20201077 Ver 1_More Information Received_20201201

Staff Review
Does this application have all the attachments needed to accept it into the review process?*
r Yes r No
ID#* Version*
20201077
Is this project a public transportation project?* r Yes
r No
Reviewer List:* Sue Homewood:eads\slhomewood
Select Reviewing Office:* Winston-Salem Regional Office - [phone]
Does this project require a request for payment to be sent?*
r
Yes
r
No

Project Submittal Form
Please note: fields marked with a red asterisk below are required. You will not be able to submit the form until all
mandatory questions are answered.
Project Type: * r
For the Record Only (Courtesy Copy)
r
New Project
r
Modification/New Project with Existing ID
r
More Information Response
r
Other Agency Comments
r
Pre -Application Submittal
r
Re-Issuance\Renewal Request
r
Stream or Buffer Appeal
Is this supplemental information that needs to be sent to the Corps?*
r Yes r No
Project Contact Information
Name: Jason Steele
who is subrritting the inforrration?
Email Address: [e-mail]
Project Information
Existing ID #:
20201077
20170001(no dashes)
Existing Version:
1
1
Project Name: Registers Creek Forcemain Project
Is this a public transportation project?
r Yes
r No
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
r Yes r No r Unknown
County (ies)
Guilford
Please upload all files that need to be submited.
aick the upload button or drag and drop files here to attach document
Attachment 1 REGISTERS CRK-PERMIT
1.72MB
SHEETS.pdf
Attachment 2 REGISTERS CRK - 100%
40.82MB
SUBMITTAL. pdf
Attachment 2_Registers Crk Plan Set Excerpt.pdf 5.42MB
Only pdf or lm7 files are accepted.
Describe the attachments
or comments:
1) The proposed project encroaches into a 2001foot buffer around Randleman Lake as required by an
Inrlivirli ml Pprmit iccnprl by the C nrnc to Piprimnnt Trinrl Rpninnal %Alatpr Ai Ahnrity (RAWI1991 ingRR9 cap

attached) on 4/6/2001. Specifically, Special Condition c of this permit requires:
"As part of the project described in the EIS, the Permittee will acquire in fee simple or through conservation
easements a 2001foot wide horizontal buffer adjacent to and around the perimeter of the Randleman Lake.
This buffer will be maintained or developed as a forested preservation area. Existing fields and early
successional plant communities will be allowed to proceed through natural ecological succession ultimately to
hardwood forest. The buffer area will not be developed for silviculture, and no timber harvesting will be
allowed except where the forestry activities are necessary for the health and viability of the forest and are
consistent with the primary goal of watershed protection for the reservoir. No development of any type will be
allowed in the buffer area except for construction of and access to boat launching ramps. All other
development such as boat access parking areas, day visitor picnic facilities, restrooms, and walking and/or
bicycle trails will be located outside the buffer area. Any activities, including maintenance or modification of
existing utilities, which result in land disturbance or cutting of trees or vegetation within the buffer will require
advance written approval from USACE."
Encroachments into PTRWA property as proposed by this project (see attached) do not appear to be in
compliance with this special condition, and aspects of this project that encroach into this buffer should be
redesigned to avoid encroachment or employ construction methodology that allows all existing forested
preservation areas to remain forested. Any encroachments into this buffer must be justified as unavoidable; in
this case, any such justifications must be accompanied by an acceptable buffer mitigation plan.
The impact sheets have been updated to reflect the known Randleman Lake Buffer (sheet S-4, Attachment 1
to this email) and have also been checked against the most recent Randleman Buffer Rules (per Sue's email
request). There will be a permanent maintenance corridor through the Lake Buffer that we have assigned
"allowable with mitigation". Based upon the alignment of the forcemain, which was chosen due to the majority
of the alignment running through previously disturbed areas to reach the areas required to provide sewer
access, the crossing of Deep River is unavoidable. Much of the impacted Lake Buffer area is currently in a
transitional state, with very few areas forested. We are proposing to conduct construction activities consistent
with present and on -going buffer activities, and to administer an appropriate buffer mitigation plan in the form
of buffer mitigation credits for the permanent maintenance corridor.
2) Per NWP 12 Regional Condition 4.1.1, utility line construction through jurisdictional waters must be
accomplished utilizing trenchless methods to the maximum extent practicable. Both Reddicks Creek and the
Deep River (see also item 1 above) are within water supply watersheds and warrant additional avoidance and
minimization of impacts to these resources. Please update the PCN and Plans to abide by this condition,
including stating the specific method of trenchless installation to be employed, entry/exit pits, etc. If such
techniques are not practicable for one or both crossings, please provide specific documentation that such
avoidance and minimization measures are not practicable (i.e. available and capable of being done after
taking into consideration cost, existing technology, and logistics in light of overall project purposes).
Deep River — our Geotechnical investigation noted the presence of multiple boulders in this area of the Deep
River. Their presence makes trenchless technologies very challenging and expensive. Similarly, if we were to
try to avoid the boulders we would need to put the line very deep — (a drawback of depth it can't be easily
accessed for repairs — if/when repairs might be needed), but the main drawback is this would require the use
of Horizontal Directional Drill technology. To get proper entry and exit angles we were looking at over 1200
linear feet of HDD — which would be a significant cost adder.
For Reddick's Creek we are working in a constrained corridor and are trying to stay within the existing
disturbed corridors for the existing gravity sewer and existing force main. This approach limits our impacts to
property owners and the environment. Trenchlessly crossing this creek would require our new FM go deeper
and for a greater distance as cannot have any bends in the trenchless section. Typically we like to be 8 ft
below the invert of the creek/stream/river bed for Jack and Bores so the top of pipe would be at elevation 716,
and the excavation would extend —713. This would increase the amount of disturbed area and the required
easement would need to be greater. The top of ground is about 733 on either end of where we would have a
proposed bore (-157+85 to —158+70) — which would put the pipe at a depth that is beyond the reach of the
City's maintenance equipment. Not a show stopper as the pipe can handle the overburden pressure at that
depth but does mean the City would have to reach out to a contractor for any sort of emergency repair.
Note: we would need 20 ft min from the stream invert for HDD to prevent frack out issues — but HDD is not a
feasible option here anyway.
Due to our proximity to the existing infrastructure and the depths of excavation required for a trenchless
crossing we would be excavating deeper than the existing FM and Gravity Sewer. This increases the risk

potential of undermining this infrastructure as both the FM and Gravity Sewer will need to remain in service
while we are installing the new force main. For these reasons we have proposed open -cut as the safest and
least impactful method of crossing the creek.
3) References to stream and wetland crossing details do not seem to be accurate. Please compare
references on Sheets PP-1 through PP-13 and ER-2 through ER-8 with detail sheets and ensure that
references/details are correct.
References have been updated
4) All stream impacts are listed on the PCN as temporary, however the plans show that rip rap is proposed to
be placed along the banks and in the channel of most if not all crossings. Since the rip rap material would not
be removed these impacts are considered permanent, although we would not consider them a permanent
loss of waters and these amounts would not contribute to the Nationwide Permit impact limit thresholds.
This has been noted. If you would like these areas changed to Permanent in the impact sheets we can do so.
5) Please submit additional details about the wetland restoration plan for the temporary wetland impact areas,
including confirmation that the top 6112 inches of the trench will be backfilled with topsoil from the trench, and
including a relvegetation plan using native wetland species per NWP 12 Regional Condition 4.1.9.
These updated details are included in the excerpt from the full plan set (attachment 2 to this email), Sheets
ER-1 for planting specs and ER-12 for temporary wetland crossing impacts. The full plan set has been made
available to you via FNI FTP (separate email) due to size (42MB).
Sign and Submit
V By checking the box and signing box below, I certify that:
■ I, the project proponent, hereby certifies that all information contained herein is true, accurate, and complete to
the best of my knowledge and belief.
■ I, the project proponent, hereby requests that the certifying authority review and take action on this CWA 401
certification request within the applicable reasonable period of time.
■ I agree that submission of this online form is a "transaction" subject to Chapter 66, Article 40 of the NC General
Statutes (the "Uniform Electronic Transactions Act');
■ I agree to conduct this transaction by electronic means pursuant to Chapter 66, Article 40 of the NC General
Statutes (the "Uniform Electronic Transactions Act');
■ 1 understand that an electronic signature has the same legal effect and can be enforced in the same way as a
written signature; AND
■ I intend to electronically sign and submit the online form.
Signature:
OZd1W e
Submittal Date: Is filled in autorratically.

N10111NICHOLS
531 N. Liberty ST.
Winston-Solem. North Corolino 27101
Phone - [phone]
Web - www.freese.Com
REGISTERS CREEK PUMP STATION AND FORCE MAIN
SHEET NUMBER
SHEET TITLE
GI
INDEX MAP, SHEET INDEX
S1
STREAM,BUFFER AND WETLAND IMPACTS, SITE 1, STREAM G, WETLAND B
S2
STREAM AND BUFFER IMPACTS, SITE 2, STREAM F
S3
STREAM AND BUFFER IMPACTS, SITE 3, STREAM E
S4
STREAM AND BUFFER IMPACTS, SITE 4, STREAM D
S5
STREAM AND BUFFER IMPACTS, SITE 5, STREAM C
S6
STREAM,BUFFER AND WETLAND IMPACTS, SITE 6, STREAM B, WETLAND A
S7
STREAM AND BUFFER IMPACTS, SITE 7, STREAM A
CITY OF HIGH POINT
NORTH CAROLINA
Freese and Nichols. Inc.
North Coroiino Registered Engineering Firm C-3916
ISSUED FO�MIT
IIaIL6191YU

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1 WETLAND G
WETLAND IMPACT
i AREA=451.825 SF
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B 1 ZONE 1 S 1 TEMPORARY STREAM IMPACT
STREAM G 7 STREAM G
(TEMP., PERPENDICULAR) L STREAM WIDTH=1 .29 FT
NO STRESS PRESENT IN BUFFER IMPACT LENGTH=44.116 FT
AREA ACTIVITY CONSISTENT IMPACT AREA=55.058 SQ FT
WITH PRESENT AND ONGOING �TOP OF BANK
BUFFER ACTIVITIES'
AREA=2634.770 SF
U — m
10+00`
11 3+00
B2 ZONE 2 �C
STREAM G
(TEMP., PERPENDICULAR) a
NO STRESS PRESENT IN BUFFER
AREA ACTIVITY CONSISTENT
WITH PRESENT AND ONGOING
BUFFER ACTIVITIES
AREA=1733.704 SF
BUFFER
STREAM ID
IMPACT
ZONE 1
ZONE 2
IMPACT
DURATION
IMPACT (SF)
IMPACT (SF)
81
G
TEMPORARY
2634.770
N/A
B2
G
TEMPORARY
N/A
1733.704
BUFFER
IMPACT
WETLAND ID
IMPACT
DURATION
FORESTED
AREA OF
IMPACT (SF)
W1
B
TEMPORARY
NO
451.825
STREAM
STREAM ID
IMPACT
AVERAGE STREAM
IMPACT
AREA OF
IMPACT
DURATION
WIDTH (FT)
LENGTH (LF)
IMPACT (SF)
S1
G
TEMPORARY
1.29
44.116
55.058
0 20' 40' 60' 120'
SCALE IN FEET
BZ t
STREAM BUFFER ZONE 1
6Z Z
STREAM BUFFER ZONE 2
— —
TOP OF BANK
LOD
LIMIT OF DISTURBANCE
ZONE 1 ALLOWABLE IMPACT
ZONE 2 ALLOWABLE IMPACT
STREAM IMPACT
°O°°°°
°°°°°°
°°°°°°
WETLAND IMPACT
Freese and Nichols, Inc.
North Carolina Registered Engineering Firm C-3916
ISSUED FOR PERMIT

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B3 ZONE 1.
` STREAM F
L ALLOWABLE IMPACT
(PERM. TREE REMOVAL)
(PERPENDICULAR CROSSING)
AREA=2559.85 SF
-TOP OF BANK
�< x \ �' 1 R77� \" k \\ 7 �7 ;-I-
S2 TEMPORARY STREAM IMPACT
STREAM F
STREAM WIDTH= 2.533 FT
IMPACT LENGTH= 43.069 FT
IMPACT AREA=79.647 SQFT
►��►al►►1►`�11114 04 VIA.
f
BUFFER
STREAM ID
IMPACT
ZONE 1
ZONE 2
IMPACT
DURATION
IMPACT (SF)
IMPACT (SF)
83
F
TEMPORARY
2559.85
N/A
84
F
TEMPORARY
N/A
1774,77
0 20' 40' 60'
SCALE IN FEET
120'
i 12�
BZ
STREAM BUFFER ZONE 1
STREAM BUFFER ZONE 2
BZ y
— —
TOP OF BANK
LIMIT OF DISTURBANCE
LOD
ZONE 1 ALLOWABLE IMPACT
ZONE 2 ALLOWABLE IMPACT
° ° ° °
STREAM IMPACT
STREAM
STREAM ID
IMPACT
AVERAGE
STREAM
IMPACT
AREA OF
IMPACT
DURATION
WIDTH (FT)
LENGTH (LF)
IMPACT (SF)
S2
F
TEMPORARY
2.533
43.069
79.647
Freese and Nichols, Inc.
