONS WHERE SEDIMENT FENCE SHOULD BE PLACED ALONG TOPOGRAPHIC ELEVATION
CONTOURS, WHERE IT CAN INTERCEPT STORMWATER RUNOFF THAT IS IN
PRACTICE APPLIES:
DISPERSED SHEET FLOW. SEDIMENT FENCE SHOULD NOT BE USED ALONE
BELOW GRADED SLOPES GREATER THAN 10 FEET IN HEIGHT OR IN
CONCENTRATED FLOW AREAS.
PLANNING TIE THE ENDS OF A SEDIMENT FENCE INTO HIGHER GROUND TO PREVENT FLOW
CONSIDERATIONS: AROUND THE END OF THE FENCE BEFORE THE POOL REACHES DESIGN LEVEL.
CURLING EACH END OF THE FENCE UPHILL IN A "J" PATTERN MAY BE
APPROPRIATE TO PREVENT END FLOW.
A SEDIMENT FENCE ACTS AS A DIVERSION IF PLACED SLIGHTLY OFF THE
CONTOUR. A MAXIMUM SLOPE OF 2 PERCENT IS RECOMMENDED.
THE ANCHORING OF THE TOE OF THE FENCE SHOULD BE REINFORCED WITH 12
INCHES OF NCDOT #5 WASHED STONE WHEN FLOW WILL RUN PARALLEL TO
THE TOE OF THE FENCE. THE TOE OF THE FABRIC MUST BE ANCHORED IN A
TRENCH BACK FILLED WITH COMPACTED EARTH.
PROVIDE A RIPRAP SPLASH PAD OR OTHER OUTLET PROTECTION DEVICE FOR
ANY POINT WHERE FLOW MAY OVERTOP THE SEDIMENT FENCE, SUCH AS
NATURAL DEPRESSIONS OR SWALES. ENSURE THAT THE MAXIMUM HEIGHT OF
THE FENCE AT A PROTECTED, REINFORCED OUTLET DOES NOT EXCEED 2 FEET
AND THAT SUPPORT POST SPACING DOES NOT EXCEED 4 FEET.
NOTE: WOODEN STAKES MUST BE APPROVED BY ENGINEER OR SPECIFICALLY
NOTED IN PLANS.
MAINTENANCE: INSPECT TEMPORARY SEDIMENT TRAPS AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT RAIN EVENT AND REPAIR IMMEDIATELY.
SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR
BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE
VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE.
TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND
BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING
DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
INSTALLATION:
1. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE
THE GROUND SURFACE.
2. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE
BARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER
CLOTH OLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO THE NEXT POST.
3. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE
UPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM OF THE
TRENCH. FASTEN THE WIRE REINFORCEMENT, THEN FABRIC ON THE UPSLOPE SIDE OF THE
FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE
STRENGTH.
WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET APART.
SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND A MINIMUM OF 24 INCHES.
4. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESH
SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC DIRECTLY TO POSTS.
5. INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON STANDARD
APPLICATIONS.
6. WRAP APPROXIMATELY 6 INCHES OF FABRIC AROUND THE END POSTS AND SECURE WITH 3
TIES.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE
PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT.
THOROUGH COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE PERFORMANCE.
I La _I
La _
r'
FILTER BLANKET
SECTION A- A
t T
NOTE:
FOR CALCULATION PURPOSES
CLASS "B" RIP RAP = 100 LBS./FT
CLASS I RIP RAP = 105 LBS./FT
NOTES:
1. LA IS THE LENGTH OF THE RIP RAP APRON
2. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER
BUT NOT LESS THAN 6".
3. IN WELL DEFINED CHANNEL EXTEND THE
APRON UP THE CHANNEL BANKS TO AN
ELEVATION OF 6" ABOVE THE MAXIMUM
TAILWATER DEPTH OR TO THE TOP OF
THE BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC
SHOULD BE INSTALLED BETWEEN THE
RIP RAP AND SOIL FOUNDATION.
MAINTENANCE: INSPECT RIPRAP OUTLETS STRUCTURES WEEKLY AND AFTER
RAIN EVENTS TO SEE IF ANY EROSION AROUND OR BELOW
THE RIP RAP HAS TAKEN PLACE OR IF STONES HAVE BEEN
DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO
PREVENT FURTHER DAMAGE.
Major Elements of DWQ Construction General Permit
2 SEDIMENT FENCE 3 RIP RAP OUTLET PROTECTION
This document contains the major elements of the recently -revised North Carolina Division of Water Quality (DWQ) Construction
General Permit (NCGOI) with emphasis placed on those elements that differ from the previous permit (expiration on August 2, �9.3 NTS G'�.3 NTS
2011). Since the summary list below cannot contain details of every change, the complete Permit should be used to assure full
implementation. See: http://portal.ncdenr.org/web/wq/ws/su/construction
1) Ground Stabilization*
Site Area
Stabilization
Stabilization Time
Description
Time Frame
Frame Exceptions
• Perimeter dikes.
U) C
swales, ditches
7 days
None
and slopes
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• High Quality
Water (HQN%')
7 days
None
Zones
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If slopes are 10' or
• Slopes steeper
7 days
less in length and are
than 3:1
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14 days are allowed.
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7 -days for slopes
• Slopes 3:1 or
14 days
greater than 50 feet
flatter
in length
O
None
• All other areas
(except for
with slopes flatter
14 days
perimeters and
than 4:1
HQW Zones)
'Extensions of time may be approved by the permitting authority
based on weather or other site-specific conditions that make compliance
impracticable." (Section ll.B(2)(b))
The major change in the Permit from the previous one is the shorter
times to apply ground stabilization such as mulch, wheat straw, or
grasses. The NC laws and rules relating to the Sediment Act require,
in most places, ground stabilization within 21 days. Based on the new
EPA requirements and 9 -months' work with a permit advisory group,
CTAG, the Division and EPA -developed permit, now contains
requirements for ground cover within 14. and in some places, 7 days.
2) Building Wastes Handling
• No paint or liquid wastes in stream or storm drains
• Dedicated areas for demolition, construction and other
wastes must be located 50' from storm drains and streams
unless no reasonable alternatives available.
• Earthen -material stockpiles must be located 50' from storm
drains and streams unless no reasonable alternatives
available.
• Concrete materials must be controlled to avoid contact with
surface waters, wetlands, or buffers.
3) Discharges to Federally -listed Waters
• Requirements are the same as in previous permit.
• The permit allows reduction from the 20 acre minimum if
the Director of DWQ determines that other BMPs provide
equivalent protection.
Major Elements of DWQ Construction General Permit- Continued
4) Inspections
• Same weekly inspection requirements
• Same rain gauge & inspections after 0.5" rain event
• Inspections are only required during "normal business
hours"
• Inspection reports must be available on-site during
business hours unless a site-specific exemption is
approved.
• Records must be kept for 3 years and available upon
request.
• Electronically -available records may be substituted
under certain conditions.
5) Implementation of New Permit Conditions
• Projects permitted under the previous permit can
continue to follow the previously -permitted conditions.
• Complete applications received prior to August 3, 2011
can follow conditions of approved application.
• Applications received after August 2, 2011 must comply
with new permit conditions.
1
August 4, 2011
6) Conditions in Erosion & Sedimentation Control Plans*
Designation on the plans where the 7 and 14 -day ground
stabilization requirements of the NPDES permit apply
Designation on the plans where basins that comply with the
surface -withdrawal requirements of the NPDES permit are
located.
7) Building Wastes Handling
• No paint or liquid wastes in stream or storm drains
• Dedicated areas for demolition, construction and other
wastes located 50' from storm drains and streams unless
no reasonable alternatives are available.
• Earthen -material stockpiles located 50' from storm
drains unless no reasonable alternatives available.
• Concrete materials must be controlled to avoid contact
with surface waters, wetlands, or buffers.
8) Sediment Basins
• Outlet structures must withdraw from basin surface
unless drainage area is less than 1 acre.
• Use only DWQ-approved flocculants.
*In order for the E&SC Plan to satisfy the conditions of the Construction General permit, it must identify areas where the ground stabilization requirements apply and the
location of the basins where the surface -withdrawal requirements apply.
Document prepared by the Division of Water Quality
2
CONSTRUCTION SCHEDULE
1. OBTAIN PLAN APPROVAL AND OTHER APPLICABLE PERMITS AS NECESSARY.
2. FLAG THE CLEARING LIMITS FOR PROTECTION.
3. ATTEND THE PRECONSTRUCTION CONFERENCE PRIOR TO STARTING CONSTRUCTION.
4. CONTRACTOR SHALL NOTIFY THE NCDEQ OFFICE ARO/LQ INSPECTOR PRIOR TO COMMENCEMENT OF LAND
DISTURBING ACTIVITY.
5. INSTALL SEDIMENT TRAPS, DETENTION BASIN AND SILT FENCE AT THE FIRST CONSTRUCTION ACTIVITY.
6. INSTALL ALL STORM DRAIN INLET PROTECTION AND TEMPORARY GRAVEL CONSTRUCTION ENTRANCE.
7. COMPLETE SITE CLEARING.
8. ROUGH GRADE SITE, STOCKPILE TOPSOIL, CONSTRUCT CHANNELS, INSTALL SEDIMENT TRAP, AND INSTALL
SEDIMENT FENCE AS NEEDED. MAINTAIN DIVERSIONS ALONG TOP OF FILL SLOPE DAILY.