North Carolina Registered Engineering Firm C-3916
ISSUED FOR PERMIT

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:• ZONE
STREAM E
ALLOWABLE
• 1 : IMPACT
PERPENDICULAR
.,. . •
CONSISTENTACTIVITY
11 ONGOING BUFFER ACTIVITIES
• • OF
• 4
• • i„ qa
i 04-�."q
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\ BZ DEEP RIVER BUFFER ZONE
e2 STREAM E 6
ALLOWABLE WITH MITIGATION
\ / AREA=17,250.307 SF
PF 1.OSQ-1.3AG
S3 TEMPORARY STREAM IMPACT
STREAM E
STREAM WIDTH= 180.993 FT v�+
IMPACT LENGTH= 50.370 FT
IMPACT AREA=8922.592 SQFT 690
B5 ZONE 1
STREAM E
ALLOWABLE IMPACT
(TEMP., PERPENDICULAR CROSSING)
ACTIVITY CONSISTENT WITH PRESENT
AND ONGOING BUFFER ACTIVITIES — m
AREA=4489.468 SF
BUFFER
STREAM ID
IMPACT
ZONE I
ZONE 2
STREAM
STREAM ID
IMPACT
AVERAGE
STREAM
IMPACT
AREA OF
IMPACT
DURATION
IMPACT (SF)
IMPACT (SF)
IMPACT
DURATION
WIDTH (FT)
LENGTH (LF)
IMPACT (SF)
85
E
TEMPORARY
4489.468
N/A
S3
E
TEMPORARY
180.993
50.370
8922.592
86
E
TEMPORARY
N/A
2756.349
DEEP RIVER
STREAM ID
IMPACT
ZONE
IMPACT
DURATION
IMPACT (SF)
BZ
E
TEMPORARY
11510.000
BZ
E
PERMANENT
5740.146
0 40' 80' 160'
SCALE IN FEET
ISSUED FOR PERMIT
BZ DEEP RIVER BUFFER ZONE
BZ STREAM BUFFER ZONE 1
BZ 2 STREAM BUFFER ZONE 2
TOP OF BANK
LOD
LIMIT OF DISTURBANCE
ZONE 1 ALLOWABLE IMPACT
ZONE 2 ALLOWABLE IMPACT
STREAM IMPACT
DEEP RIVER BUFFER IMPACT
TEMPORARY
DEEP RIVER BUFFER IMPACT
PERMANENT
Freese and Nichols, Inc.
North Carolina Registered Engineering Firm C-3916

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B7 ZONE 1
STREAM D
ALLOWABLE IMPACT
(PERM., TREE REMOVAL)
(PERPENDICULAR CROSSING)
AREA=3379.639 SF
0
—w—
S4 TEMPORARY STREAM IMPACT
STREAM D
STREAM WIDTH=8.785 FT
IMPACT LENGTH=34.697 FT
n IMPACT AREA=220.057 SOFT
10L
� j W
BUFFER
STREAM ID
IMPACT
ZONE 1
ZONE 2
IMPACT
DURATION
IMPACT (SF)
IMPACT (SF)
87
D
PERMANENT
3379.639
N/A
88
D
TEMPORARY
N/A
1982.413
0 20' 40' 60'
SCALE IN FEET
120'
,� 138 ZONE 2
STREAM D
ALLOWABLE IMPACT
LIN (TEMP., PERPENDICULAR
,✓' CROSSING)
AREA=1982.413 SF
BZ
STREAM BUFFER ZONE 1
STREAM BUFFER ZONE 2
BZ y
— —
TOP OF BANK
LIMIT OF DISTURBANCE
LOD
ZONE 1 ALLOWABLE IMPACT
ZONE 2 ALLOWABLE IMPACT
STREAM IMPACT
STREAM
STREAM ID
IMPACT
AVERAGE
STREAM
IMPACT
AREA OF
IMPACT
DURATION
WIDTH (FT)
LENGTH (LF)
IMPACT (SF)
S4
D
TEMPORARY
8.785
34.697
220.057
Freese and Nichols, Inc.
North Carolina Registered Engineering Firm C-3916
ISSUED FOR PERMIT

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B9 ZONE 1
STREAM C
ALLOWABLE IMPACT
(PERM., TREE REMOVAL)
(PERPENDICULAR CROSSING)
AREA=2553.246 SF
� �- ) �- � ,3S 4
L0Z =-W�41
B10 ZONE 2
STREAM C
ALLOWABLE IMPACT
(TEMP., PERPENDICULAR
CROSSING)
AREA=1697.002 SF
a
BUFFER
STREAM ID
IMPACT
ZONE f
ZONE 2
IMPACT
DURATION
IMPACT (SF)
IMPACT (SF)
89
C
PERMANENT
2553.246
N/A
BID
C
TEMPORARY
N/A
1697.002
0 20' 40' 60'
SCALE IN FEET
120'
S5 TEMPORARY STREAM IMPACT
STREAM C
STREAM WIDTH=2.343 FT
IMPACT LENGTH=42.587 FT
IMPACT AREA=92.338 SQFT
1 h'31
STREAM
STREAM ID
IMPACT
AVERAGE
STREAM
IMPACT
AREA OF
IMPACT
DURATION
WIDTH (FT)
LENGTH V)
IMPACT (SF)
S5
C
TEMPORARY
2.343
42.587
92.338
N
BZ I STREAM BUFFER ZONE 1
BZ y STREAM BUFFER ZONE 2
TOP OF BANK
LOD LIMIT OF DISTURBANCE
ZONE 1 ALLOWABLE IMPACT
ZONE 2 ALLOWABLE IMPACT
STREAM IMPACT
Freese and Nichols, Inc.
North Carolina Registered Engineering Firm C-3916
ISSUED FOR PERMIT

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�ow!w - B11 ZONE 17
= STREAM B 1-1
—T r ALLOWABLE IMPACT 11
Ell, (PERM., TREE REMOVAL)
A -XII
3 p _m (PERPENDICULAR CROSSING) -_
ow AREA=31 15.890 SF
IR1 DRN I. s Il
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10
O
- \
W2 TEMPORARY
WETLAND A
WETLAND IMPACT
NO TREE REMOVAL
AREA=93.479 SF
BUFFER
STREAM ID
IMPACT
ZONE 1
ZONE 2
IMPACT
DURATION
IMPACT (SF)
IMPACT (SF)
811
B
PERMANENT
3115.890
N/A
812
B
TEMPORARY
N/A
1897.780
BUFFER
IMPACT
WETLAND ID
IMPACT
DURATION
FORESTED
AREA OF
IMPACT (SF)
W2
A
TEMPORARY
NO
93.479
0 20' 40' 60'
SCALE IN FEET
120'
S6 TEMPORARY STREAM IMPACT
STREAM B
STREAM WIDTH=1.186 FT
IMPACT LENGTH=40.048 FT
IMPACT AREA=59.636 SOFT
V133i'1�2 ZONE 2
STREAM B
3 ALLOWABLE IMPACT
(TEMP., PERPENDICULAR,-
�CROSSING) �
AREA=1897.780 SF
G I
STREAM
STREAM ID
IMPACT
AVERAGE
STREAM
IMPACT
AREA OF
IMPACT
DURATION
WIDTH (FT)
LENGTH (LF)
IMPACT (SF)
S6
B
TEMPORARY
1,186
40.048
59.636
BZ STREAM BUFFER ZONE 1
BZ y STREAM BUFFER ZONE 2
TOP OF BANK
LOD LIMIT OF DISTURBANCE
ZONE 1 ALLOWABLE IMPACT
ZONE 2 ALLOWABLE IMPACT
STREAM IMPACT
°'°'°'
on
00ocnc0000
WETLAND IMPACT
Freese and Nichols, Inc.
North Carolina Registered Engineering Firm C-3916
ISSUED FOR PERMIT

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B14 ZONE 2 S
STREAM A
ALLOWABLE IMPACT
Z
(TEMP., PERPENDICULAR '
A�
3 A O
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AREA=2046.795 SF 103
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IMPACT
ZONE 1
ZONE 2
IMPACT
DURATION
IMPA
0 20' 40' 60' 120'
SCALE IN FEET
ISSUED FOR PERMIT
S7 TEMPORARY STREAM IMPACT
STREAM A
STREAM WIDTH=29.343 FT
IMPACT LENGTH=44.871 FT
IMPACT AREA=657.809 SOFT ?�
„�40
'TOP OF BANK
813 ZONE 1
STREAM A
° ALLOWABLE IMPACT '
(PERM. TREE REMOVAL)
(PERPENDICULAR CROSSING)
AREA=3041.603 SF
STREAM
STREAM ID
IMPACT
AVERAGE STREAM
IMPACT
AREA OF
IMPACT
DURATION
WIDTH (FT)
LENGTH (LF)
IMPACT (SF)
S7
A
TEMPORARY
29.343
44.871
657.809
BZ STREAM BUFFER ZONE 1
BZ y STREAM BUFFER ZONE 2
TOP OF BANK
LOD LIMIT OF DISTURBANCE
ZONE 1 ALLOWABLE IMPACT
ZONE 2 ALLOWABLE IMPACT
° ° ° ° STREAM IMPACT
Freese and Nichols, Inc.
North Carolina Registered Engineering Firm C-3916

CITY OF HIGH POINT
SHEET DESCRIPTIM
GENERAL
SHEET INDEX
NORTH
CAROLINA
--
G-1
COVER
GENERAL NOTES I
G-2
LEGEND AND ABBREVIATIONS
G-3
KEY MAP
G-4
PROPERTY OWNER TABLE
PLAN AND PROFILE
PP-1
START TO STA 14+00
PP-2
STA 14+00 TO STA 27+00
-
PP-3
STA 27+00 TO STA 40+00
NORTH CAR UINXS IINTERNAT]DNALCITY'4
PP-4
STA 40+00 TO STA 53+00
PP-5
STA 53+00 TO STA 66+00
PP-6
STA 66+00 TO STA 79+00
PP-7
STA 79+00 TO STA 92+00
REGISTERS
CREEK
PUMP
STATION
PP-8
STA 92+00 TO STA 105+00
PP-9
STA 105+00 TO STA 118+00
PP-10
STA 1 18+00 TO STA 131 +00
AND
FORCE
MAIN
PP-1
1
STA 131 +00 TO STA 144+00
PP-12
STA 144+00 TO STA 157+00
PP-13
STA 157+00 TO END
PUMP
STATION
C-1
EXISTING PUMP STATION DEMOLITION PLAN
C-2
SITE PLAN
REGISTERS
C-3
FORCE MAIN AND GRAVITY SEWER PROFILE
- CREEK PUMP
C-4
PUMP STATION PLAN & SECTION
STATION
ARCHITECTURAL
. ■ • • •
A-1
ABBREVIATIONS, BUILDING CODE DATA AND SYMBOLS
A-2
BUILDING PLAN AND DETAILS
p.
ELECTRICAL
s
E-1
ELECTRICAL LEGEND I
! _
F
E-2
ELECTRICAL LEGEND 11
E-3
ELECTRICAL SITE PLAN
f
E-4
ONE -LINE DIAGRAMS
PROPOSED
E-5
ELECTRICAL BUILDING PLANS
FORCE
E-6
INSTRUMENTATION LEGEND
MAI N
E-7
INSTRUMENTATION DIAGRAM
•
STANDARD DETAILS
DT-1
STANDARD DETAILS I
DT-2
STANDARD DETAILS 11
DT-3
STANDARD DETAILS III
DT-4
STANDARD DETAILS IV
DT-5
STANDARD DETAILS V
DT-6
STANDARD DETAILS VI
EROSION
AND SEDIMENT CONTROL
ER-1
EROSION AND SEDIMENT CONTROL NOTES AND LEGEND
ER-2
START TO STA 27+00
ER-3
STA 27+00 TO STA 53+00
ER-4
STA 53+00 TO STA 79+00
ER-5
STA 79+00 TO STA 105+00
4 i
ES-6
STA 105+00 TO STA 131 +00
ES-7
STA 131 +00 TO STA 157+00
#
ER-8
STA 157+00 TO END
ER-9
PUMP STATION EROSION AND SEDIMENT CONTROL PLAN
ER-10
EROSION AND SEDIMENT CONTROL STANDARD DETAILS I
VICINITY
MAP
ER-1
1
EROSION AND SEDIMENT CONTROL STANDARD DETAILS 11
NOT TO SCALE
ER-12
EROSION AND SEDIMENT CONTROL STANDARD DETAILS III
ER-13
ESC NCGO10000 1 OF 2
NOVEMBER
2020
ER-14
ESC NCGO10000 2 OF 2
FREESE
1rM111'.'N,CH0LS
531 N. Liberty ST.
Winston—Salem, North Carolina 27101
Phone — (336) 790— 6744
Web — www.freese.com
NOT FOR CONSTRUCTION
THIS DOCUMENT IS RELEASED FOR THE
PURPOSE OF INTERIM REVIEW UNDER THE
AUTHORITY OF R. CHRISTOPHER BELK, P.E.
N. CAROLINA NO: 028398 ON DATE: NOV 2020
IT IS NOT TO BE USED FOR CONSTRUCTION,
BIDDING OR PERMIT PURPOSES,
FOR REVIEW PURPOSES ONLY
NOT RELEASED FOR CONSTRUCTION
Freese and Nichols, Inc.
North Carolina Registered Engineering Firm C-3916
H PT 19570
Date: Nov 10, 2020 — 7:54pm User: 02876 File: N:\STANDARD\GN—ALL—COVER.DWG
100% SUBMITTAL

GENERAL NOTES:
1. ELEVATIONS BASED ON NAVD 88 DATUM. HORIZONTAL CONTROL BASED ON NAD
83 (201 1) DATUM. FIELD SURVEY PERFORMED BY STEWART ENGINEERING,
JANUARY 16, 2020.
2. LOCATIONS, ELEVATIONS, DIMENSIONS OF EXISTING UTILITIES, STRUCTURES, AND
OTHER FEATURES ARE SHOWN ACCORDING TO THE BEST INFORMATION
AVAILABLE AT THE TIME OF PREPARATION OF THESE DRAWINGS, HOWEVER ARE
NOT PURPORTED TO BE ABSOLUTELY CORRECT. THE CONTRACTOR SHALL VERIFY
LOCATIONS, ELEVATIONS, DIMENSIONS OF ALL EXISTING UTILITIES, STRUCTURES,
AND OTHER FEATURES AFFECTING THE WORK PRIOR TO CONSTRUCTION. THE
CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR ANY DAMAGE TO
UTILITIES.
3. IN THE ABSENCE OF DETAILS OR SPECIFICATIONS IN THESE CONTRACT
DOCUMENTS APPLICABLE DESIGN AND DETAILS SHALL CONFORM TO GENERAL
CONTRACT DOCUMENTS AND SPECIFICATIONS FOR THE CITY OF HIGH POINT.
4. THE CONTRACTOR SHALL PROTECT AND SUPPORT EXISTING UTILITIES IN
ACCORDANCE
WITH STANDARDS, PROCEDURES, POLICIES AND REQUIREMENTS OF
THE OWNERS
OF THE UTILITIES. THE CONTRACTOR SHALL TAKE ALL NECESSARY
PRECAUTIONS
TO ENSURE THAT UTILITY LINES, BOXES, VALVES, POLES, PIPES,
CONDUITS AND ANY OTHER ITEMS ASSOCIATED WITH THE UTILITIES' FACILITIES
ARE NOT DISTURBED DURING CONSTRUCTION. ALL COSTS INCURRED FOR
SUPPORTING,
MOVING AND REPAIRING DAMAGED EXISTING UTILITIES AND
SUBSEQUENT
REPAIRS WILL BE THE RESPONSIBILITY OF THE CONTRACTOR.
REPAIRS WILL
BE MADE IMMEDIATELY AT THE CONTRACTOR'S EXPENSE.
TRAFFIC CONTROL NOTES:
1. THE CONTRACTOR SHALL PROVIDE ADEQUATE WARNING SIGNS, LIGHTS,
BARRIERS, RAILING, FLAGGERS, ETC., AND SHALL CONDUCT ALL WORK IN
ACCORDANCE WITH THE LATEST VERSION OF THE NCDOT "STANDARD
SPECIFICATIONS FOR ROADS AND STRUCTURES," NCDOT "ROADWAY STANDARD
DRAWINGS MANUAL," MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES
(MUTCD), AND THE NCDOT SUPPLEMENT TO THE MUTCD (NCSMUTCD). THE
CONTRACTOR SHALL POSSESS ONE COPY OF EACH OF THE ABOVE
REFERENCED PUBLICATIONS. ANY CONFLICTS FOUND BETWEEN THE
NCSMUTCD AND THE MUTCD SHALL BE RESOLVED IN FAVOR OF THE MUTCD.
2. CONTRACTOR SHALL INSTALL AND MAINTAIN TRAFFIC CONTROL PLAN.
CONTRACTOR SHALL MAINTAIN ONE (1) LANE OF TRAFFIC AT ALL TIMES
DURING CONSTRUCTION, UNLESS AUTHORIZED BY THE NCDOT WITH PROPER
ADVANCED NOTICE. FOR TEMPORARY ROAD CLOSURE, ALL TRAFFIC CONTROL
MEASURES AND PROCEDURES SHALL IMPLEMENT PROPER SAFEGUARDS. ALL
BARRICADES, WARNING SIGNS, LIGHT DEVICES, ETC., FOR THE GUIDANCE AND
PROTECTION OF TRAFFIC AND PEDESTRIANS, MUST CONFORM TO THE NCDOT
MAINTENANCE/UTILITY TRAFFIC CONTROL GUIDELINES.
3. CONTRACTOR TO ENSURE THAT ACCESS IS MAINTAINED TO ALL RESIDENCES
AT ALL TIMES AND ACTIVE BUSINESSES DURING BUSINESS HOURS WHILE
CONSTRUCTION IS UNDERWAY. CONTRACTOR SHALL BE RESPONSIBLE FOR
COORDINATING WITH AFFECTED BUSINESS OWNERS AND RESIDENCES.
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5. ALL THE WORK SHALL MEET NCDEQ'S MINIMUM REQUIREMENTS PRESCRIBED IN, EROSION CONTROL NOTES:
TITLE 15A, SUB -CHAPTER 02T-WASTE NOT DISCHARGED TO SURFACE WATER.
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH STATE (NCDEQ) AND
6. EXISTING IMPROVEMENTS INCLUDING, BUT NOT LIMITED TO FENCES, DRIVEWAYS, LOCAL REQUIREMENTS.
SIDEWALKS, TRAFFIC SIGNS, MAIL BOXES PAVEMENT, CURBS, UTILITY PIPELINES,
AND DRAINAGE STRUCTURES WHICH ARE DAMAGED, REMOVED OR ALTERED TO 2. REFER TO SHEETS ER-1 THROUGH ER-14 FOR EROSION CONTROL DESIGN
PERMIT INSTALLATION OF THE WORK SHALL BE REPAIRED OR REPLACED BY THE AND I z
CONTRACTOR, AT THE CONTRACTOR'S EXPENSE, IN THE SAME LOCATION AND IN 0
CONDITION AS GOOD OR BETTER THAN THEY WERE FOUND. 3. TOTAL ACREAGE DISTURBED EQUALS APPROXIMATELY 15 ACRES. ALL LAND
DISTURBING ACTIVITY SHALL BE LIMITED TO EXISTING NCDOT AND CITY OF Q
7. CONTRACTOR SHALL BE RESPONSIBLE FOR KEEPING ALL UTILITIES IN SERVICE HIGH POINT RIGHTS -OF -WAY OR EASEMENTS INDICATED IN THE DRAWINGS.
DURING CONSTRUCTION.
4. LAND DISTURBANCE IS LIMITED TO 1,000 LF PER DAY. IMMEDIATE z
8. THE CONTRACTOR SHALL DISTRIBUTE LETTERS TO ALL AFFECTED PROPERTY STABILIZATION SHALL BE INSTALLED. Q
OWNERS PRIOR TO BEGINNING WORK ON EACH PROPERTY. THE LETTER SHALL ~ cc
INCLUDE NAMES AND TELEPHONE PHONE NUMBERS OF CONTRACTOR CONTACTS, 5. IF ADDITIONAL WORK AREAS ARE REQUIRED, CONTRACTOR IS RESPONSIBLE 0 G
A DESCRIPTION OF WORK TO BE DONE, AND THE TIME FRAME FOR DOING THE FOR ACQUIRING THIS AREA AND PROVIDING THE REQUIRED EROSION a LJJ
WORK. COPIES OF THE LETTER SHALL BE FORWARDED TO THE CITY INSPECTOR. CONTROL MEASURES. U J
THE CONTRACTOR SHALL NOTIFY RESIDENTS 48 HOURS IN ADVANCE OF = rC >
PERFORMING ANY WORK ON PRIVATE PROPERTY. DISTRIBUTION OF LETTERS 6. ERODED DITCHES/BANKS SHALL BE REPAIRED WITH A SUITABLE MATTING OF LL
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SHALL BE CONSIDERED SUBSIDIARY TO THE COST OF THE PROJECT AND NO COIR/ FILTER FABRIC PER DETAIL. CHECK DAMS AND/OR WATTLES SHALL 0 LJJ 0
ADDITIONAL COMPENSATION WILL BE ALLOWED. BE INSTALLED PER PLANS. H Cr LL
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9. FOR ALL DRIVEWAYS, WHICH ARE OPEN CUT, 48-HOUR PRIOR COMMUNICATION 7. A 0.25" LAYER OF SCREENINGS SHALL BE PLACED IN AREAS WHERE cri z
WITH PROPERTY OWNER/BUSINESS. DRIVEWAYS SHALL BE REOPENED NIGHTLY. TRENCH MATERIAL IS STOCKPILED ON ASPHALT DURING CONSTRUCTION. = Q
THE TEMPORARY SURFACE WILL BE CONSIDERED A NON -PAY ITEM. Lu
8. ALL DITCHES/TRENCHES SHALL BE COVERED AS REQUIRED BY THE CITY OF
10. THE CONTRACTOR SHALL REMOVE ALL FENCES INTERFERING WITH CONSTRUCTION HIGH POINT AND/OR NCDOT AT THE CONCLUSION OF EACH WORK DAY. V)
OPERATION AND PROVIDE TEMPORARY FENCING DURING CONSTRUCTION. Ur
REMOVED FENCES SHALL BE REPLACED WITH A NEW FENCE OR UNDAMAGED 9. TREE PROTECTION SHALL BE INSTALLED PRIOR TO PIPELINE INSTALLATION. W
ORIGINAL FENCING. ALL AFFECTED PROPERTY OWNERS SHALL BE NOTIFIED r[
PRIOR TO CONSTRUCTION. REMOVAL AND REPLACEMENT OF EXISTING AND 10. CONTRACTOR SHALL INSTALL AND UTILIZE TEMPORARY CONSTRUCTION
TEMPORARY FENCES SHALL BE CONSIDERED SUBSIDIARY TO THE PROJECT ENTRANCES PER DETAIL FOR ALL OFF -PAVEMENT ACCESS.
COST.
11. THE CONTRACTOR SHALL COMPLY WITH AND BE PROPERLY TRAINED IN ALL
NATIONAL ELECTRICAL SAFETY CODE (NESC), OVERHEAD HIGH VOLTAGE LINE
SAFETY ACT (OHVLSA), AND OSHA REQUIREMENTS REGARDING WORKING NEAR
LIVE ELECTRICAL TRANSMISSION AND DISTRIBUTION LINES, EXCAVATING NEAR
ELECTRICAL POLES, AND INSTALLING SUCH FACILITIES NEAR ELECTRICAL LINES.
12. ALL PIPING SYSTEMS AND EQUIPMENT SHALL BE ADEQUATELY AND SAFELY
SUPPORTED. IN CERTAIN LOCATIONS, PIPE SUPPORTS, ANCHORS, AND
EXPANSION JOINTS HAVE BEEN SHOWN ON THE DRAWINGS BUT DO NOT
PURPORT TO INDICATE EVERY PIPE SUPPORT, ANCHOR AND EXPANSION JOINT.
CONTRACTOR SHALL DESIGN, PROVIDE, AND INSTALL ALL SUPPORTS AS
REQUIRED BY THE PIPING AND EQUIPMENT PROVIDED. AT A MINIMUM, ALL
PIPING SYSTEMS SHALL BE SUPPORTED PER THE REQUIREMENTS OF
MANUFACTURER'S STANDARDIZATION SOCIETY MSS SP-58 AND MSS SP-69.
SUPPORT DESIGN SHALL ACCOMMODATE ALL STATIC AND OPERATIONAL
CONDITIONS TO WHICH THE PIPING AND EQUIPMENT MAY BE SUBJECTED.
13. THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS AND INSPECTIONS
REQUIRED FOR THE EXECUTION OF THIS WORK AND SHALL OBTAIN NECESSARY
APPROVAL FROM THE AUTHORITIES THAT HAVE JURISDICTION_ _ _ _ A
3 14. THE CONTRACTOR SHALL NOTIFY ALL POTENTIALLY AFFECTED PROPERTY OWNERS
m PRIOR TO CONSTRUCTION ACTIVITY ALTHOUGH THE ACTIVITY IS COVERED WITHIN
m THE EASEMENT.
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WORK.
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16. JOINT RESTRAINT LENGTHS WERE CALCULATED USING THE EBAA IRON, INC.
'nRESTRAINT LENGTH CALCULATOR PROGRAM (VERSION 5.02) FOR DUCTILE IRON
pN
PIPE, MH.GRAN. FILL, SF 2.0, TRENCH TYPE 3, DEPTH OF BURY 4FT AND A
o TEST PRESSURE OF 160 PSI. CONTRACTOR SHALL CONFIRM RESTRAINED JOINT
N z LENGTH IF SITE CONDITIONS DIFFER AND/OR IF ADDITIONAL FITTINGS ARE
REQUIRED.
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11. CONTRACTOR SHALL SUBMIT AND IMPLEMENT AN EROSION CONTROL PLAN
PRIOR TO COMMENCING WORK. ALL EROSION CONTROL MEASURES AND
DEVICES MUST BE INSTALLED BEFORE LAND DISTURBING ACTIVITIES
COMMENCE.
12. STANDARD SEDIMENT CONTROL DEVICES ARE TO BE FURNISHED, INSTALLED,
AND MAINTAINED IN GOOD WORKING ORDER AT STORM INLETS AS SHOWN
ON THE PLANS AND AT THE DISCRETION OF THE ENGINEER TO ENSURE
PROJECT SEDIMENT IS PROPERLY CONTROLLED WITHIN THE PROJECT LIMITS.