9. COMPLETE FINAL GRADING FOR BUILDINGS, ENTRANCES AND PARKING AND STABILIZE WITH STONE.
10. COMPLETE FINAL GRADING OF GROUNDS, PLACE TOPSOIL, AND RIPRAP OUTLETS.
11. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE INSPECTED WEEKLY AND AFTER RAINFALL
EVENTS. NEEDED REPAIRS SHALL BE MADE IMMEDIATELY.
12. AFTER SITE IS STABILIZED, REMOVE ALL TEMPORARY MEASURES AND INSTALL PERMANENT VEGETATION
ON THE DISTURBED AREAS.
13. ONCE FINAL STABILIZATION HAS OCCURRED, CONTRACTOR SHALL NOTIFY THE NCDEQ OFFICE ARO/LQ
INSPECTOR PRIOR TO REMOVAL OF EROSION CONTROL DEVICES.
MAINTENANCE PLAN
1. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CHECKED FOR STABILITY AND OPERATION
FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL BUT IN NO CASE LESS THAN ONCE EVERY WEEK.
ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY TO MAINTAIN ALL PRACTICES AS DESIGNED.
2. SEDIMENT SHALL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES ABOUT 0.5 FEET
DEEP AT THE FENCE. THE SEDIMENT FENCE SHALL BE REPAIRED AS NECESSARY TO MAINTAIN BARRIER.
EROSION CONTROL PLAN
1. INSTALL SILT FENCING AS SHOWN. STRIP TOPSOIL FROM ALL CUT OR FILL AREAS AND STOCKPILE THEN
PROCEED CONTINUOUSLY WITH SITE GRADING.
2. CONSTRUCT DRAINAGE PIPING. MAINTAIN SILT FENCING IN GOOD CONDITION UNTIL NEW SURFACE COVER
IS ESTABLISHED. PLACE CRUSHED AGGREGATE BASE COURSE ON PAVING AND OTHER REQUIRED AREAS AT
EARLIEST POSSIBLE DATE.
3. ON ALL DISTURBED AREAS, CONSTRUCT TO FINAL GRADE, SPREAD TOPSOIL, FERTILIZE, SEED AND MULCH.
GROUND COVER SHALL BE ESTABLISHED WITHIN 15 WORKING DAYS OR 21 CALENDAR DAYS OF
COMPLETING ANY PHASE OF GRADE WORK, WHICHEVER IS SHORTER.
4. WHEN GROUND COVER IS ESTABLISHED, REMOVE SILT FENCING AND FERTILIZE, SEED, AND MULCH IN
ACCORDANCE WITH SEEDING SCHEDULE.
5. PAVE AS SOON AS POSSIBLE AFTER BASE COURSE HAS SET UP AND IS DETERMINED TO BE STABLE.
6. CONTRACTOR SHALL CONTROL DUST AT ALL TIMES AND COMPLY WITH ALL ORDINANCES REGARDING DUST
CONTROL.
TOP OF SIL'
MUST BE A'
ABOVE THE
THE WASHEI
STEEL POST SET
MAX 2' APART MIN
2' INTO SOLID GROUND
FRONT VIEW
STEEL POST
WOVEN WIRE FABRIC
HARDWARE CLOTH --
FILTER OF #57
WASHED STONE
16"MIN
/3' FILTER FABRIC APRON
ON GROUND
BURY 6" UPPER EDGE OF
BURY WIRE FENCE AND 4" FILTER FABRIC APRON IN TRENCH
HARDWARE CLOTH
SECTION VIEW
NOTES: 1. HARDWARE CLOTH SHALL BE ANCHORED TO THE STEEL POSTS SECURELY USING APPROPRIATE ANCHORS. HARDWARE CLOTH SHALL BE
KEYED IN A MINIMUM OF 12 INCHES IN LENGTH AND BACKFILLED PROPERLY AS SHOWN IN ABOVE DETAIL.
2. POSTS SHALL BE NO MORE THAN 4' APART.
3. SITE OUTLETS AT ANY POINT SHALL BE WHERE CONCENTRATED FLOWS ARE ANTICIPATED AND AT THE DIRECTION OF THE INSPECTOR.
4. ONE ACRE DRAINAGE AREA PER OUTLET.
MAINTENANCE: 1. OUTLETS SHALL BE INSPECTED BY THE FINANCIALLY RESPONSIBLE PARTY OR THEIR AGENT IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST
DAILY DURING PROLONGED RAINFALL. ANY REPAIRS SHALL BE MADE IMMEDIATELY.
2. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH HALF THE HEIGHT OF THE STONE OUTLET.
3. REPLACE STONE AS NEEDED TO ENSURE DEWATERING.
4. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE SILT FENCE OUTLET IS REMOVED SHALL BE DRESSED TO CONFORM TO THE EXISTING
GRADE, PREPARED AND SEEDED.
4
C9.3
SILT FENCE OUTLET
NTS
PRELIMINARY;
NOT FOR CONSTRUCTION
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Revisions
No. -T
Date
Project Number:
1634
Date: 10.12.2018
Drawn by:
BAS
MISCELLANEOUS
DETAILS
Sheet Number:
C903
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NOTES: 1. SLOPE SURFACE SHALL BE SMOOTH BEFORE PLACEMENT FOR PROPER SOIL CONTACT.
ANCHOR IN 6"x6" MIN. TRENCH
AND STAPLE AT 12" INTERVALS
v11\1. 6" OVERLAP
OVERLAPS
SPACING
LJ I.IIVV IVI f-% I�RIAL DOWN TO LEVEL AREA,
TURN END UNDER 4" AND STAPLE AT
12" INTERVALS
2. IF THERE IS A BERM AT THE TOP OF SLOPE, ANCHOR UPSLOPE OF THE BERM.
3. DO NOT STRETCH BLAKETS/MATTING TIGHT. ALLOW THE ROLLS TO CONFORM TO ANY IRREGULARITIES.
4. STAPLING PATTERN PER MANUFACTURERS RECOMMENDATIONS.
5. LIME, FERTILIZE AND SEED BEFORE INSTALLATION. PLANTING OF SHRUBS, TREES, ETC. SHOULD OCCUR AFTER INSTALLATION.
MAINTENANCE: 1. INSPECT ROLLED EROSION CONTROL PRODUCTS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT RAIN FALL EVENT. REPAIR IMMEDIATELY
2. GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT OCCUR BENEATH THE RECP.
3. ANY AREAS OF THE RECP THAT ARE DAMAGED OR NOT IN CLOSE CONTACT WITH THE GROUND SHALL BE REPAIRED AND STAPLED.
4. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE FIXED AND THE ERODED AREA PROTECTED.
5. MONITOR AND REPAIR THE RECP AS NECESSARY UNTIL GROUND COVER IS ESTABLISHED.
1
C9.4
MATTING INSTALLATION
NTS
PERMANENT DITCH SCHEDULE
DITCH
V�FOCSTY
(F)
(�)
(T)
T MAT
GRASSED SWALE
1.8
10
0.66
5
X
TOP WIDTH (W)
X
I
%M1
III_IIDEPIHOF FLOW (D)
1=1 I I=1I I I=1 I I=111-
1, ,—I I I I-1 I I-1 I I �_ —
IIIII—IIII�
DEFINITION: A PERMANENT RIDGE OR EXCAVATED CHANNEL OR COMBINATION RIDGE AND CHANNEL CONSTRUCTED ON A DESIGNED
GRADE ACROSS SLOPING LAND.
PURPOSE: TO DIVERT WATER FROM AREAS WHERE IT IS IN EXCESS TO LOCATIONS WHERE IT CAN BE USED OR RELEASED WITHOUT
EROSION OR FLOOD DAMAGE.
CONDITIONS WHERE THIS PERMANENT SITE DEVELOPMENT PRACTICE APPLIES TO CONSTRUCTION AREAS WHERE RUNOFF CAN BE DIVERTED AND
PRACTICE APPLIES: USED OR DISPOSED OF SAFELY TO PREVENT FLOOD DAMAGE OR EROSION AND SEDIMENTATION DAMAGE. SPECIFIC
LOCATIONS AND CONDITIONS INCLUDE:
—ABOVE STEEP SLOPES TO LIMIT SURFACE RUNOFF ONTO THE SLOPE;
—ACROSS LONG SLOPES TO REDUCE SLOPE LENGTH TO PREVENT GULLY EROSION;
—BELOW STEEP GRADES WHERE FLOODING, SEEPAGE PROBLEMS OR SEDIMENT DEPOSITION MAY OCCUR;
—AROUND BUILDINGS OR AREAS THAT ARE SUBJECT TO DAMAGE FROM RUNOFF.