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WILEY PARK HOA INC
4905 BISBEE DR
PIN# 7831610850
WILEY PARK HOA INC
4915 OPEN BISBEE DR
PIN # 7831535080
KANOY PROPERTIES LLC
4905 BISBEE DR
PIN# 7831610972
EXISTING 12" DIP FORCEMAIN
i
N/F
CITY OF HIGH POINT
DB 3761, PG. 475
TRACT B - 'B 105, PG
PIN 783�--61 -2627
4903 BISBEE DR
N
POINT TABLE
POINT
NORTHING
EASTING
PROP ELEV
DESCRIPTION
1
811696.79
1736175.11
0.00
CENTER OF WET WELL
2
811716.13
1736177.32
0.00
CORNER OF VALVE VAULT
3
811721.10
1736191.83
0.00
CORNER OF VALVE VAULT
4
811728.84
1736167.66
0.00
14" 90 DEG BEND
5
811719.53
1736163.62
0.00
18" X 14" MJ DI REDUCER
6
811696.71
1736072.17
730.68
MH-A
7
811681.28
1736168.38
740.56
MH-B
8
811759.69
1736101.72
737.75
CORNER OF GENERATOR PAD
9
811765.85
1736125.64
738.88
CORNER OF GENERATOR PAD
10
811730.52
1736146.50
738.53
YARD HYDRANT
11
811752.95
1736170.70
741.00
FENCE CORNER
12
811740.25
1736198.50
740.22
FENCE CORNER
13
811717.58
1736205.78
738.34
FENCE CORNER
14
811675.78
1736183.11
739.35
FENCE CORNER
15
811693.22
1736144.93
737.18
FENCE CORNER
16
811709.32
1736170.37
0.00
JIB CRANE FOUNDATION
17
811712.43
1736178.26
0.00
JIB CRANE FOUNDATION
18
811812.87
1736182.53
741.24
LIMITS OF CLEARING
19
811799.23
1736211.86
741.24
LIMITS OF CLEARING
20
811803.68
1736229.14
741.20
LIMITS OF CLEARING
21
811784.46
1736234.68
741.20
LIMITS OF CLEARING
22
811779.61
1736217.86
741.24
LIMITS OF CLEARING
23
811772.82
1736193.87
741.24
LIMITS OF CLEARING
24
811703.00
1736156.46
0.00
18" 45 DEG BEND
25
811695.44
1736145.05
727.40
18" 22.50 DEG BEND
26
811696.07
1736106.72
727.40
18" 11.25 DEG BEND
27
811702.82
1736075.47
727.40
18" 22.50 DEG BEND
28
811708.60
1736186.81
0.00
CORNER OF VAULT
29
811701.58
1736189.58
0.00
CORNER OF VAULT
30
811729.07
1736173.84
0.00
CORNER OF VAULT
31
811722.05
1736176.61
0.00
CORNER OF VAULT
32
811724.48
1736165.77
0.00
14 INCH GATE VALVE
33
811698.91
1736150.29
0.00
18" X 14" DI TEE
NOTES:
1 SITE PLAN 1. INSTALL 4" THICK OF #5 GRAVEL WITH ANECDOTE TYPE IV WOVEN GEOMETRIES FABRIC
TO LIMITS SHOWN.
1 "=10$ 2. CONTRACTOR SHALL REMOVE AND DISPOSE OF EXISTING MANHOLE AND INSTALL A NEW
5' DIAZ. MHZ AND MAKE CONNECTION TO THE EXISTING 18" UPSTREAM GRAVITY
SEWER, 18" GRAVITY SEWER TO THE EXISTING STATION, AND THE NEW 24" CONNECTION
TO THE PROPOSED WET WELL.
3. CONTRACTOR SHALL SUPPLY, MAINTAIN AND OPERATE DUTY AND STANDBY BYPASS
PUMPING DURING CONSTRUCTION UNTIL THE EXISTING FLOW TO THE REGISTERS CREEK
PUMP STATION IS RESTORED. CONTRACTOR SHALL PROVIDE 24-HR PUMP WATCH
DURING ALL BYPASS PUMPING ACTIVITIES.
0 10'
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O1 ADJUSTABLE PIPE SUPPORT, TYP. SEE DETAIL
4/DT-1 .
2O 9' X 10' X 7' PRECAST CONCRETE VALVE VAULT.
O3 12' DIAMETER PRECAST CONCRETE WET WELL WITH
REINFORCED TOP PER ASTM C-478.
4O 14" X 14" DI TEE (TYP OF 2).
OS 14" GATE VALVE (TYP OF 2).
O6 14" CHECK VALVE (TYP OF 2).
O7 2-TON JIB CRANE W/ ELECTRIC HOIST, SEE NOTE 10.
O8 14" DIP PUMP DISCHARGE (TYP OF 2).
O9 316 STAINLESS STEEL PIPE SUPPORT BRACKET FOR
THRUST RESTRAINT (MAX 10' SPACING).
10 14" DIP BYPASS SUCTION PIPE AND 90' BEND SEE
NOTE 3.
11 4' X 6' DOUBLE LEAF ALUMINUM ACCESS HATCH
WITH FALL PROTECTION.
12 4" SCH 80 PVC DRAIN W/ P-TRAP Q 2% MIN.
SLOPE.
13 CONCRETE FOUNDATION AS REQUIRED BY JIB CRANE
MANUFACTURER. REINFORCEMENTS AND ANCHORS
SHALL BE COORDINATED WITH MANUFACTURER.
BYPASS SUCTION EL 743.00'
inn v0 CI nnn CI 7An nn'�
30" DIP
SEE SHEET C-3
FOR CONTINUATION
INV. 720.71'
APPROXIMATE TOP OF
AUGER REFUSAL EL 717.30
14 4' X 6' DOUBLE LEAF ALUMINUM ACCESS HATCH.
15 DI REDUCER AS REQUIRED (TYP OF 2).
16 14" DI 90' BEND (TYP OF 2).
17 14" DI SLUDGE SHOE.
18 6" DI VENT WITH # 16 SS BUG SCREEN (TYP OF 2)
19 2" CAV-TYPE C, SEE DETAIL 3/DT-5.
20 WALL PENETRATION (TYP), SEE DETAIL 1 /DT-1 .
21 14" RESTRAINED FLANGED COUPLING ADAPTOR (TYP
OF 2).
22 3' X 3' ALUMINUM ACCESS HATCH (TYP OF 2).
23 2 3/4" SCH 80 PVC BUBBLER CONDUITS.
24 STAINLESS STEEL ANCHOR STRAP (MAX 3' SPACING).
25 *14" ELECTROMAGNETIC FLOWMETER
26 STAINLESS STEEL CABLE HOLDER (TYP OF 2), SEE
DETAIL 5/DT-1 .
27 12" MIN. FLOWABLE FILL.
28 PRECAST REINFORCED CONCRETE BASE PER ASTM
C-478 (4,5000 PSI CONCRETE/ #5 Q 12" C/C. EW,
2" CLEAR TOP TO BOTTOM).
PUMP STATION SECTION
1 /4"=1 '
29 EXCAVATION LIMITS AS REQUIRED, CONTRACTOR IS
RESPONSIBLE FOR EXCAVATION SAFETY. SEE GEOTECHNICAL
REPORT FOR ADDITIONAL INFORMATION.
30 14" X 8" DI MJ REDUCER.
31 8" SURGE RELIEF VALVE.
32 8" MJ 90" BEND (TYP OF 2).
33 8" SURGE RELIEF DIP.
34 PRESSURE GAUGE ASSEMBLY, SEE DETAIL 7/DT-1.
35 4' X 4' X 7' PRECAST CONCRETE VAULT (TYP OF 2)
36 14" MJ 90" BEND
37 WALL THRUST ANCHOR, (TYP OF 2)
38 SUBMERSIBLE WASTEWATER PUMP (TYP OF 2)
39 4" SS FLOOR DRAIN (TYP OF 2)
40 4" 45' SCH 80 BEND
TOP OF SLAB EL 741.00'
c'Inllcuc'n 1�onl Inln CI 7An nn'
100-YR FLOOD EL 737.00'±
ni MIrlC CI 77C A 1)
OnTTnkA CI 7ZZ -Z -Z
nI MIr)C CI 77n Mn'
SEE NOTES 7 AND 8
HIGH
LEVEL
ALARM
EL 720.71 ',1,
LAG
PUMP
ON EL
719.71 '
LEAD
PUMP
ON EL
718.71 ' �
ALL PUMPS OFF EL 712.50'
LOW LEVEL ALARM EL 712.00'
BOTTOM EL 707.00'
GENERAL NOTES:
1. REFER TO GEOTECHNICAL REPORT FOR
INFORMATION REGARDING DEWATERING.
CONTRACTOR SHALL INCLUDE THE COST FOR
DEWATERING IN THE LUMP SUM PRICE BID FOR
THE PUMP STATION.
2. PROVIDE 14" BLIND FLANGE TAPPED WITH 10"
MALE QUICK CONNECT AND CAP.
3. *DENOTES SCADA SYSTEM ALLOWANCE SCOPE OF
SUPPLY. REFER TO APPENDIX B.
4. COAT THE EXTERIOR OF MANHOLE A, B, VALVE
VAULTS AND WET WELL WITH TWO COATS OF AN
APPROVED BITUMINOUS COATING TO OBTAIN A
MINIMUM TOTAL THICKNESS OF 23 MILS.
5. COAT THE INTERIOR OF MANHOLE B AND WET
WELL WITH HIGH BUILD EPDXY COATING THAT IS
100 PERCENT SOLIDS EPDXY FORMULATED WITH A
WIDE RANGE OF CHEMICAL RESISTANCE, INCLUDING
RESISTANCE TO HYDROGEN SULFIDE AND SULFURIC
ACID, AND A HIGH PHYSICAL STRENGTH.
I
u
BOTTOM OF PIPE EL 725.00'
E
6. CONTRACTOR TO PROVIDE 3 SUBMERSIBLE PUMPS
TOTAL. 2 INSTALLED, 1 SPARE TO BE STORED IN
THE ELECTRICAL BUILDING.
7. ALL STRUCTURES MUST BE SUPPORTED BY
UNDISTURBED SOIL OR FLOWABLE FILL. PROVIDE
FLOWABLE FILL BELOW CONCRETE FOUNDATION
AND SLAB EXTENDING TO UNDISTURBED SOIL.
8. FLOWABLE FILL SHALL EXTENDED TO THE LIMITS
OF THE EXCAVATION. THE WIDTH OF FILL BELOW
PIPE SHALL NOT BE LESS THAN 2' PLUS THE
WIDTH OF PIPE OUTSIDE DIAMETER.
9. CONTRACTOR SHALL COORDINATE JIB CRANE
LOCATION WITH ENGINEER TO ENSURE IT WILL
PULL AND REMOVE THE PUMPS, CHECK VALVES,
GATE VALVES, MAGNETIC FLOW METER AND SURGE
RELIEF VALVE.
1 PUMP STATION PLAN
1 /4"=1 '
31
4- a
4 J 4
40
SURGE RELIEF VALVE SECTION
1 /4"=1 '
TOP EL 741.00'
fff%CL PIPE EL 735.42' h
BOTTOM EL 733.33'
CL PIPE EL 730.83'
0 1' 2' 4' 8'
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AND RETAIN FOR REINSTALLATION.
2. OVERHEAD DOOR TO REMAIN.
3. PERSONNEL DOOR TO REMAIN.
4. INFILL WALL OPENING WITH CMU AND INSULATION.
PROVIDE SPLIT FACE RIB UNITS AT EXTERIOR
VENEER UNLESS NOTED OTHERWISE.
5. HVAC UNIT — BARD MODEL NO. W60AC—CO9
XXXXXE — RE: 5/A-2 AND ELECTRICAL FOR
ADDITIONAL INFORMATION.
6. PROVIDE SMOOTH FACE CMU VENEER THIS FACE
OF INFILL.
7. CHIP OUT CONCRETE BASE BELOW LOUVER TO
ALIGN WITH FINISH FLOOR.
7
EXISTINI-
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2. PLACE CMU IN RUNNING BOND, TOOL JOINTS, MORTAR ALL JOINTS, INCLUDING
INTERIOR WEBS.
3. ADHESIVE SHALL BE DEWALT AC100+GOLD OR APPROVED EQUAL. INSTALL IN
ACCORDANCE WITH MPII, WHICH INCLUDES BRUSHING AND BLOWING HOLES CLEAN
PRIOR TO INJECTING ADHESIVE. USE PISTON PLUG SYSTEM. HOLES SHALL BE
DRY. USE HAMMER DRILL AND DO NOT DAMAGE EXISTING WALL REINFORCING.