PLANNING CONSIDERATIONS: PERMANENT DIVERSIONS SHOULD BE PLANNED AS PART OF INITIAL SITE DEVELOPMENT. THEY ARE PRINCIPALLY RUNOFF
CONTROL MEASURES THAT SUBDIVIDE THE SITE INTO SPECIFIC DRAINAGE AREAS. PERMANENT DIVERSIONS CAN BE
INSTALLED AS TEMPORARY DIVERSIONS UNTIL THE SITE IS STABILIZED THEN COMPLETED AS A PERMANENT MEASURE, OR
THEY CAN BE INSTALLED IN FINAL FORM DURING THE INITIAL CONSTRUCTION OPERATION. THE AMOUNT OF SEDIMENT
ANTICIPATED AND THE MAINTENANCE REQUIRED AS A RESULT OF CONSTRUCTION OPERATIONS WILL DETERMINE WHICH
APPROACH SHOULD BE USED. STABILIZE PERMANENT DIVERSIONS WITH VEGETATION OR MATERIALS SUCH AS RIPRAP,
PAVING STONE, OR CONCRETE AS SOON AS POSSIBLE AFTER INSTALLATION. BASE THE LOCATION, TYPE OF
STABILIZATION, AND DIVERSION CONFIGURATION ON FINAL SITE CONDITIONS. EVALUATE FUNCTION, NEED, VELOCITY
CONTROL, OUTLET STABILITY, AND SITE AESTHETICS. WHEN PROPERLY LOCATED, LAND FORMS SUCH AS LANDSCAPE
ISLANDS, SWALES OR RIDGES CAN BE USED EFFECTIVELY AS PERMANENT DIVERSIONS. BASE THE CAPACITY OF A
DIVERSION ON THE RUNOFF CHARACTERISTICS OF THE SITE AND THE POTENTIAL DAMAGE AFTER DEVELOPMENT. CONSIDER
DESIGNING AN EMERGENCY OVERFLOW SECTION OR BYPASS AREA TO LIMIT DAMAGE FROM STORMS THAT EXCEED THE
DESIGN STORM. THE OVERFLOW SECTION MAY BE DESIGNED AS A WEIR WITH RIPRAP PROTECTION.
MAINTENANCE: INSPECT PERMANENT DIVERSIONS AFTER EVERY RAINFALL DURING THE CONSTRUCTION OPERATION. IMMEDIATELY REMOVE
ANY OBSTRUCTIONS FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CHECK OUTLETS AND MAKE TIMELY
REPAIRS AS NEEDED. MAINTAIN THE VEGETATION IN A VIGOROUS, HEALTHY CONDITION AT ALL TIMES.
3
C9.4
PERMANENT DITCH
NOTE:
1. SEDIMENT FENCE MATERIAL MAY BE USED TO BUILD FENCE.
2. DRIVE STAKES FIRMLY INTO GROUND AT LEAST 12"
2
C9.4
TREE PRESERVATION
NOT TO SCALE
SPACING BETWEEN CHECK DAMS
L = DISTANCE SUCH THAT POINTS A AND B ARE OF EQUAL
FI FVATI()N
12"
#5
FILTER FMID F\Il.
CHECK DAM SPACING REQUIREMENTS
NTS
nl A (`C` n
CROSS SECTION
2'-0"
1.5 Fl.
MIN.
0�0 9" MIN 0000
O O OO OQ
0 000
QoQO 000000
oQoQooQ000000
FILTER FABRIC OOO�O�O�O�OQ
Oa�a�o0
STONE SECTION
CONSTRUCTION 1. PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLAN ON A FILTER FABRIC FOUNDATION.
SPECIFICATIONS: 2. KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATRUAL GROUND LEVEL WHERE THE
DAM ABUTS THE CHANNEL BANKS.
3. EXTEND STONE AT LEAST 1.5 FT BEYOND THE DITCH BANKS TO KEEP OVERFLOW WATER FROM
UNDERCUTTING THE DAM AS IT RE—ENTERS THE CHANNEL.
4. SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OF THE LOWER DAM IS
THE SAME AS THE TOE ELEVATION OF THE UPPER DAM.
5. PROTECT THE CHANNEL DOWNSTREAM FROM THE LOWEST CHECK DAM, CONSIDERING THAT WATER WILL
FLOW OVER AND AROUND THE DAM.
6. MAKE SURE THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS STABLE.
7. ENSURE THAT THE CHANNEL APPURTENANCES, SUCH AS CULVERT ENTRANCES BELOW CHECK DAMS,
ARE NOT SUBJECT TO DAMAGE OR BLOCKAGE FROM DISPLACED STONES.
MAINTENANCE: INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE AFTER EACH RUNOFF EVENT.
ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THE CHECK DAM AND EROSION FROM HIGH FLOWS
AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF SIGNIFICANT EROSION
OCCURS BETWEEN DAMS, INSTALL A PROTECTIVE RIP RAP LINER IN THAT PORTION OF THE CHANNEL.
REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO CHANNEL
VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE CHECK DAM, AND PREVENT LARGE
FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD STONES TO DAM AS NEEDED TO MAINTAIN
DESIGN HEIGHT AND CROSS SECTION.
Q
TEMPORARY CHECK DAM
NTS
PERMANENT SEEDING SCHEDULE
See landscape plans for information regarding seeding
TEMPORARY SEEDING
See landscape plans for information regarding seeding
PRELIMINARY;
NOT FOR CONSTRUCTION
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Revisions
No.
Date
Project Number:
1634
Date: 10.12.2018
Drawn by:
BAS
MISCELLANEOUS
DETAILS
Sheet Number:
C9m4
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2
C9.5
PRESSURE MONITORING PORT
AND PRESSURE GAUGE PER
STANDARD DETAIL
4'
E
VISITORS' CENTER
APPROXIMATE INV. ELEV. 1306'.
NOTIFY ENGINEER IF THIS ELEVATION
IS LOWER THAN ELEV. 1305.80'
ZOELLER 4" RISER AND CAP
2'-0" ABOVE F.G. ELEV. TYP.
F.G. ELEV. 1309.00'
TOP LID
ELEV. 1309.25'
FINISHED GRADE
ELEV. 1309'
1305.40INV.: 1304.00'
6" PVC
SEWER LINE
6" PVC
SEWER LINE
FINISHED GRADE
ELEV. 1309'
JLVVLN LINL Jnlvl Inl\ I IVl nlvl IVLL Iv. I •_._--
6" PVC SEWER LINE
BIOTUBE
INV.: 1304.20' EFFLUENT DUPLEX SUBMERSIBLE
SANITARY MANHOLE NO. 2
INV.: 1303.80' FILTER PUMPS
IIIII III III IIIIIII' r �
I ' L F.G. ELEV.
-III III-
�9.
ZOELLER SPLITTER SYSTEM
3" PVC INLET PIPE FROM MODEL P/N 173-0005 OR
HYDROSPLITTER VAULT m EQUAL WITH 3" PIPE SEALS.
3" TYP. DROP U
COUPLING
3" PVC OUTLET TO DRAIN CAP
FIELD ON BOTH SIDES
NITRIFICATION LINE FLOW SPLITTER DETAIL
2" ARI D-020
COMBINATION SEWAGE AIR
VALVES OR EQUAL
a \
2Y2" BALL VALVE ----\
2Y2" PVC SCH 40 e
FORCE MAIN FROM
DOSING PUMPS
vd
0
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d
DRAINFIELD
ADAPTER
(TYP.) o
A
d
v
A-1
3" OBSERVATION PORT (TEE WITH
EXTENSION BROUGHT TO GRADE WITH
REMOVABLE CAP (TYP. SEVEN (7) PLACES)
(2) ALUMINUM ACCESS -
DOORS. HALLIDAY MODEL
PRESSURE GAUGE WIS3648 OR EQUAL WITH
STANDARD DETAIL PADLOCK AND HASP
(0-15 PSI RANGE)
°
5' LONGILEAgI
PRESSURE MONIT01 I I a
TU B
INSTALL PRESSURE
MONITORING PORT
AND GAUGE
2Y2" BALL VALVE °d
0
I
2Y2" PVC SCH 40
FORCE MAIN FROM
DOSING PUMPS
INV. ELEV.: 1306.75'
HOSE
FITTING
TYPICAL OF SEVEN (7) UNITS
NOT TO SCALE
SEVEN (7) - Y2"
DISCHARGE FLEXIBLE
CONNECTIONS
O d ° e d e
A ° d e
TRANSPORT LINE v
ADAPTER d
A
2X%3" REDUCING
BUSHING
dL
°e
e °
°d ISOLATION
VALVE (TYP.)
°
SEPTIC TANK EQUALIZATION/PUMP DOSING
SEE SHEET C9.6 TANK NO. 1 (TYP. OF 2)
SEE SHEET C9.6
INV.: 1303.30'
INV.: 1303'
SEPTIC AND DRAINFIELD DISPOSAL SYSTEM SCHEMATIC
NOT TO SCALE
DISCONNECTDISCONNECT TO VISITOR
SWITCH SWITCH BUILDING
REMOVE REMOVE
ALARM PANEL ALARM PANEL
INSIDE VISITOR INSIDE VISITOR
BUILDING BUILDING
(REFER TO (REFER TO
SHT. E2.1) SHT. E2.1)
JUNCTION BOX
(REFER TO
SHT. C9.6)
THERMAL OVERLOAD
WIRING FROM BOTH
PUMPS (TYP.)