WALL INFILL ELEVATION (INTERIOR FACE
3/4" — 1'-0"
6"
EMBED
6'-n" EXIST 0PNG TYP
NOTE:
1. REFER TO DETAIL 3 FOR ADDITIONAL INFORMATION
WALL INFILL ELEVATION
(5 (INTERIOR FACE — WEST WALL
3/4" — 1 ' — 0"
)D BLOCKING. PAINT
MATCH WALL
IT DOUBLE WYTHE
L W/INSULATION
UT CELLS ADJACENT
OPENING
ADH DWL
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RSE GROUTED
D (TYP)
LINE OF
HANICAL UNIT
ERE OCCURS)
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SECTION
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1Y2" RIGID INSULATION
EXISTING CMU
PARTITION
MINERAL WOOL
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ALL AROUND EACH DUCT
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MASONRY OPENING
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AND DUCT
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GROUTED CMU COURSE
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ALL AROUND EACH DUCT--\
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MASONRY OPENING
BACKER ROD AND
SEALANT ALL AROUND
BOTH SIDES OF
OPENING
GROUTED CMU COURSE
INTERIOR
EXIST WALL
INSTALL BACKER ROD AND SEALANT (ASTM
C920) AT JAMBS OF EXTERIOR FACE SHELL
OF VENEER, SEALANT TO MATCH COLOR OF
MORTAR
EXISTING SOFFIT
REINSTALLED METAL TRIM
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FACE AT INFILL WHERE HVAC UNIT OCCURS)
W/ INTEGRAL WATERPROOFING IN BLOCK &
MORTAR, COORDINATE COLOR OF BLOCK &
MORTAR TO MATCH EXIST, APPLY EXTERIOR
WATERPROOFING TO BLOCK AFTER CLEANING
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1 WALL PENETRATION
- NOT TO SCALE
NOTES:
1. PIPE SUPPORT MATERIAL, AND
DIMENSIONS TO BE DETERMINED BY
MANUFACTURER.
2. SADDLE SUPPORT SHALL BE DESIGNED
FOR THE OD OF PIPE.
3. ADJUSTABLE PIPE SUPPORT SHALL BE
BY PIPING TECHNOLOGY PRODUCTS,
DOUBLE D FASTENERS OR APPROVED
EQUAL.
4. PIPE SUPPORT SHALL BE EPDXY
PAINTED.
5. ANCHOR PIPE SUPPORT TO SLAB AS
REQUIRED BY MANUFACTURER. AT A
MINIMUM PROVIDE (4) Y2" O HAS ROD
(TYPE 304 SS) WITH HILTI RE500
ADHESIVE AND 6" EMBEDMENT.
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SEE NOTE 5
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Plot Date: 11/10/2020 8:54 PM Plot BV: 02876 Filename: N:\WTU\Drawings\Lift Station\CV-LS-DT-DETL1.dwg
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D DIP AI"'T
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16 MESH STAINLESS
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vvr%L-L I Lr%114uL
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- NOT TO SCALE
3/4/1/4
(4)- 1" DIA.
HOLES ® 90
B
NOTES:
1. VENT PIPE OPENING TO
BE ELEVATED AT LEAST 24
INCHES ABOVE THE 100
YEAR FLOOD PLAIN
ELEVATION
2. REFER TO STANDARD
MANHOLE DETAIL FOR DUCTILE VENT PIPING W/
INFORMATION PERTAINING IRON PIPE STAINLESS STEEL
TO MANHOLE FLANGED SCREEN
CONSTRUCTION.
2MIN
TOP OF RING & 3' MIN
COVER 100-YEAR_ FLOOD
J-311
ELEVATION
v°
3' MIN
7777 4 DIP
WALL PIPE
CAST IN M H
TOP
STANDARD MANHOLE VENT
WITH FLAT TOP MANHOLE
NOT TO SCALE
2 EACH FLANGED 90 DEGREE BENDS
(SHORT RADIUS) OR FLANGED RETURN BEND.
THE VENT PIPE OPENING SHALL EXTEND TWO
OUTFALL MANHOLE FEET (2') ABOVE THE 100 YEAR FLOOD ZONE AS
LOCKABLE RING DETERMINED BY F.E.M.A. AND HAVE A 18 X 16
& COVER, TYPE FT MESH ALUMINUM SCREEN COMPANION FLANGE
I_ 26 �I
WITH 4" OPENING.
REINFORCEDI CONCRETE
2'
0
4" DUCTILE IRON
WALL PIPE, CAST IN
FINAL GRADE
Z
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NOTES:
REINFORCED
A. ALL STANDARD SEWER MANHOLE SECTIONS SHALL
CONCRETE
MEET THE REQUIREMENTS OF CITY STD. NO.
300. (4' DIA.) OR 301. (5' DIA).
B. THE LOCKABLE RING & COVER SHALL MEET THE
+.
i
-0-FLOW
REQUIREMENTS OF CITY STD. NO. 308.
C. FLAT TOP - THE PRECAST SUPPLIER'S STANDARD
f
'r :•
FLAT TOP MAY BE USED PROVIDED THAT THE
•"
RING & COVER (CITY STD. NO. 308.) AND THE
g"
.
; ,
.•'..
6" FOR 48" DIA.
8 FOR 60 DIA.
VENT PIPE ARE CAST INTO THE FLAT TOP.
6" OF #57 WASHED STONE
f 48"/60" INS. DIA. I
CITY OF HIGH POINT
ISSUED 7-3-07
MH_VENT_OF.DWG
NORTH CAROU14A
r:EMONS
STANDARD DRAWING FOR
ENGINEERING SERVICES DEPARTMENT
°-15-1D
VENTED
OUTFACE MANHOLE
310.00
APPRO
20.4
..........o ..?..................
FOR 4' OR 5'
SANITARY SEWER MANHOLES
SHEET 1 OF 1
SURFACE
(2) LIFTING
BARS
-(2)-S.S. PENTAGON HEAD
BOLT CAMLOCKING DEVICE
26 1 /8"
+ 1 /16
5/8" DIA.
VENTED OUTFALL MANHOLE
NOT TO SCALE
(2)-S.S. PENTAGOI,
BOLT CAMLOCKING
\ � I LO--DOVETAIL GROOVE t1
(3) 1" DIA. I AND GASKET
HOLE ® 120' �I 1 3/8"
PLAN VIEW COVER SECTION COVER SECTION B—B
NOTES:
MACHINED 27 7/16" A. TO BE USED IN THE 100 YEAR FLOOD AREA AS
SURFACE + 1/16 DETERMINED BY F.E.M.A.
26 1/8" - 0 B. MANHOLE RINGS AND COVERS SHALL BE MADE OF
24" GRAY CAST IRON AND SHALL CONFORM TO ASTM
A48, CLASS 35B.
LOCKING DEVICE- C. FOR OUTFALL USE ONLY- NOT FOR USE ON
MANHOLES LOCATED IN ROADWAYS.
4" STAINLESS STEEL
PENTAGON HEAD D. APPROVED MANUFACTURERS:
BOLTS. TWO (2) -U.S FOUNDRY, MODEL 8015011
3/4" x 1 3/4` -EAST JORDAN IRON WORKS, PRODUCT NUMBER
�
LONG BOLTS SHALL NCR08-2313A � 26 1/2" ^I -OR APPROVED EQUAL
27 3/4" 2" BE PROVIDED IN E. OUTFALL MANHOLE LOCKABLE RING & COVER, TYPE
THE COVER AS FT SHALL BE CAST INTO THE DUVALL MANHOLE
28" SHOWN. FLAT TOP.
34" F. ESTIMATED WEIGHTS ARE: FCOVER RAME 132 LBS
1LBS
FRAME SECTION CAM —LOCK DETAIL UNIT 327 LBS
CITY OF HIGH POINT ISSUED 7-3-07 RC_OF-FT.DWG
NORTH CAROLING0X5 STANDARD DRAWING FOR
ENGINEERING SERVICES DEPARTMENT '• 15-1D
APPROVEDJd�...3..........,200 OUTFALL MANHOLE LOCKABLE RING AND COVER, TYPE FT 308.00
FOR USE IN WATERTIGHT OUTFALL MANHOLES
SHEET 1 OF 1
DIRECTOR
OUTFALL MANHOLE LOCKABLE
RING AND COVER TYPE FT
NOT TO SCALE
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RING & COVER 19" MAXIMUM OF ENLARGED VIEW OF JOINTS
CITY STD. NO. 307. VERTICAL SURFACE
11 /16"
GRADE RINGS 2' SLOPE 2' SLOPE
_LAS REQUIRED
MAX. 1" (2 RINGS MAX.) PROFILE 0-RING
MORTAR JOINTS GASKET GASKET
ENLARGED VIEW OF ENLARGED VIEW
4INS.
4" OF 0-RING GASKET
DIA. PROFILE GASKETB"PROFILE GASKET ASTM C361 0-RING GASKETASTM C361
5.
yp,ECCENTRIC CONE SECTIONCONE 2-0" OR 2'-B" NOTES:
SECTIONA. ALL PRECAST SEWER MANHOLE SECTIONS SHALL MEET THE
REQUIREMENTS OF ASTM C-478 AND AASHTO M199. THE PRECAST
16" CONCRETE COMPRESSIVE STRENGTH SHALL BE A MINIMUM OF 4000
5' x 4' DIAMETER PSI.
TRANSITION SLAB B. ALL MANHOLE STEPS SHALL CONFORM TO CITY STD. NO. 303. OR
+ 48" INS. DIA. AN APPROVED EQUAL. STEPS SHALL BE INSTALLED IN LINE WITH THE
Z EFFLUENT OPENING UNLESS OTHERWISE SPECIFIED.
C. THE MANHOLE JOINTS SHALL BE SEALED BY A PROFILE GASKET,
a 0-RING GASKET, OR BUTYL RUBBER SEALANT. THE PROFILE GASKET OR
a MEET H-20 LOAD
U) SPECIFICATION THE O-RING GASKET SHALL MEET ASTM C-361. THE BUTYL RUBBER
SEALANT SHALL BE 1-1/4" SQUARE AND SHALL CONFORM TO ASTM
Z
W C-990 AND AASHTO M-198.
it RISER w D. THE LIFT INSERT AND HOLES SHALL BE ACCORDING TO CITY STD. NO.
22 SECTION v 305. ALL LIFT HOLES SHALL BE COMPLETELY FILLED WITH
j z NON -SHRINK GROUT AFTER MH INSTALLATION.
E. ALL PIPE ENTRANCES SHALL CONFORM TO CITY STD. NO. 306.,
BASE MANHOLE FLEXIBLE PIPE CONNECTORS. IF NEW CONSTRUCTION
5„ SECTION w INVOLVES AN EXISTING PRECAST MANHOLE AND/OR A NEW LINE
I ENTRANCE, THE HOLE MUST BE CORED AND A WATERTIGHT PIPE
R�IN�ORCED ¢ CONNECTOR INSTALLED.
CONCRETE (if
a F. THE MAXIMUM NUMBER OF SEWER SERVICES ALLOWED IN A MANHOLE
INVERT CITY 60" INS. DIA. > SHALL BE THREE (3).
STD. NO. ------
304. FLOW G. A REINFORCED CONCRETE FOOTING IS REQUIRED WHEN THE MANHOLE
---------
IS OVER 12' OR ON A POOR SOIL BASE. THE REINFORCED CONCRETE
FOOTING MAY BE POURED OR PRECAST ACCORDING TO CURRENT
NCDOT STD. NO 1525.01 SHEET 2 OF 2. THE CONTRACTOR HAS THE
8" OPTION OF PROVIDING AN EXPANDED MANHOLE BASE SECTION AND
SETTING THE BASE SECTION ON 12" MIN. #57 STONE WITH NO EXTRA
L ______________________ COST TO THE CITY.
6" H. ALL JOINTS ON OUTSIDE OF MANHOLE AND OUTSIDE JOINT AT TOP OF
9"� 6" OF #57 WASHED STONE REINFORCED CONCRETE FOOTING
(SEE NOTE G) AND 12" #57 STONE CONE SHALL BE WRAPPED WITH 6" MIN. WIDTH BUTYL ADHESIVE TAPE.
CITY OF HIGH POINT ISSUED 5-3-07 MH_60DIA.DWG
NORTH CAROLINA REVISIONS STANDARD DRAWING FOR
ENGINEERING SERVICES DEPARTMENT
APPROVED.. .3...........20PY 5' DIAMETER SANITARY MANHOLE 301.00
..................................... FOR SEWER MAINS GREATER THAN OR EQUAL TO 21" SHEET 1 of 1
DIRECTOR
STANDARD MANHOLE
NOT TO SCALE
LIFT ASSEMBLY
LIFT BAR
WIRE ROPE
LIFT EYE
SEE DETAIL a
n °LIFT INSERT L
q SEE DETAIL • a
°OONE ° :. Q .
° e
° A c ..
d
NOTES:
A. ALL STANDARD SEWER MANHOLE SECTIONS SHALL
MEET OR EXCEED THE REQUIREMENTS OF ASTM C478.
n n ° B. ALL LIFT ASSEMBLY CASTINGS SHALL BE MADE OF CAST
4. ° a a.' OR FORGED STEEL AND RATED TO LIFT THE SECTION.
RISER ° C. THE INSERT SHALL BE MADE OF BONDED IMPACT
STYRENE, ASS PLASTIC, OR APPROVED ALTERNATIVE.
° ° d D. THE LIFT BAR AND ALL ACCOMPANYING EQUIPMENT
n
° a ° SHALL MEET OR EXCEED ALL ASTM AND OSHA
LIFT INSERT DETAIL
4
2 1/2"
INSERT TWIST
GROOVES GROOVE
FRONT VIEW
SIDE VIEW
END VIEW
THE INSERT IS TO BE CAST INTO THE CONCRETE MANHOLE
WALL
REQUIREMENTS FOR SAFETY AND PERFORMANCE.
E. LIFT INSERTS AND HOLES SHALL BE SIZED FOR A
PRECISION FIT WITH THE LIFT DEVICES, AND SHALL
COMPLY WITH OSHA 1926.704, AND SHALL NOT
PENETRATE THROUGH THE MANHOLE WALL.
F. LIFT INSERTS AND HOLES SHALL BE SEALED WITH
NON -SHRINK GROUT PRIOR TO BACKFILLING.