ORENCO PRE-ENGINEERED HYDROSPLITTER FLOAT
MODEL HSA300-07-05 OR EQUAL. UNIT SHALL SWITCHES
COMPLY AND BE DESIGNED WITH N.C. STANDARD
PRESSURE MANIFOLD GUIDELINES. SUPPLIER TO
PROVIDE VERIFICATION/CERTIFICATION OF PUMP NO. 1
COMPLIANCE WITH SHOP DRAWING SUBMITTALS.
ACTUAL LAYOUT/ORIENTATION OF HYDROSPLITTER
MAY VARY FROM DETAIL SHOWN. PUMP NO. 2 [
Y2" BALL VALVE (TYP. OF
SEVEN (7) TRUE UNION.
5
3" PVC LINE. TYP. ® SEVEN (7) C9.5
PLACES. INV. ELEV.: 1307'±
PUMP
CONTROL
PANEL NO. 1
(REFER TO
SHT. E1.0 AND
C9.9)
2Y2" PVC SCH
40 FORCE MAIN
INV. ELEV. 1306.0'
INV. ELEV. 1306.75'
HYDRO SPLITTER BOX PER
DETAIL 3/SHEET C9.5
3" TRANSPORT LINES
SCH 40 PVC. TYP. OF
SEVEN (7)
TOP OF VAULT 1310'
F.G. ELEV. 1309.75'
ZOELLER TRU-FLOW SPLITTER
SYSTEM W/ RISER PIPE AND
CAP. TYP. OF SEVEN (7) UNITS.
(NOT SHOWN FOR CLARITY)
FROM VISITOR
BUILDING
REMOVE
PUMP ALARM PANEL
CONTROL INSIDE VISITOR
PANEL NO. 2 LOCAL ALARM BUILDING
(REFER TO PANEL (REFER TO
SHT. E1.0 AND (REFER TO SHT. E2.1)
C9.9) SHT. E1.0 AND
C9.9)
JUNCTION BOX
(REFER TO
SHT. C9.6)
I [111
CONDUIT SEALS
THERMAL OVERLOAD TYPICAL BEFORE
WIRING FROM BOTH AND AFTER EACH
PUMPS (TYP.) JUNCTION BOX
SEPTIC TANK
FLOAT FLOAT
SWITCHES SWITCHES
NOTE:
PUMP N0. 1 1. TIMER SETTINGS FOR PUMP CONTROL PANEL NO. 2 SHALL BE OFFSET BY
3 HOURS TO AVOID TWO (2) PUMPS OPERATING AT THE SAME TIME.
PUMP CYCLES SHALL BE THE SAME FOR BOTH CONTROLLERS.
PUMP NO. 2
6'-0"
110' (NITRIFICATION LINE)
TYP. OF FIFTEEN (15)
F-------------------------- 1
L -------------------------J
3" PVC PIPE (TYP.)
CHAMBER SYSTEM TYP.
------------------------i
-------------------------j
6'- 0" 6'- 0"
.II.
!`I IT InIAIT
SEPTIC SYSTEM CONTROL SCHEMATIC
MOUND SOIL MATERIAL OVER TRENCH
UNTIL INITIAL SETTLING HAS TAKEN PLACE
TOP OF PRECAST CONC. SLAB (5'x12'),
ELEV: 1310'
TOP VIEW -3" THREADED CAP
� F.G. ELEV.: 1309.75'
MIN. 6" CLEARANCE
e -
Ll Id
2" AIR VALVE (THREADED) B I I I I 1
DRAINFIELD ADAPTER 3" PVC RISER PIPE
3" PRE-ENGINEERED I I PRECAST CONC. RISER
MANIFOLD dd 3'x9'x4' HIGH (INSIDE DIMENSIONS)
Y2' BALL VALVE (TYP.) ° CONTRACTOR TO CONFIRM/ADJUST
Y2" FLEX HOSE (TYP.) SIZE REQUIRED WITH ORENCO
TEE HYDROSPLITTER DESIGN
REQUIREMENTS AND THESE MINIMUM
DIMENSIONS.
3" ELB
PVC UNION d (TYP) OW �o
(HOUSES FLOW 3" PVC
CONTROL ORIFICES) d ° TEE
6" OF
CLEAN/WASHED
GRAVEL INSIDE
2Y2"x2"x2Y2"TEE VAULT 3" PVC TO ZOELLER TRU-FLOW
A SPLITTER SYSTEM
° 6" OF GRAVEL (SHOWN ON THIS SIDE FOR
TO EXTEND CLARITY. REFER TO PLAN VIEW
WATER TIGHT WALL MANIFOLD SUPPORTS WITH UNDER FOR ACTUAL WALL
PENETRATIONS. TYP. SUPPORT STRAPS. TYP. OF CONCRETE PENETRATIONS.)
AT ALL LOCATIONS THREE (3) UNITS RISER
_ COMPACTED OR
UNDISTURBED EARTH
-III-III-III-III-III-III-III-III-III-III-III-III-III-III-I 1( -
SIDE VIEW
3 HYDROSPLITTER VALVE DETAIL
C9.5
NOT TO SCALE
NOT TO SCALE
9'-0" MINIMUM
TRENCH SPACING (TYP.)
REFER TO PLAN VIEW FOR ACTUAL
SPACES BETWEEN TRNECHES
6
C9.5
EVERY 30^FT.
.I. PLAN
3'-0" UNLESS NOTED OTHERWISE
CROWN
SEE
NOTE 3
4" CRUSHED STONE`%/X \ �//X/j�!
6x6 10/10 WWF
NOTES:
1. CONCRETE TO BE 3000 PSI.
2. SAW JOINT OR CONSTRUCTION JOINT ON LENGTHS OVER 6'-0".
3. MIN. THICKNESS 6" OR 8" THICK FOR TRAFFIC RATED AREAS..
4. PROVIDE EXPANSION JOINTS AT INTERSECTIONS OF SIDE WALK WITH
OTHER STRUCTURES UNLESS NOTED OTHERWISE.
SIDEWALKS AND CONCRETE PAD DETAIL
NOT TO SCALE
SOIL BACKFILL
36" TRENCH WIDTH (NO ROCKS IN AREA
12" ABOVE CHAMBER)
yz� SIMIII-III-
-III (REFERLTOINIMUMNOTE/ I -I I (-
WALK IN COMPACTEDi
////////////////////////// III- #7 THIS SHEET I /////////////I/// ////////
FILL IN THIS AREA//////////////////////////
12"
I-
6 _ III III
-I I -III -I 1I-
4
C9.5
-I NOTES: I -I
1. NITRIFICATION LINES TO BE PLACED ALONG CONTOURS.
34" CHAMBER WIDTH 2, GRADE OF TRENCH BOTTOM SHALL BE BETWEEN 0 AND Y4" IN 10 FEET. ADS ARC 36 CHAMBER
3. INSTALL CLEANING/INSPECTION PORT ON END OF EACH LINE. OR EQUAL
3" INLET INV. 4. SETTING OF CHAMBER SECTIONS SHALL BE SECURELY JOINED.
ELEVATION 5. DO NOT COVER SYSTEM WITHOUT INSPECTION AND AUTHORIZATION.
6. LAYOUT, ACTUAL LENGTH, AND FINAL INSPECTION PER BURKE COUNTY PRELIMINARY
AND N.C. ONSITE DEPARTMENT.
7. ACTUAL DEPTH OF CHAMBER SYSTEM TO MEET MINIMUM SYSTEM
HYDRAULIC GUIDELINES. N O 1T FOR CONSTRUCTION
NITRIFICATION TRENCH DETAIL
NOT TO SCALE
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Revisions
No.
Date
Project Number:
1634
Date: 10.12.2018
Drawn by:
B/�$
SANITARY
SEWER DETAILS
Sheet Number:
■

6" Inl
qui...,..,. �:i....
1
C9.6
EQ/PUMP DOSING TANK SCHEMATIC DIAGRAM
NOT TO SCALE
Septic Tank Below
6" Inlet PVC Pipe
FRP Access Lid Typ.
6" Outlet PVC Pipe
3
C9.6
SEPTIC TANK - PLAN
NOT TO SCALE
Conduit & Wire (per electrical drawings) to
Liquid Level Alarm Panel
Fiberglass Gasketed Lid
(Model FLF Series by Orenco or Equal)
with Stainless Steel Bolts
Top of Lid Elev. 1309.20' (TYPICAL)
30" diam. Ribbed PVC Riser w�'
Grommet(s) (Kor-Flo or Equal). 12" T @ Float Assembly
Backfill each riser with %" pea s High Water Level Alarm
gravel (18" wide radius, minimum) Elev. 1304.3'
Watertight Tank Adapter
Mounted on Concrete d
Seal Conduit Per Electrical
Requirements
Pressure Check Air Valve
Assembly HDPE ARC 36 Leaching Chamber
2" PVC Hydrosplitter Vault x 3" Trasi�i ypAdapter ( )
Inside Vault T of Seven 7 3" PVC
2%" Ball Valve
Duplex Dosing Pumps
(See Schematic 2"x2%2" Reducer 2%2" WYE
Diagram This Sheet) 3" PVC
2" PVC 3" PVC
2%2 " Schedule
40 PVC I Chamber Length (Typ.)
C) 2"x2%2" Reducer As Noted on Plans Inspection Vent Port
� I &Riser Piet & End
lug Valve & Box _ JTyp. @
to Standard Detail a
TA
2" TEE Hydrosplitter of Each Run.
Valve Assembly Extend Riser Pipe
24" Above F.G. Elev.
2" PVC 2" Ball Valve 2" Ball Valve Spare Port and HDPE ARC 36 Leaching Chamber
Hose with Valve.
Duplex Dosing Pumps 2" C.V. 2" C.V. Normally 3" PVC
(See Schematic Closed.
Diagram This Sheet)
Dulplex Effluent Pumps
(Inside EQ/Pump
Dosing Tank No. 1)
2'-0" Opening Below
F
Precast Conc. Riser Below -
6" Inlet PVC Pipe FRP Access Lid Typ.
y 3'-0" Op(
Below
I 1
0
Filter Handle Assembly to Extend
Near Top Lid for Easy Access.
24" diam. Tank Opening.
Typ. at All Places
Finished Grade Elev. 1309'
PVC Adapter
Alum. Hatch Door w/ Pad Lock & Hasp
Dulplex Effluent Pumps
(Inside EQ/Pump
Dosing Tank No. 2)
Precast Concrete
Top Slab 5'x6'
Outlet PVC Pipe
6" Overflow Pi e
EO/Pump Dosing Tank Below p
EQUALIZATION/PUMP DOSING TANK No. 1 - PLAN
Tank with Anchor Bolts
and Sealant Tape (Typ.)P
A dp
, ,
I
-'1' 6"
I 1' 6"
6" PVC Inlet Pipe.I
oil
c
°I
6" Effluent PVC Line.
Inv. Elev. 1303.80'
6" Overflow Pipe 2" PVC Check
C
a Assmebly to Wall Surface
Inv. Elev. 1303.30'
See Yard Piping Plan At
Inv. Elev. 1308'
(Shown Here for Clarity)
ctrical Sheets.
See Yard Piping Plan
for Coordination
ii Z 00
W 00
d > N
2'x3' Tank Opening Min.
Volume Per Tank
for Continuation.
6" Inlet Tee
(gross equalization
00
W 00
Biotube Effluent Filter
X1
= 7'
A
U
Compartment Wall Model FT 1566 -36R -NC
° °
°
X00X00000/
oX;' °p�
Power Cord
Min. Pump Submergence
by Orenco or Equal
Float Switch
— Required = 20"
a
X2 = 2 Filter Support Bracket
Tank Floor Elev. = 1294'
X3 by Filter Supplier
al
Tank Floor Elev. 1296.3'
LU
Pre -Cast Concrete Tank by
° a Mack Industries or Equal
d `<
U W
Aprox Dimensions (Inside) = 8' wide x 8.5' deep x 16' long Min. 6" Crushed Gravel
Liquid Volume Required = 6,500 gallons
Tank Gross Volume = 8,138 gallons
Compacted/Undisturbed Earth
X1= Liquid Depth = 7' Notes:
X2 = 0.25 - 0.40 of X1= 2' All Precast Tanks and Tank Connections Should be Watertight for a Period
X3 = 2/ - %4 of Length (16') = 10.66' of 24 Hours, and Meet State Approval 1ww� 2004-01 Requirements
SEPTIC TANK - SECTION
NOT TO SCALE
TYP. OF 2
a
NOT TO SCALE
Mount to Wall with
Stainless Steel Anchors
C
Hooks for Lifting Cables
and Float Switches
2" Elbow
3" PVC
Universal End Cap w/ Chamber Length (Typ.)
Splash Plate (Typ.) As Noted on Plans
4" Riser and Cap
Nitrification Line
Flow Splitter Assembly
Inspection Vent Port & Riser Pipe w/ Cap.
Typ. @ Inlet & End of Each Run.
Extend Riser Pipe 24" Above F.G. Elev.
DRAIN FIELD NO. 2
CABLE HOLDER DETAIL 2" Union (Inv. Elv. Approx. 1308'+/-)
Aluminum Access Door, Halliday
Pressure Gau e (0-15 PSI Ran e)
NOT TO SCALE
Model WIS3648, with Stainless g g
Steel Bolts, Padlock and Hasp, Typ.
2" Ball Valve (Background)
Stainless Steel Cable Holder by Halliday
or Equal. (See Detail This Sheet) 2" Elbow (Typ. of 2)
24" Dia. Tank Opening
Stainless Steel NEMA 4X 2" Elbow (Background, Facing Down)
Junction Box Precast Concrete
Fiberglass Gasketed Lid
with Stainless Steel Bolts Conduit Seal (Typ.) Top Slab (5'x 6')
Top of Lid Elevation 1309.20' Finished Grade 24" Clearan Top of Slab Elev. 1309.20'
Elev. 1309' (Typ) Precast Concrete Riser
'I D'
30" diam. Ribbed PVC
Riser with Grommet(s)
(Kor-Flo or Equal)
Tank Adapter
0
Timer Override, Lag Pump On,
High Water Level Alarm Elev. = 1303'
6" PVC Inlet Pipe
Inv. Elev. 1303'
6" Inlet Tee
Pump Lead Timer Enabled Elev. = 1296.5'
Pump Off Elev. = 1296'
Low Water Level Alarm Elev. = 1295.5'
Needs to be Above
Dosing Volume
Min. 6" Crushed Gravel
Compacted/Undisturbed Earth
0
d a ° as
Submersible Float Stem Assembly
Pump
Pre -Cast Concrete Tank
Approx. Dimensions (Inside) = 8' wide x 10' deep x 16' long
Liquid Volume Required = 8,600 gallons/each
Tank Gross Volume = 9,574 gallons/each Dosing Regimen:
Pump ON: 5 minutes
Approx. Dosing Volume = 190 gallons (per cycle) Pump Flow Rate: 43 gpm
Tank Volume/Inch = 80 gallons Pumps OFF: 6 hours
Min. Dosing Volume Height =11%0 = 2.4 inches Repeat Above Cycle 4 Times Per Day
EQUALIZATION/PUMP DOSING TANK No. 1 - SECTION
TYP. OF 2
NOT TO SCALE
2
C9.6
Universal Universal End Cap w/
End Cap 4 Splash Plate
(Typ.)
Nitrification Line
Flow Splitter Assembly
DRAIN FIELD NO. 1
Serial Feed
Last Two
(2) Lines.
NITRIFICATION SYSTEM SCHEMATIC DIAGRAM
NOT TO SCALE
2" Union
Coupling (Typ.)
Seal Conduit Inside Submersible Pump 2" Elbow
Vault Per Electrical Below Facing Down
Requirements
Control Wiring (FI
Thermal Overload
Control Panel. Nu
of Conduit Per Ele
Item Shown for PI
Purposes Only.
Cable Holder
Seal Conduit Insi
Vault Per Electric
Requirements
Galvanized or
Stainless Steel Pipe
Stand with Unistrut
Panel Support
NEMA 4X (Stainless
Steel) Junction Box
and Supports (Refer
to Note 1 this Sheet)
Pump Powe
Control Pan
of Conduit P
Item Shown
Purposes O
Manhole Ac
Steps (9" C.
Pressure Guage
Per Standard Detail
24" x 36" Floor
Opening Below
oats
anning
A dp
Seal Conduits Per Electrical
Requirements
To Pump Control Panel
Watertight Concrete
Connection, All Arou
, ,
I
(3 x 4 ns ide imensions)
Height to Suit Site Conditions
Discharge Assembly
12" PVC
- _ Effluent Discharge to
Hydrosplitter Vault
Inv. Elev. 1306'±
2" Elbow
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6" Overflow Pipe 2" PVC Check
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Inv. Elev. 1302.5' Valve
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(Shown Here for Clarity)
ctrical Sheets.
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6.3' Depth of EQ/Emergency
ii Z 00
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Volume Per Tank
2" PVC
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d a ° as
Submersible Float Stem Assembly
Pump
Pre -Cast Concrete Tank
Approx. Dimensions (Inside) = 8' wide x 10' deep x 16' long
Liquid Volume Required = 8,600 gallons/each
Tank Gross Volume = 9,574 gallons/each Dosing Regimen:
Pump ON: 5 minutes
Approx. Dosing Volume = 190 gallons (per cycle) Pump Flow Rate: 43 gpm
Tank Volume/Inch = 80 gallons Pumps OFF: 6 hours
Min. Dosing Volume Height =11%0 = 2.4 inches Repeat Above Cycle 4 Times Per Day
EQUALIZATION/PUMP DOSING TANK No. 1 - SECTION
TYP. OF 2
NOT TO SCALE
2
C9.6
Universal Universal End Cap w/
End Cap 4 Splash Plate
(Typ.)
Nitrification Line
Flow Splitter Assembly
DRAIN FIELD NO. 1
Serial Feed
Last Two
(2) Lines.