G. LIFT INSERTS SHALL BE MANUFACTURED BY PRESS
SEAL GASKET CORP., M.A. INDUSTRIES, INC, OR
APPROVED EQUAL.
CITY OF HIGH POINT
NORTH CAROLINA
ISSUED 5-3-07
STANDARD DRAWING FOR
MH_LIFT.DWG
REVISIONS
305.00
ENGINEERING SERVICES DEPARTMENT
MANHOLE LIFT SECTION
APPROVED.. . 3...........20P%
FOR PRECAST CONCRETE MANHOLES
„•„•„•„•„„•„•„•„•,,,,,,,,,
DIRECTOR
SHEET 1 OF 1
MANHOLE LIFT SECTION
NOT TO SCALE
STEP TOP VIEW DETAIL
1 1/4"
9 1 /8"
STEP SIDE VIEW DETAIL
CITY OF HIGH POINT ISSUED 5-3-07
NORTH CAROLINA REVISIONS
ENGINEERING SERVICES DEPARTMENT
APPROVED.. !AU3 . 20PY
�i .­.....................
DIRECTOR
NON-SHRI
GROUT
NOTES:
UMEET
1.
STEP DESIGN, INSTALLATION, AND MATERIAL SHALL
THE REQUIREMENTS OF ASTM C478 AND
NCDOT SECTION 1074-8.
STEP END
2.
PLASTIC MATERIAL CONSISTS OF SUPER HIGH IMPACT
VIEW DETAIL
RESISTANT COPOLYMER POLYPROPYLENE AND SHALL CONFORM
TO SPECIFIC REQUIREMENTS DETAILED IN ASTM D4101.
3.
REINFORCING STEEL SHALL BE 1/2" REBAR, GRADE 60 AND
POLYPROPYLENE
MEET THE REQUIREMENTS OF ASTM A615.
PLASTIC
STEP WIDTH AND SPACING SHALL BE CONSISTENT WITH THE
LATEST REQUIREMENTS OF OSHA.
LATEST
REINFORCED
5.
THE UPPER SURFACE OF EACH STEP SHALL HAVE A TRACTION
COPOLYMER
TREAD AND GUIDE LUGS ON EACH EDGE TO PREVENT THE
1/2" REBAR,
FOOT FROM SLIPPING OFF.
GRADE 60
5.
STEPS SHALL BE MANUFACTURED BY M.A. INDUSTRIES, INC
OR APPROVED EQUAL.
SECTION A -A
STANDARD DRAWING FOR
MANHOLE STEPS
FOR UTILITY AND STORM SEWER STRUCTURES
z MANHOLE STEPS
- NOT TO SCALE
--MANHOLE WALL
STEEL LOCK
EACH)
- - -PIPE
F6" STONE BASE UNDER MANHOLE
NON-SHRI
GROUT
STAINLESS STEEL -
COMPRESSION RING
NOTES:
A. ALL PIPE ENTRANCES SHALL BE FACTORY FORMED
AND A FLEXIBLE WATERTIGHT CONNECTOR SHALL BE
USED. FOR AN EXISTING PRECAST MANHOLE OR A NEW
LINE ENTRANCE, ALL HOLES MUST BE CORED AND A
WATERTIGHT PIPE CONNECTOR INSTALLED.
B. IF THE CONTRACTOR CUTS OR BREAKS INTO THE
MANHOLE AND THE MANHOLE IS DAMAGED, THE
CONTRACTOR SHALL REPLACE THE MANHOLE AT NO
COST TO THE CITY.
CITY OF HIGH POINT ISSUED 5-3-07
ANHOLE WALL
M H _STEP. D WG
303.00
SHEET 1 OF 1
STAINLESS STEEL LOCK
BAND (2 EACH)
- - - PIPE -
F6" STONE BASE UNDER MANHOLE
C. FLEXIBLE WATERTIGHT CONNECTOR SLEEVES SHALL
MEET THE REQUIREMENTS OF ASTM C-923
AND SHALL BE MANUFACTURED BY PRESS SEAL
GASKET CORP. (PSX AND CAST A SEAL 603/802),
NPC INC. (KOR-N-SEAL), OR APPROVED EQUAL.
D. FLEXIBLE WATERTIGHT CONNECTOR SHALL BE
CORRECTLY SIZED TO ACCOMMODATE THE PIPE O.D.
NORTH CAROLINA REVISIONS STANDARD DRAWING FOR
ENGINEERING SERVICES DEPARTMENT FLEXIBLE WATERTIGHT CONNECTOR
„•„•„•„•„„•„•„•„•,,,,,,,,, FOR FOR SANITARY SEWER MANHOLES
DIRECTOR
FLEXIBLE WATERTIGHT CONNECTOR
NOT TO SCALE
MH_BOOT.DWG
306.00
SHEET 1 OF 1
TOP VIEW
SHALL BE 1" PER FT. (MIN.)
PER FT. (MAX.)
•BENCH,'..•
INVERT
PIPE PIPE
FLOW ::�:. '' v +• FLOW
.•�. •y5.' •r1 i-..
BENCH 4.1,. •`
MINIMUM ONE FOOT �• NOTES:
(1') RADIUS TYPICAL f '` ••' '
' ; . , •i" ` �+ A. OUTFALL SEWER MANHOLES
* " ;,•:: INVERT SHALL BE A MINIMUM OF 75 X OF THE PIPE
DIAMETER AND A MAXIMUM OF 10OX OF THE PIPE
DIAMETER.
B. THE TYPICAL SLOPE OF THE BENCH SHALL BE 1" PER FOOT
MINIMUM TO 2" PER FOOT MAXIMUM,
1:1 MAXIMUM SLOPE ao INVERT DEPTH SHALL BE A MINIMUM OF C. THE MATERIAL USED FOR THE BENCH SHALL BE
WITH A MAXIMUM au- 1/2 DIAMETER OF THE PIPE. 3000 PSI CONCRETE OR BRICK AND MORTAR MIX. PRECAST
VERTICAL CHANGE OF 20" THE INVERT WIDTH SHALL BE INVERTS ARE ENCOURAGED.
THE SAME WIDTH OF THE PIPE. D. THE MAXIMUM NUMBER OF SEWER SERVICES ALLOWED
A IN A MANHOLE SHALL BE THREE (3).
�J E. THE INVERT FOR A SERVICE MUST BE A MINIMUM OF
C� (1/2") ABOVE THE BENCH AREA.
PIPE FLOW �I ' ''. F. A DROP MANHOLE IS REQUIRED WHEN THE DISTANCE
BETWEEN THE MANHOLE INVERT AND PIPE INVERT
PIPE FLOW EXCEEDS 2.5 FEET.
G. BOOTS SHALL BE REQUIRED FOR ALL SEWER SERVICES
AND MAINS ENTERING THE MANHOLE.
;; 7"•MIN' ;•< . + H. MOOR -BASE INVERTS ARE NOT ALLOWED.
. r-
#57 CLEAN STONE
to x i an Pry
6" MIN.
A - A SECTION VIEW 6" MIN.
CITY OF HIGH POINT ISSUM 5-3-07 MHJNV.DWG
NORTH CAROLINA FEVEMS STANDARD DRAWING FOR
ENGIINiHERING SERVICES DEPARTMENT
APPROVED..b. ..3........... 20P.� TYPICAL SANITARY MANHOLE INVERT 304.00
Pk,� FOR SANITARY SEWER MANHOLES SHEET 1 OF I
............IW65.6 .......................
DIRECTOR
IN
1/2"
2 EACH
1"DIAMETER O
VENT HOLES
REQUIRED
3 MANHOLE INVERT
- NOT TO SCALE
THE COVER SHALL READ "SANITARY
SEWER" OR
"WATER" AS
APPLICABLE.
O
TOP OF COVERS -
SHALL ALSO DISPLAY
MANUFACTURER'S
NAME AND FOUNDRY
LOCATION
TOP OF
COVER
BOTTOM OF
COVER
12" INSIDE
1,
OUTSIDE
RADIUS
COVER FACE
J_
23 1/2" DIA. 1
COVER TOP AND BOTTOM DETAIL
3"
"
25 1 /4"
1
23 3/4"
CROSS SECTION COVER DETAIL
r22" i
NOTES:
+_
A. MINIMUM AVERAGE WEIGHT:
COVER 125 LBS.
FRAME 190 LBS.
1"
7 1/2
UNIT 315 LBS.
B. MANHOLE RING AND COVERS SHALL BE MADE OF
GRAY CAST IRON AND SHALL CONFORM TO AASHTO
M105 AND ASTM A48, CLASS 35B.
C. RING & COVER SHALL HAVE MACHINED SEATS.
25"
D. APPROVED RING & COVERS
1. US FOUNDRY & MFG. CORP. RING USF 669,
33 1/4"
4- 1" DIA. ANCHOR HOLES
COVER TYPE -KY.
2. EAST JORDAN IRON WORKS RING V-1384-1,
CROSS SECTION RING DETAIL
3.CPVRO ED EQUAL.
CITY OF HIGH POINT
NORTH CAROLINA
ISSUED 5-3-07
STANDARD
DRAWING FOR
RC_SEAL.DWG
REVISIONS
ENGINEERING SERVICES DEPARTMENT
UTILITY MANHOLE
RING AND COVER
307.00
FOR ROADWAY APPLICATIONS
,•„...... •,1��„•„•„•„..........
CITY ENGI EER
SHEET 1 OF 1
MANHOLE RING & COVER
NOT TO SCALE
100% SUBMITTAL
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SECTION THRU
ANTI —SEEP COLLAR
CITY OF HIGH POINT ISSUED 5-3-07 ANTISEEP.DWG
NORTH CAROLINA REVISIONS STANDARD DRAWING F 0 R
ENGINEERING SERVICES DEPARTMENT ANTI -SEEP PIPE COLLAR 324.00
APPRO VESHEET 1 OF 1
D�. 3...........20Pa=
...............................................
FOR SANITARY SEWER LINES
DIREC OR
SAWED PAVEMENT CUTS (MIN. 3" DEEP)
EXIST PAV'T—
1=f IT=
=11=1 I —1 11-1 11=11
DO NOT DISTURB
EXIST. STONE/BIT
ANTI -SEEP PIPE COLLAR
NOT TO SCALE
EXTEND CONCRETE TO REMOVAL
AND REPLACEMENT TO NEAREST
EXISTING JOIN 2—FT BEYOND THE
EXTENT OF EXCAVATION EITHER
— SIDE OF THE TRENCH EXIST PAV'T
CONC. PATCH, 3000 PSI, 1" DEEPER THAN
EXIST. CONC. PAVEMENT THICKNESS (6" MIN)
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24' —
24" MIN. 24" MIN.
I_ BACKFILL —_
II11... :.. 11zmms1II
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OD + 1J6" MIN i
�MAXW
MAXW�
SEE NOTES
SEE NOTES
RESIDENTIAL ASPHALT DRIVEWAY/GRAVEL DRIVEWAY
RESIDENTIAL CONCRETE DRIVEWAY
*FOR GRAVEL DRIVEWAYS, SEE NOTE C
NOTES:
A. MAX W AND BEDDING REQUIREMENTS WILL VARY
BACKFILLING NOTES ACCORDING TO CURRENT EDITION OF NCDOT
BASED ON THE PIPE MATERIAL TYPE. TO DETERMINE,
STANDARD SPECIFICATIONS FOR ROADS &STRUCTURES:
SEE THE BEDDING STANDARDS FOR THE VARIOUS
PIPE MATERIALS.
B. FOR COMMERCIAL DRIVEWAYS, REPAIR IN ACCORDANCE
WITH CHIP STD 500.00.
C. FOR GRAVEL DRIVEWAYS PROVIDE 8" MIN. ABC IN LIEU OF
6" ABC AND 2" OF ASPHALT SURFACE COURSE, AND TIE INTO
EXISTING GRAVEL.
C. EXCAVATION, TRENCHING, AND BACKFILLING SHALL BE DONE
ACCORDING TO SECTION 1505. (WATER & SEWER)
IF EXCAVATABLE FLOWABLE FILL IS USED, MAINTAIN STEEL
PLATES OVER EXCAVATION FOR 24 HRS.
D. BACKFILLING SHALL ALSO BE IN ACCORDANCE WITH
ARTICLE 300-7 AND COMPACTED TO 95% OF THE AASHTO
T99 STANDARD PROCTOR, AS MODIFIED BY THE NCDOT.
E. THE LAST 12" OF BACKFILL BELOW THE FINISHED SURFACE OF THE
SUBGRADE SHALL BE COMPACTED TO 100% OF THE AASHTO T99
STANDARD PROCTOR, AS MODIFIED BY THE NCDOT.
CITY OF HIGH POINT
NORTH CAROLINA
ISSUED 6-15-10
STANDARD DRAWING FOR
DWREP.DWG
REVISIONS
2-6-14
500.01
ENGINEERING SERVICES DEPARTMENT
FOR
DRIVEWAY REPAIR
PIPE/UTILITY CONSTRUCTION
9-12-16
APPROVED. sePTEMUS- xs„2010
................-.....................