NITRIFICATION SYSTEM SCHEMATIC DIAGRAM
NOT TO SCALE
2" Union
Coupling (Typ.)
Seal Conduit Inside Submersible Pump 2" Elbow
Vault Per Electrical Below Facing Down
Requirements
Control Wiring (FI
Thermal Overload
Control Panel. Nu
of Conduit Per Ele
Item Shown for PI
Purposes Only.
Cable Holder
Seal Conduit Insi
Vault Per Electric
Requirements
Galvanized or
Stainless Steel Pipe
Stand with Unistrut
Panel Support
NEMA 4X (Stainless
Steel) Junction Box
and Supports (Refer
to Note 1 this Sheet)
Pump Powe
Control Pan
of Conduit P
Item Shown
Purposes O
Manhole Ac
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Precast Concrete 2" Elbow Pressure Guage
Top Slab Submersible Pump Facing Down Per Standard Detail
Below
2" Union
Coupling (Typ.)
7 PUMP VAULT DETAIL - PLAN VIEW
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Note 1: Junction Boxes Shall Be Located Min. 3' Away From Any Tank
Vent or Access Vault.
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,onc. Riser
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trge Line
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Project Number:
1634
Date: 10.12.2018
Drawn by:
BAS
SANITARY
SEWER DETAILS
Sheet Number:

PUMP
STARTER BOX
REMOVABLE ROOF COVES
REMOVAL. FIELD LOCATE
DIRECTLY ABOVE THE WE
ARCHITECTURAL SHEETS
2"
OFF
FL. ELEV. 1
PERFORATED
FOUNDATION DRAIN PIPE
PER ARCHITECTURAL
SHEETS
FLOOR DRAIN
PUMP CONTROL MODULE
WELL PUMP (PCM) BY STENNAR PUMP
COMPANY OR EQUAL
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REMOVABLE ROOF COVES
REMOVAL. FIELD LOCATE
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ARCHITECTURAL SHEETS
2"
OFF
FL. ELEV. 1
PERFORATED
FOUNDATION DRAIN PIPE
PER ARCHITECTURAL
SHEETS
FLOOR DRAIN
PUMP CONTROL MODULE
WELL PUMP (PCM) BY STENNAR PUMP
COMPANY OR EQUAL
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NER AND WEIGHT
HYDRO PNEUMATIC
TANK(S)
SYSTEM PRESSURE
60-80 psi
WATER SYSTEM SCHEMATIC FLOW DIAGRAM
NOT TO SCALE
PAIR
3" DIP FLANGED
ELBOW
3" DIP FLANGED
3" DI FLANGEDxPLAIN
END FLOOR SLEEVE
WELL HOUSE
FLOOR SLAB
3" PVC WATERLINE
—� TO VISITORS CENTER
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NOTES:
1. WATER PIPE AND FITTINGS INSIDE THE WELL HOUSE SHALL
BE SCHEDULE 80 PVC SOCKET TYPE UNLESS OTHERWISE
NOTED.
2. DI PIPE AND FITTINGS UNDER WELL HOUSE FLOOR SLAB TO
BE CONCRETE ENCASED.
3. REFER TO TECHNICAL SPECIFICATIONS SECTION 09 91 00 FOR
PAINTING REQUIREMENTS. COLOR SELECTIONS BY OWNER.
4. RUN DOWNSPOUT FLOW AWAY FROM WELL HOUSE USING 4"
PVC SOLID PIPE.
5. FLOOR DRAINS SHALL BE ZURN MODEL 453B WITH DEEP
SEAL TRAP AND STRAINER.
4" ELBOW BELOW WITH
TRANSITION FITTING TO
DOWNSPOUT. TYPICAL AT
TWO (2) PLACES.
EXTERIOR LIGHT
APPLY CONC. SEALER
CONC. APRON PER
ARCHITECTURAL SHEETS
TO
BLDG
f
3" WATER LINE
DI ELBOW (FLANGED)
4
C9.7
RIPRAP (10 SQ.FT.
OF 6" DIAMETER) -
FLOW PACED BLEACH TANK
WITH PERISTALTIC PUMP
DISCHARGE PIP
24 MESH CORROSION
RESISTANT SCREEN -
BLIND FLANGE
SEALED ELECTRICAL CABLE(S)___
WELL VENT WITH -
1" AIR RELEASE VALVE APCO MODEL 142
OR APPROVED EQUAL
�1" GATE VALVE
_2" STEEL PIPE
QUICK COUPLING
2" PVC
r2" BALL/CHECK VALVE
INSECT SCREEN
PAINT EXPOSED 1/4" SANITARY WELL AIR SUPPLY
CASING PIPE PER STEEL PLATE CONNECTION & 36"t
SECTION 09 91 00 PRESSURE GAUGE
2" PVC SCH. 40
FL. ELEV. 1347.25 18 WATER LINE
III. •• II •
110' DEPTH OF —� STATIC WATER LEVEL = 1300' (ASSUMED)
GROUT (PORTLAND
CEMENT OF I DRAWDOWN WATER LEVEL = 1200' (ASSUMED)
BENTONITE SLURRY %
FAN. REFER TO MEgH4NICAL
SHEETS FOR SIZINi INFO.
4" PVC FLOOR DRAIN
(MIN. SLOPE Y4" PER FOOT)
APPROXIMATELY 112 FEET OF 8"0 CASING, 0.375 THICK
2"0 DISCHARGE PIPE (STEEL)
CEMENT GROUT TO BOTTOM OF CASING PIPE
700'
SUBMERSIBLE PUMP & MOTOR PUMP
SETTING AT ELEV. 1100' (ASSUMED)
ASSUMED WELL DEPTH Aj BORE HOLE
ELEV. = 547'
2
C9.7
7'x7' rnNir. PAn RFI nw
WELL HOUSE LAYOUT
1/2"= 1 V-019
WELL DETAIL
NOT TO SCALE
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- DOWNSPOUT CONNECTION.
TYP AT 4 PLACES
2" ELBOW PVC
4" ELBOW BELOW,
TYPICAL AT TWO (2)
PLACES
PIPE SUPPORT PER
STANDARD DETAIL
2" PVC SPOOL PIECE —
MINIMUM LENGTH = 12"
2" FLOWMETER SENSUS
OMNI T2 W/ FLANGE
CONNECTIONS OR EQUAL
2" PVC
2"X3" INCREASER
3" TEE WITH CHLORINE
INJECTION VALVE
3" PVC
3" PVC
TWO 4" PVC LINES
TO DAYLIGHT.
MINIMUM SLOPE TO
BE 1/4" PER FOOT.
PRELIMINARY;
NOT FOR CONSTRUCTION
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NER AND WEIGHT
HYDRO PNEUMATIC
TANK(S)
SYSTEM PRESSURE
60-80 psi
WATER SYSTEM SCHEMATIC FLOW DIAGRAM
NOT TO SCALE
PAIR
3" DIP FLANGED
ELBOW
3" DIP FLANGED
3" DI FLANGEDxPLAIN
END FLOOR SLEEVE
WELL HOUSE
FLOOR SLAB
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1. WATER PIPE AND FITTINGS INSIDE THE WELL HOUSE SHALL
BE SCHEDULE 80 PVC SOCKET TYPE UNLESS OTHERWISE
NOTED.
2. DI PIPE AND FITTINGS UNDER WELL HOUSE FLOOR SLAB TO
BE CONCRETE ENCASED.
3. REFER TO TECHNICAL SPECIFICATIONS SECTION 09 91 00 FOR
PAINTING REQUIREMENTS. COLOR SELECTIONS BY OWNER.
4. RUN DOWNSPOUT FLOW AWAY FROM WELL HOUSE USING 4"
PVC SOLID PIPE.
5. FLOOR DRAINS SHALL BE ZURN MODEL 453B WITH DEEP
SEAL TRAP AND STRAINER.
4" ELBOW BELOW WITH
TRANSITION FITTING TO
DOWNSPOUT. TYPICAL AT
TWO (2) PLACES.
EXTERIOR LIGHT
APPLY CONC. SEALER
CONC. APRON PER
ARCHITECTURAL SHEETS
TO
BLDG
f
3" WATER LINE
DI ELBOW (FLANGED)
4
C9.7
RIPRAP (10 SQ.FT.
OF 6" DIAMETER) -
FLOW PACED BLEACH TANK
WITH PERISTALTIC PUMP
DISCHARGE PIP
24 MESH CORROSION
RESISTANT SCREEN -
BLIND FLANGE
SEALED ELECTRICAL CABLE(S)___
WELL VENT WITH -
1" AIR RELEASE VALVE APCO MODEL 142
OR APPROVED EQUAL
�1" GATE VALVE
_2" STEEL PIPE
QUICK COUPLING
2" PVC
r2" BALL/CHECK VALVE
INSECT SCREEN
PAINT EXPOSED 1/4" SANITARY WELL AIR SUPPLY
CASING PIPE PER STEEL PLATE CONNECTION & 36"t
SECTION 09 91 00 PRESSURE GAUGE
2" PVC SCH. 40
FL. ELEV. 1347.25 18 WATER LINE
III. •• II •
110' DEPTH OF —� STATIC WATER LEVEL = 1300' (ASSUMED)
GROUT (PORTLAND
CEMENT OF I DRAWDOWN WATER LEVEL = 1200' (ASSUMED)
BENTONITE SLURRY %
FAN. REFER TO MEgH4NICAL
SHEETS FOR SIZINi INFO.
4" PVC FLOOR DRAIN
(MIN. SLOPE Y4" PER FOOT)
APPROXIMATELY 112 FEET OF 8"0 CASING, 0.375 THICK
2"0 DISCHARGE PIPE (STEEL)
CEMENT GROUT TO BOTTOM OF CASING PIPE
700'
SUBMERSIBLE PUMP & MOTOR PUMP
SETTING AT ELEV. 1100' (ASSUMED)
ASSUMED WELL DEPTH Aj BORE HOLE
ELEV. = 547'
2
C9.7
7'x7' rnNir. PAn RFI nw
WELL HOUSE LAYOUT
1/2"= 1 V-019
WELL DETAIL
NOT TO SCALE
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- DOWNSPOUT CONNECTION.
TYP AT 4 PLACES
2" ELBOW PVC
4" ELBOW BELOW,
TYPICAL AT TWO (2)
PLACES
PIPE SUPPORT PER
STANDARD DETAIL
2" PVC SPOOL PIECE —
MINIMUM LENGTH = 12"
2" FLOWMETER SENSUS
OMNI T2 W/ FLANGE
CONNECTIONS OR EQUAL
2" PVC
2"X3" INCREASER
3" TEE WITH CHLORINE
INJECTION VALVE
3" PVC
3" PVC
TWO 4" PVC LINES
TO DAYLIGHT.
MINIMUM SLOPE TO
BE 1/4" PER FOOT.
PRELIMINARY;
NOT FOR CONSTRUCTION
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Date: 10.12.2018
Drawn by: BAS
WATER SYSTEM
DETAILS
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Date: 10.12.2018
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WATER SYSTEM
DETAILS
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264 GALLON
STEEL HYDRC
PER SECTION
REPLACEABLE
TYP. OF 3
UNISTRUT CHANNEL V1
TYP. AT 4' INTERVAL
VALVE BOX -
2" SQUARE
OPERATING NUT
PIPELINE
–5511 /4"
1 T
J IJVL/"111 VIV UlILL V(ILVL J IlIIVf\ VVIVIVLV IMV � I II .�
2'x2'x4"
CONCRETE SLAB
REFER TO DETAILS
ATTACHED FOR ACTUAL
VALVE ORIENTATION
ORIGINAL
GROUND—�j1�// VALVE ANCHOR
#5 REBAR OR
CONCRETE BASE APPROVED
TO BE 2 TIMES 4» PATENT ANCHOR
THE DIMENSION
OF THE VALVE.
NOTE:
1. LID TO HAVE WATER OR SEWER WRITTEN ON TOP BASED ON APPLICATION.
2. ALL VALVES 12" AND LARGER SHALL BE FURNISHED WITH A BURIED WORM
GEAR OPERATOR UNLESS NOTED OTHERWISE.
GATE OR PLUG VALVE &
3 VALVE BOX INSTALLATION DETAIL
C9.8
C
NOT TO SCALE
NEW CONC. UTILITY PAD.
(DIMENSIONS PER PLANS)
a 16 a
d d d d 4
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d v
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BETWEEN NEW AND EXISTING
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CONCRETE UTILITY PAD DETAIL
NOT TO SCALE
SECTION A -A
O
SUPPL)
PER YA
PIPING
A.
TANK BASE (TYP.)
ANCHOR TO CONCRETE
FLOOR W/ S.S. HARDWARE
�N/WASHED GRAVEL BEDDING
NLET
FREEZE PROOF YARD HYDRANT DETAIL
NO
VA
NOT TO SCALE
TANK MOUNTED
CLASSIC ADJUSTABLE
BLEACH PUMP
BY STENNER
CHLORINE FEED LINE.
TO APPLICATION POINT
ISOLATION BALL VALVE
(NORMALLY CLOSED)
30 GALLON
BLEACH TANK
FLOOR
'— STRAINER AND WEIGHT
POLYETHYLENE TANK AND
PUMP SYSTEM BY STENNER
PUMPS OR EQUAL
tENT 2
nn►Innrrr r�In�cr
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COMPACTED _EARTH
NOTES:
1. CARTRIDGE FILTER HOUSING; MODEL
LPF05R1—N2—U—SB—T—L-1 P BY GRAVER
TECHNOLOGIES OR EQUAL
2. HYDROPNEUMATIC TANKS MODEL FXA1000 BY
WESSELS OR EQUAL
3. FILTER CARTRIDGES: MODEL QCR1-40P3T BY GRAVER
TECHNOLOGIES OR EQUAL.
TEE FACING DOWN
IN BACKGROUND
ISOLATION BALL VALVE
(NORMALLY CLOSED)
2" PVC BYPASS LINE
VENT
TEE FACING DOWN
2" PVC
2" FLANGED
CONNECTIONS
35 GPM
CARTRIDGE
FILTER HOUSING
WITH FIVE (5)
222 STYLE
FILTERS i
2" ISOLA FION
BALL VARVES (TYP.)
2" PVC BLOW–OFF LINE
TO OUTSIDE BUILDI rid
NOTES:
1. PIPE ENCASEMENT UNDER STRUCTURES SHALL EXTEND 2' AWAY FROM
OUTSIDE WALL SURFACE.
2. CONCRETE SHALL BE 3,000 PSI.
10 CONCRETE ENCASEMENT DETAIL
1=0
C9.8
0
DRAIN LINE WITH TIDEFLEX VALVE
AND RIPRAP DETAIL
NOT TO SCALE
0
NOT TO SCALE
TRANSITION
COUPLING. INSTALL
APPROX. 5' OUTSIDE
WELL HOUSE
PVC PIPE
c
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NOT TO SCALE
MINARY;
NOT FOR CONSTRUCTION
SECTION B -B
II
IN
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w
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UNISTRUT
2" PVC
2" PVC
36"t
DRAIN PORTS
2" FLANGED
CONNECTIONS
2" ISOLATION
BALL VALVES (TYP.)
2'x2'x2" TALL CONCRETE UTILITY PAD
SUPPORT LEGS. ANCHOR TO
FLOOR USING S.S ANCHOR BOLTS
WALL MOUNT UNISTRUT SUPPORTS. TYP. @
PVC WATER LINE INSIDE WELL BUILDING
3" FLANGED
CONNECTION
of ITTro rl v
d
4 C da d d
DUCTILE IRON (DI)
11 PIPE (FL X FL)
TO VISITOR
BUILDING DI FLOOR SLEEVE
(FL X PE)
DI PIPE 3" MECHANICAL
(PLAIN END) JOINT ELBOW, DI
O
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3" PVC PIPE
TER SUPPLY
ROM WELL
FLOW
BACKFLOW PREVENTER: 3" WATTS SERIES
9570SY–FLANGED CONNECTIONS, OR EQUAL
BACKFLOW PREVENTER DETAIL
NOT TO SCALE
ELA5TOMERIC BODY
W/5.5. CLAMPS EACH END
BY POWER SEAL
(OR EQUAL) MINIMUM CLEARANCE BETWEEN EDGE OF ROAD
AND END OF CA51NG PIPE SHALL BE 3' TYP.\a.
AT BOTH ENDS
2' MIN. POWER SEAL MODEL 48 10
CA51NG PIPE 5TAINLE55 STEEL CHOCK
(OR EQUAL)
END VIEW 3-CA51NG CHOCK5 PER
PIPE LENGTH (0-0"o.c.)
g CASING PIPE AND CHOCK DETAIL
NOT TO SCALE
v -0
vi
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PROPOSED LINE
PRESSURE GAUGE DETAIL
PRELI
NOT TO SCALE
MINARY;
NOT FOR CONSTRUCTION
SECTION B -B
II
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w
36"f
UNISTRUT
2" PVC
2" PVC
36"t
DRAIN PORTS
2" FLANGED
CONNECTIONS
2" ISOLATION
BALL VALVES (TYP.)
2'x2'x2" TALL CONCRETE UTILITY PAD
SUPPORT LEGS. ANCHOR TO
FLOOR USING S.S ANCHOR BOLTS
WALL MOUNT UNISTRUT SUPPORTS. TYP. @
PVC WATER LINE INSIDE WELL BUILDING
3" FLANGED
CONNECTION
of ITTro rl v
d
4 C da d d
DUCTILE IRON (DI)
11 PIPE (FL X FL)
TO VISITOR
BUILDING DI FLOOR SLEEVE
(FL X PE)
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(PLAIN END) JOINT ELBOW, DI
O
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J
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3" PVC PIPE
TER SUPPLY
ROM WELL
FLOW
BACKFLOW PREVENTER: 3" WATTS SERIES
9570SY–FLANGED CONNECTIONS, OR EQUAL
BACKFLOW PREVENTER DETAIL
NOT TO SCALE
ELA5TOMERIC BODY
W/5.5. CLAMPS EACH END
BY POWER SEAL
(OR EQUAL) MINIMUM CLEARANCE BETWEEN EDGE OF ROAD
AND END OF CA51NG PIPE SHALL BE 3' TYP.\a.