DIRECTOR
SHEET 1 OF 1
DRIVEWAY REPAIR
NOT TO SCALE
SUPPORT
LEG
SKID
SECTION B—B
BAND
FINISH:
ANTI -CORROSION
SKIDS
ENCLOSE ENDS WITH 8"
BRICK MASONRY PLUGS
SIZED ACCORDING TO
(STEEL ENCASEMENT PIPE
�. �A APPLICABLE SPECIFICATIONS)
Ell
A SLOPE TO DRAINCARRIER
�SUPPORTS AND SPACERS7
A SLOPE TO DRAINCARRIER
�SUPPORTS AND SPACERS7
PIPE
ELEVATION
1" DIA WEEPHOLE
157 DRAINAGE
STONE (10 CU. FT.)
BOLTS: ZINC COATED
CITY OF HIGH POINT
NORTH CAROLINA
ENGINEERING SERVICES DEPARTMENT
APPROVED..F.F$RkA1FI 2 , 20P.
k..........6,1...............................
DIRECTOR
STEEL ENCASEMENT PIPE
NOTES:
INSULATING
A.
THE CARRIER PIPE SUPPORTS SHALL BE MADE
LINER
OF STRUCTURAL STEEL LOW CARBON HOT
SPIDER SUPPORT
ROLLED FLAT PLATE ACCORDING TO ASTM A 36/A.
AND SPACER
B.
THE CARRIER PIPE SUPPORTS SHALL BE
MANUFACTURED BY SPIDER MANUFACTURING, INC.
OR AN APPROVED EQUAL.
+
C.
4" - 16" CARRIER PIPE REQUIRES TWO "SPIDER"
SUPPORTS PER SECTION OF PIPE.
CARRIER PIPE
D.
18" - 36" CARRIER PIPE REQUIRES THREE "SPIDER"
SUPPORTS PER SECTION OF PIPE.
B
E.
18" AND LARGER CARRIER PIPE SUPPORTS ARE
MANUFACTURED AS TWO-PIECE COMPONENTS.
B
F.
INSULATING LINER SHALL BE EPDM NON-CONDUCTIVE
RUBBER 3/16" f 1/16" THICKNESS (ASTM
SECTION A —A D-2000 75E).
ISSUED 02-01-07 SPIDER.DWG
REVISIONS STANDARD DRAWING FOR
SPIDER SUPPORT 234.00
FOR DUCTILE IRON PIPE INSTALLED IN STEEL ENCASEMENT PIPE
SHEET 1 OF 1
SPIDER SUPPORT
NOT TO SCALE
NOTE 1 EXISTING
SURFACE
a
SEWER #5 GAUGE WELDED
NOTE 2 LINE WIRE MESH, LENGTH
o.d a OF ENCASEMENT
MINUS 3"
----___a o ----- #4 ® 12"C/C
cD
#4 ® 6"C/C
io 1J¢" 3"
TYP
#4 0 12"C/C
#4 O 6"C/C
MAX SPACING
0
\ WATER MAIN WATER MAIN
1 n SECTION
NOT TO SCALE
DETAIL NOTES:
1. VARIABLE TRENCH WIDTH. CLASS "B" 2500# REINFORCED CONCRETE SUPPORT BEAM AND ENCASEMENT LENGTH SHALL BE
MEASURED AS THE STANDARD TRENCH WIDTH, PLUS FOUR FEET (4'). A MINIMUM BEARING OF 24" ON UNDISTURBED EARTH
SHALL BE REQUIRED ON EACH SIDE OF THE TRENCH.
2. CLASS "B" 2500# REINFORCED CONCRETE SHALL BE USED IN CONSTRUCTION OF A SUPPORT BEAM AND ENCASEMENT FOR SEWER
LINES TWELVE INCH (12") DIAMETER AND LARGER. SEWER LINES LESS THAN TWELVE INCH (12") DIAMETER WITH EXCEPTION OF
SEWER SERVICE LINES, SHALL BE REPLACED BY CLASS 150 DUCTILE IRON OR SUPPORTED BY AFOREMENTIONED CONCRETE
ENCASEMENT. THE ENTIRE AREA EXCAVATED TO ACCOMPLISH THE CONSTRUCTION OF CONCRETE SUPPORT BEAM AND ENCASEMENT
SHALL BE COMPLETELY BACKFILLED WITH CRUSHED LIMESTONE AND THOROUGHLY COMPACTED TO 90% PROCTOR MODIFIED DENSITY.
356 SANITARY SEWER PIPE TRENCH CROSSING DETAIL
NOT TO SCALE
CONCRETE ENCASEMENT
NOT TO SCALE
SAWED PAVEMENT CUTS (MIN. 3" DEEP)
2"-3" ASPH. CONC.
SURF. CSE.
6" MIN. ASPH. CONIC
INTERMEDIATE CSE.
OR ASPH. CONC.
EXIST PAV'T BASE CSE.
11-11—III-111-1 =III
24" BhGKfTCL, .. .
— - '(SEE..NQTEB'...
DO NOT DISTURB III D: THROUGH. F), 111
EXIST. STONE/BIT.
IIII1 III
PIPE
EXIST. BIT. PAVEMENT
WITH BIT. BASE AND
COLLECTOR STREETS
AND ABOVE
W
OD + 16' MIN
I�MAXW�I
SEE NOTES
ASPHALT PAVEMENT
7 PAVEMENT SHALL BE SAWN TO #5 X 20" GRADE 60
PROVIDE A CLEAN EDGE ®24" CTRS. LOAD
TRANSFER BAR.
10" MIN ABC EPDXY 9" OF #5 BAR
COMPACTED IN CONCRETE PATCH INTO THE EXIST.
(2) LIFTS (3000 PSI) PAV'T AT MID -DEPTH.
7" MIN.
4" ABC STONE EXIST PAV'T
3' MIN. COVER
- 24"
EXIST. LOCAL
RESIDENTIAL BIT.
PAVEMENT WITH
AGGREGATE BASE
W
OD + 16" MIN
I�MAXW�
SEE NOTES
CONCRETE PAVEMENT
NOTES:
A. MAX W AND BEDDING REQUIREMENTS WILL VARY
BACKFILLING NOTES ACCORDING TO CURRENT EDITION OF NCDOT
BASED ON THE PIPE MATERIAL TYPE. TO DETERMINE,
STANDARD SPECIFICATIONS FOR ROADS & STRUCTURES:
SEE THE BEDDING STANDARDS FOR THE VARIOUS
D. EXCAVATION, TRENCHING, AND BACKFILLING SHALL BE DONE
PIPE MATERIALS.
ACCORDING TO SECTION 1505. (WATER & SEWER)
B. WHERE CONCRETE PAVEMENT IS OVERLAID WITH
IF EXCAVATABLE FLOWABLE FILL IS USED, MAINTAIN STEEL
ASPHALT, THE PATCH MAY BE TREATED AS AN
PLATES OVER EXCAVATION FOR 24 HRS.
ASPHALT EXISTING ROADWAY, WITH THE APPROVAL
E. BACKFILLING SHALL ALSO BE IN ACCORDANCE WITH
OF THE ENGINEER.
ARTICLE 300-7 AND COMPACTED TO 95% OF THE AASHTO
C. FOR A RESIDENTIAL BIT. PAVEMENT WITH AN
T99 STANDARD PROCTOR, AS MODIFIED BY THE NCDOT.
AGGREGATE BASE, THE TOP OF THE PATCH MAY
F. THE LAST 12" OF BACKFILL BELOW THE FINISHED SURFACE OF THE
BE FULL DEPTH ASPHALT WITH THE APPROVAL OF
SUBGRADE SHALL BE COMPACTED TO 100% OF THE AASHTO T99
THE ENGINEER.
STANDARD PROCTOR, AS MODIFIED BY THE NCDOT.
CITY OF HIGH POINT
NORTH CAROLINA
ISSUED 02-01-07
STANDARD DRAWING FOR
PAVREP.DWG
REVISIONS
500.00
ENGINEERING SERVICES DEPARTMENT
PAVEMENT REPAIR
FOR PIPE/UTILITY CONSTRUCTION
APPROVED. �ESR•I AR-y ,20P7
............. `..... :�.....................
DIRECTOR
2-e--a
9-12-i6
SHEET 1 OF 1
PAVEMENT REPAIR
NOT TO SCALE
WATER MAIN INSTALLATION TRENCH
AREA OUTSIDE OF CURVE
100% SOIL �I I
COMPACTION I I
I WATER I
I MAIN I
/67 NDIST OR
I SURABLE UNDI5NRBED Spl I
MAX. DEFL. MAX. DEFL.
MAX. DEFL. ANGLE I E MAX. DEFL. ANGLE
INSMiANICAL JOINT
PUSH ON JOINT
Laying Length
Laying
Length
18 ft
20 ft
18 ft.
20 ft.
Size
Deflection Angle
Max Defl.
Approx. Radius
Max. Defl.
Approx. Radius
Deflection Angle
Max Defl.
Approx. Radius
Max. Deft.
I Approx. Radius
in.
deg. -min.
in,
ft.
in.
ft.
deg. -min.
in.
ft.
in.
I ft.
3
8-18
31
125
35
140
5
19
205
21
230
4
8.18
31
125
35
140
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19
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21
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27
145
30
160
5
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205
21
230
8 _
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20
1 195
22
220
5
19
205
21
230
10
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195
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1 220
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19
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21
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195
22
220
5
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21
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w
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13.5
285
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380
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320
3
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340
12
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Ir
300
11
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380
1 3
11
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12
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20`
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24"
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450
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FOR 14N AND LARGER PUSH
ON JOINTS,
MAX DEFLECTION ANGLE
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THAN SHOWN
ABOVE. CONSULT THE
MANUFACTURER
CITY OF HIGH POINT ISSUED 02-01-07
NORTH CAROLINA RENSIONs STANDARD DRAWING FOR
ENGINEERING SERVICES DEPARTMENT MAXIMUM JOINT DEFLECTION
APPROVED. FA r.Y.1•.20P.
5 :.�- FOR DUCTILE IRON WATER LINE
DIRECTOR
DEFLECT.DWG
231.00
SHEET 1 OF 1
MAXIMUM JOINT DEFLECTION
NOT TO SCALE
100% SUBMITTAL
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BRACE
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POST. LOCK WIRE FOR BARBED
WIRE PLACED INSIDE ARM.
#9 ALUMINUM TIE WIRES
FOR TYING FABRIC TO RAILS
ON 24" CENTERS (MAX)
k FABRIC TO POSTS 1 4'$ OC
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300 PSI BELOW GRADE. ATTACH
CONCRETE ENCASEMENT #2 BARE CU TO
FENCE W/3 STEEL
10'-0"C/C MAX CABLE CLAMPS.
END POST
(OR CORNER)
2%" OD STD PIPE
BOLLARDS
EXISTING
GRADE
PVC WELL CASING
PUMP WIRE
CONNECT #2 CU TO
BARBED WIRE W/3 BRICK OR CONCRETE BLOCK
10" STEEL CABLE CLAMPS FURNISHED BY CONTRACTION
(McMASTERS CARR OR
EQUAL). (MINIMUM ONE TYPICAL POST EMBEDMENT
PER SIDE)
LINE POST
23/8" OD STD PIPE
CHAIN LINK FENCE
NOT TO SCALE
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/ WELL HEAD
PRESSURE SWITCH
-PRESSURE GAUGE
r PRESSURE TANK
CONTROL BOX
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PUMP
NOTES
1. ALL WORK ASSOCIATED WITH THE
NON -POTABLE WATER WELL INCLUDING
BUT NOT LIMITED TO THE ACCESS
DRIVE, WELL, PUMP, PIPING, YARD
HYDRANT, BLADDER TANK, ELECTRICAL
AND CONTROLS WILL BE PAID FOR
UNDER ALLOWANCE C.
MIN DEPTH 45' AND 5'
INTO CONSOLIDATED ROCK
3 NON -POTABLE WATER WELL SCHEMATIC
NOT TO SCALE
NOTES
1. ALL CHAIN LINK FENCE METAL PARTS
SHALL BE HOT DIP GALVANIZED AFTER
FABRICATION.
2. FENCES AND GATES SHALL BE
FURNISHED COMPLETE WITH ALL
NECESSARY FITTINGS AND HARDWARE.
3. POSTS SHALL BE ROLLED OR
EXTRUDED SECTIONS OR TUBING OF
GALVANIZED STEEL OR ALUMINUM
CAPABLE OF WITHSTANDING A LATERAL
FORCE OF 100 POUNDS APPLIED AT
THE TOP. ALL HOLLOW POSTS SHALL
BE CAPPED.
4. STANDARD PIPE SIZES INDICATED ARE
NOMINAL DIAMETER, SCHEDULE 40,
PER AMERICAN STANDARDS
ASSOCIATION (ASA) B 36.10.
5. FENCE MEASUREMENTS TO BE
VERIFIED BY CONTRACTOR PRIOR TO
INSTALLATION.