AT BOTH ENDS
2' MIN. POWER SEAL MODEL 48 10
CA51NG PIPE 5TAINLE55 STEEL CHOCK
(OR EQUAL)
END VIEW 3-CA51NG CHOCK5 PER
PIPE LENGTH (0-0"o.c.)
g CASING PIPE AND CHOCK DETAIL
NOT TO SCALE
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No.
Date
Project Number:
1634
Date:
10.12.2018
Drawn by:
BAS
WATER SYSTEM
DETAILS
Sheet Number:

SLOPE 1/4" PER FT.
MINIMUM 10' OR AS NOTED ON THE PLANS
SLOPE 1/4" PER FT.
BASE COURSE EARTH BELOW
1
C9.9
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00
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GRAVEL ROAD DETAIL
NEENAH MODEL R-1733-1
FRAME & SOLID LID OR
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OO
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4 MAX, 1" MIN.
GROUT LEVELING
O 4"MIN.
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ANCHORING DETAIL
NOTE:
IF ANCHOR LUGS (NEENAH MODEL
1768, OR EQUAL) ARE USED
ANCHORING WITH DOWELS ARE
SECTION A — A NOT REQUIRED.
MANHOLE FRAME & LID
NOT TO SCALE
CROWN 3" ON TRENCH 0'-4'
2'-0" COVER AREA 6' ON TRENCH OVER 4'
WITH NO ROCKS.
--WARNING TAPE/TRACE WIRE
♦'ArI�I�%�IVAVI�I�I��A� • •
6"MIN. 1 16"MIN.
12"MAX. 12"MAX. 12'
�9-
2 TYPICAL WATERLINE AND FORCE MAIN TRENCH
C9.9 NOT TO SCALE
(GE SILICON)
PLAN
(FIBER)
CONDUIT SEAL DETAIL
NOT TO SCALE
NEMA 4X PUMP
"A"
°B” (MIN)
CONTROL
2 1/2-3 1/2
CROWN 3"
PANEL NO. 1
5/8"0
4-12
(TYP. OF 2)
7 1/2"
5/8"0
7'-0"f
9»
NEMA 4X PUMP CONTROL
MANUAL
ZURN Z-1402
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PANEL NO. 2
ALUMINUM FRAME
(TYPICAL)
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SEPTIC TANK LIQUID LEVEL
NON–ADJUSTABLE CLEANOUT
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ALUMINUM BRACING.
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STATE APPROVAL
O
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RULE 1952 AND IWWS
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FIN. GRADE
2004-01 ADDITIONAL
M
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REQUIREMENTS
CROWN 3" ON TRENCH 0'-4'
2'-0" COVER AREA 6' ON TRENCH OVER 4'
WITH NO ROCKS.
--WARNING TAPE/TRACE WIRE
♦'ArI�I�%�IVAVI�I�I��A� • •
6"MIN. 1 16"MIN.
12"MAX. 12"MAX. 12'
�9-
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(GE SILICON)
PLAN
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CONDUIT SEAL DETAIL
NOT TO SCALE
5
C9.9
CLEANOUT FOR GRAVITY LINES
18"
ALUMINUM SUN–SHIELD
(3/16" THICK PLATE)
19
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ANCHOR 51ZE
2 1/2-3 1/2
CROWN 3"
ON TRENCH 0'-4'
5/8"0
4-12
18"x18"x6"
7 1/2"
5/8"0
14-164"
9»
6" ON
TRENCH OVER 4'
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�1" CLEARANCE
Project Number:
>
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DETAILS
I I—III- ' I—III-
Sheet Number:
■
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EXC. MATERIAL
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a o a a
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ACTUAL NUMBER AND SIZE OF CONDUITS
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I—III—III—III—III—
FRONT ELEVATION
CRUSHED STONE PIPE
SIDE VIEW
UNDISTURBED EARTH
CONTROL
PANEL STAND
DETAIL
—
BEDDING TO 1/2 DIA.
6» MIN.
6„ MIN.
OF PIPE.
12 MAX.
12 MAX.
MAIN LINE
(SIZE VARIES)
5
C9.9
CLEANOUT FOR GRAVITY LINES
18"
ALUMINUM SUN–SHIELD
(3/16" THICK PLATE)
19
I
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NOT TO SCALE
PIPE STANCHION, SCH
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ANCHORS, FOR SIZE SE
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FLANGE, FLAT FACED.SIZE
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PIPE SEE SCHEDULE BELOW
SHIM & GROUT UNDER FACI
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UPSIDE DOWN STAINLESS STEEL
U -BOLT WITH STAINLESS STEEL
NUTS AND HARDWARE
PPORT SADDLE
RIPE
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GRAVITY SEWER PIPE TRENCH
NOT TO SCALE
SUPPORT DIMENSIONS SCHEDULE (IN INCHES)
CARRIER
PIPE O -NOM.
"A"
°B” (MIN)
ANCHOR 51ZE
2 1/2-3 1/2
2 1/2"
7"
5/8"0
4-12
3"
7 1/2"
5/8"0
14-164"
9»
9"
5/8"0
18-36
6"
ill.
3/4"0
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No._7
Date
�1" CLEARANCE
Project Number:
1634
.
•
Drawn by:
'
WATER & SEWER
DETAILS
I I—III- ' I—III-
Sheet Number:
■
• `� III—III—I'
• IIIIIIIIIIIIII_
GRAVEL BEDDING
18" DIAMETER X 2'-6"
DEEP FOOTER (TYP.)
REFER TO ELECTRICAL SHEETS FOR
—III—III—III—III
ACTUAL NUMBER AND SIZE OF CONDUITS
6" THICK CONCRETE
I—III—III—III—III—
FRONT ELEVATION
PAD
SIDE VIEW
UNDISTURBED EARTH
CONTROL
PANEL STAND
DETAIL
NOT TO SCALE
PIPE STANCHION, SCH
STEEL PIPE, SIZE AS RE
PER SCHEDI
PAINT PER SECTION 099
(4) STAINLESS STEEL
ANCHORS, FOR SIZE SE
SCHEDULE
CLASS 150 STEEL SLIP-ON
FLANGE, FLAT FACED.SIZE
"B" TO MATCH STANCHION
PIPE SEE SCHEDULE BELOW
SHIM & GROUT UNDER FACI
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UPSIDE DOWN STAINLESS STEEL
U -BOLT WITH STAINLESS STEEL
NUTS AND HARDWARE
PPORT SADDLE
RIPE
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GRAVITY SEWER PIPE TRENCH
NOT TO SCALE
SUPPORT DIMENSIONS SCHEDULE (IN INCHES)
CARRIER
PIPE O -NOM.
"A"
°B” (MIN)
ANCHOR 51ZE
2 1/2-3 1/2
2 1/2"
7"
5/8"0
4-12
3"
7 1/2"
5/8"0
14-164"
t�
9"
5/8"0
18-36
6"
ill.
3/4"0
G d " CONCRETE SURFACE
a
a
a
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DETAIL NOTES:
1. STANCHION STYLE PIPE SUPPORTS TO BE PAINTED PER TECHNICAL SECTION.
g�STANCHION STYLE PIPE SUPPORT DETAIL
PIPE SUPPORT DETAIL
C9.9
NOT TO SCALE
#4 ® 18" O.C. (BOTH WAYS)
2,r 2rr
° d
d °
o. °
° dd ° d _ M
�u�u�u� u�.v �
6 mil PLASTIC MOISTURE
CRUSHED STONE BARRIER
0
11 CONCRETE PAD DETAIL
NOT TO SCALE Cg , g
NOT TO SCALE
I
d
3
C9.9
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ALLOWED BY OPENING SIZE.
5" 48" I.D. MIN. 5"
MANHOLE INVERTS TO BE
�I I PLACED IN FIELD.
00
X DIA. OF AREA OF REINFORCING STEEL
`n 1"MIN. I OPENING (48") 12 in.2/L.F.
4 N °
MANHOLE BOTTOM TO BE INSTALLED
ON UNDISTURBED SOIL W/ 6" MIN.
CRUSHED STONE OR ON FIRM,
STABILIZED FOUNDATION.
SECTION A— A
PRE -CAST REINFORCED CONCRETE INVERT
40"
NOT TO SCALE
MANHOLE FRAME AND LID
PER STANDARD DETAIL
p p I p ,
ADJUST TO GRADE WITH p' p
SPACERS, 2",3", AND 4" MATCH PAVEMENT GRADE
INCREMENTS. p' ' p p, AND SLOPE, OR AS
DIRECTED
p p pp, p PRE CAST REINFORCED CONCRETE
p , D MANHOLE CONE, 4'-0" & 2'-8"
p INCREMENTS.
p 1'-4" p,'p BUTYL
NEENAH MODEL NO. D , RUBBER
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Lake James State Park
Cove Bridge Project — Pedestrian Bridge over Lake James
Looking from East Bank to West Bank Across Conveyance — 12/19/2018
Looking Northwest Along East Bank — Area of End Bent — 12/19/1018

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