IL01
GATE BOX TOP SECTION
YARD HYDRANT
/4" 304 SS PLATE,
1 -FOOT SQUARE F(
MOUNTING OF RAIN
GAUGE, WELD TO
SUPPORT POLE
EMBED POLE A DEP
OF 30 INCHES INTO
18 INCH DIAMETER I
3 FT DEEP CONCRE'
ENCASEMENT
2" WIDE X 6" LONG
SLOT WITH SMOOTH
EDGES FOR PVC
CONDUIT INSERT
GATE VALVE
2-NOTCH OPENINGS REQUIRED
EWER
❑ ❑
COVER ROUND CONCRETE COLLAR
0
#3 BAR ALL AROUND (W/6" OVERLAP)
PROVIDE EXTENSION STEM AND
EXTRA LONG GATE BOX BOTTOM
SECTIONS WHEN TOP OF
OPERATING NUT ON VALVE IS 4"
OR MORE BELOW GRADE
GATE BOX BOTTOM SECTION
RETAINER GLAND (TYPICAL)
a
CONCRETE BLOCKING
GATE VALVE AND VALVE BOX DETAIL
NOT TO SCALE
UNOBSTRUCTED AREA
6 RAIN GAUGE
- NOT TO SCALE
\l GAUGE. MOUNT
AN OBSTRUCTION
'E AREA
� CH SCH 10 SST POLE,
4L LENGTH OF POLE
ALS 10.5 FT, WITH 8
\BOVE GROUND
NG RUN THROUGH POLE,
ET ELBOW AND 3/4" PVC
DUIT UNDERGROUND TO
P STATION
WELDED STEEL CAP
2.5" 0 HOLE
THROUGH
5" SCH. 40 STEEL
PIPE FOR
PIPE
CHAIN
LIFTING
LOCKING EYE WELDED TO
�
BOLLARD
%4" YELLOW LDPE
BOLLARD COVER
LOCKING EYE
BY IDEALSHIELD
WELDED TO GROUND
OR EQUAL.
INSERT
-T/\\
a
a
a �--
a
—
6" SCH. 40 STEEL -
24"� 3000 PSI
RECEIVING SLEEVE N
CONCRETE
PIER WITH (4) #4
—
VERTICAL BARS AND
a
(4) #4 HORIZONTAL
I
�I
TIES.
24"
z REMOVABLE BOLLARD
- NOT TO SCALE
90° BEND WITH
FLANGED CONNECTIONS 8" MALE QUICK
CONNECTION AND CAP
STANDARD VALVE BOX
MJ DI GATE VALVE ON
BRANCH LINE
STANDARD TEE 90° BEND
�MR,
3'x5' CONCRETE
PAD
14" DUCTILE IRON PIPE
I I
FORCE MAIN THRUST BLOCKING
(DIAMETER VARIES)
STANDARD BYPASS DISCHARGE CONNECTION
16"
12 1/4"
10 3/4"
10 1 /2"
PLAN VIEW
NOT TO SCALE
ASPHALT CONCRETE
CAST IRON CLEANOUT
RECESSED PLUG & CAP
(SEE DETAIL A)
2-1/2" MIN.
ASPHALT PAVEMENT 4" MAX.
OVER CONCRETE 3000 PSI CONC.
SAND CUSHION
°
6 MI�Nj r.
8" PVC PIPE 4"/6" SANITARY SEWER STACK
(OR APPROVED (SAME MATERIAL AS SANITARY
EQUAL) SEWER SERVICE LATERAL)
ASSEMBLY SECTION VIEW
O COUNTERSUNK
2' BRASS PLUG
° IRON BODY CLEANOUT
91 1/4"
°
3/4" °A 4. DOUBLE HUB
° a 01313130 WITH RUBB�R
2, 5 3/4" 1, O o 5 3/4" GASKET (2
❑❑ ❑
❑ ❑ ❑ TO SERVICE STACKEE
DETAIL A
RING & COVER ' i' x 2' ��on�cREr�
NOTES:
CASEMENT A. APPROVED MANUFACTURES:
SECTION VIEW ° - SIGMA CORPORATION CO-349
° - OR APPROVED EQUAL
E USED
ASSEMBLY PLAN VIEW B.
FORBTRAFFIC.IN ALL AREAS DESIGNED
CITY OF HIGH POINT ISSUED 2-6-14 TB_SS_CO.DWG
NORTH CAROLINA REVISIONS STANDARD DRAWING FOR
ENGINEERING SERVICES DEPARTMENT APPROVED. F�R�R:� 6202:f SANITARY SEWER CLEANOUT COVER 332.00
. .,
Q�k..`..................... FOR TRAFFIC BEARING AREAS
................
DIRECTOR SHEET 1 OF 1
SANITARY SEWER CLEANOUT COVER
NOT TO SCALE
100% SUBMITTAL
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NOTES:
1. PROVIDE #57 OR #67 STONE
SUPPORT EXTENDED FOR 10 FT
MINIMUM EITHER SIDE OF THE
TEE.
2. CONTRACTOR SHALL PROVIDE 1
COMPLETE SPARE COMBINATION
AIR VALVE FOR EACH SIZE
INSTALLED.
18" FORCE MAIN
16" MINIMUM COVER
NON —SHRINK GROUT
ALL JOINTS, EXTERIOR
AND INTERIOR
2" VENT —TECH 316L SS''�''
MODEL 02 SDG—C, OR
APPROVED EQUAL
2" KNIFE GATE VALVE, DEZURIK
MODEL KGN, 2, MSU, F 1, S2,
MSP, S2—M*MN—HD10S1, OR
APPROVED EQUAL
KNIFE GATE VALVE
2" THREADED BY
FLANGE
18"x6" FLANGED TEE
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FILL DOGHOUSE MANHOLE —
OPENING AROUND BOTTOM
HALF OF PIPE WITH STONE
STONE
i
STANDARD MANHOLE RING
AND COVER
5'-0" ID PRECAST MANHOLE
E 1
STANDARD MANHOLE RING
AND COVER
MANHOLE STEPS AT 12" OC
5-0" ID PRECAST
MANHOLE, OFFSET PIPE
OPENINGS 12" TO ALLOW
FOR KNIFE GATE OPERATION
18" FORCE MAIN
COMBINATION AIR RELEASE VALVE- TYPE A
NTS
EXISTING
12" THICK LAYER OF
CLASS 12 EARTH FILL
--EXCAVATION MAY BE
WIDENED ABOVE THE
PIPE ZONE
-CLASS 3 EARTH FILL
(COMPACTED PER
SPECIFICATION)
FUTILITY DETECTION
TAPE & #12 AWG COPPERHEAD
COPPER —CLAD STEEL — GREEN (TYP),
SEE NOTE 1 FOR TRACER WIRE JUNCTION BOX
`SEE AGGREGATE FILL TABLE
(COMPACTED PER
SPECIFICATION)
EMBEDMENT GEOTEXTILE MATERIAL
(OPTIONAL)
TYPICAL TRENCH SECTION FOR
DEPTH OF COVER 4TO 20 FEET
NTS
AGGREGATE FILL TABLE
RCP & RCCP
(ALL SIZES)
CI, DI & CORRUGATED METAL PIPE
(ALL SIZES)
NON -REINFORCED CONCRETE, VC, PVC & CENTRIFUGALLY CAST
FIBERGLASS REINFORCED MORTAR PIPE
CLASS 2
CLASS 3
18" & SMALLER
PRESSURE PIPE
ALL GRAVITY SEWER
SIZES
24" & LARGER
PRESSURE PIPE
CLASS 10
CLASS 3
CLASS 3
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NOTES:
1. PROVIDE #57 OR #67
STONE SUPPORT
EXTENDED FOR 10 FT
MINIMUM EITHER SIDE OF
THE TEE.
2. CONTRACTOR SHALL
PROVIDE 1 COMPLETE
SPARE COMBINATION AIR
VALVE FOR EACH SIZE
INSTALLED.
24"x24"
ACCESS HATCH
18" FORCE MAIN
NON—SHF
ALL JOIN'
AND INTE
2" VENT —TECH 3
MODEL 02 SDG—(
APPROVED EQUAL
2" KNIFE GATE V
DEZURIK MODEL
2, MSU, F1, S2,
S2—M*MN—HD10E
OR APPROVED E(
2" THREADED BY
FLANGE
18"x6" FLANGED
FILL DOGHOUSE I
OPENING AROUNE
HALF OF PIPE WI
EXISTING
GROUND
/ 4" DIP VENT WITH
SST MESH SCREEN
TaTf
��
- - ----L
STANDARD MANHOLE RING
\ AND COVER
5'-0" ID PRECAST MANHOLE
SEE NOTE 1
VENT WITH SST MESH
N
D MANHOLE RING
(ER
STEPS AT 12" OC
" ID PRECAST
iOLE, OFFSET PIPE
JINGS 12" TO ALLOW
KNIFE GATE OPERATION
FORCE MAIN
COMBINATION AIR RELEASE VALVE- TYPE B
NTS
12" THICK LAYER OF
CLASS 12 EARTH FILL
EXCAVATION MAY BE
WIDENED ABOVE THE
PIPE ZONE
-CLASS 3 EARTH FILL
(COMPACTED PER
SPECIFICATION)
-UTILITY DETECTION
TAPE & # 12 AWG COPPERHEAD
COPPER —CLAD STEEL — GREEN (TYP),
SEE NOTE 1 FOR TRACER WIRE
JUNCTION BOX
CLASS E 1,500 PSI
CONCRETE
TYPICAL TRENCH SECTION FOR
DEPTH OF COVER OVER 20 FEET
NTS
1. LONG —RUNS, MORE THAN 2,500 FEET, WITHOUT
SERVICE LATERALS — TRACER WIRE ACCESS
MUST BE PROVIDED UTILIZING AN APPROVED
AT —GRADE COPPERHEAD SNAKEPIT ACCESS
POINT AND GROUNDED AT DEAD —ENDS UTILIZING
A DRIVE—IN MAGNESIUM COPPERHEAD GROUND
ROD (ANO-12). ACCESS POINTS SHALL BE
INSTALLED TO EXTEND ABOVE GROUND AND
HAVE A CONCRETE COLLAR.
CL
2" VENT —TECH 316L
SS MODEL 02
SXG 10—SCS, OR
APPROVED EQUAL
2" KNIFE GATE VALVE, -
DEZURIK MODEL KGN, 3,
MSU, F 1, S2, MSP,
S2—M*MN—HD10S1 , OR
APPROVED EQUAL
2" THREADED BYE
FLANGE
18" X 6" TEE
NOTE:
1. CONNECT TO SCH. 80 PVC DRAIN
PIPING AND ROUTE PIPE DOWN TO
FLOOR DRAIN.CONTRACTOR SHALL
FURNISH NECESSARY 304 STAINLES'
STEEL PIPE HANGERS, SUPPORTS A
FASTENERS, TO SECURELY ATTACH
AND SUPPORT DRAIN PIPE FROM
DRAIN LINE, VALVE TO FLOOR DRAIN.
SEE NOTE 1
DI PIPE (TYP.)—/
COMBINATION AIR RELEASE VALVE -TYPE C
NTS
COFFERDAM CROSSING
EXISTING STREAM WIDTH W
1/z W
(MIN.
RIPRAP OR OTHER
A MATERIAL ERODIBLE A
Lu
(D) TRENCHLINELd
o
AGGREGATE OR
FLOW SAND o
FILTER CLOTH
PLAN DEWATERING DEVICE, SEE STD. & SPEC. 3.26
PERIMETER I - yy I CONMLS
PERIMETER
rnNrRni c
* c
MINII
BE
WIDTH (W) OF THE
STREAM.
SECTION A --A
PLATE 3.25-4
COFFERDAM UTILITY CROSSING CONSTRUCTION
SEMICIRCLE ALONG THE SIDE OF THE STREAM
NOTES:
IN WHICH THE UTILITY INSTALLATION WILL BEGIN.
IT MUST BE SURROUNDED AND UNDERLAIN WITH
1.
TO BE USED WHEN STREAM DIVERSION IS NOT
FILTER CLOTH AS SHOWN IN PLATE 3.25-4.
PRACTICAL AND STREAM IS WIDE ENOUGH (10
THE HEIGHT OF AND AREA WITHIN THE DAM
FEET OR WIDER) TO MAKE COFFERDAM
WILL DEPEND UPON THE SIZE OF THE WORK
INSTALLATION PRACTICAL.
AREA AND THE AMOUNT OF STEAM FLOW. STACK
2.
CONSTRUCTION IS TO BE PERFORMED IN LOW
MATERIALS AS HIGH AS WILL BE NECESSARY TO
FLOW PERIODS.
KEEP WATER FROM OVERTOPPING THE DAM AND
3.
CROSSING SHALL BE ACCOMPLISHED IN A
FLOODING THE WORK AREA. WHEN THE STREAM
MANNER THAT WILL NOT PROHIBIT THE FLOW OF
FLOW IS SUCCESSFULLY DIVERTED BY THE
THE STREAM. (SEE PLATE 3.25-4).
COFFERDAM, DEWATER THE WORK AREA AND
4.
AS WITH ALL UTILITY LINE CROSSINGS,
STABILIZE IT WITH AGGREGATE #57 OR #68
APPROACH AREAS MUST BE CONTROLLED WITH
(COARSE AGGREGATE) OR SAND. MAKE SURE TO
PERIMETER MEASURES SUCH AS SILT FENCE OR
DISCHARGE THE WATER INTO A SEDIMENT
STRAW BALES.
TRAPPING DEVICE (SEE DEWATERING STRUCTURE,
5.
REMOVE LARGE ROCKS, WOODY VEGETATION, OR
STD. & SPEC. 3.26 OF THE VIRGINIA
OTHER MATERIAL FROM THE STREAMBED AND
DEPARTMENT OF ENVIRONMENTAL QUALITY
BANKS THAT MAY GET IN THE WAY OF PLACING
EROSION AND SEDIMENT CONTROL HANDBOOK).
THE RIPRAP, SANDBAGS, SHEET METAL, OR
7. INSTALL THE UTILITY PIPE OR LINE IN HALF THE
WOOD PLANKS OR INSTALLING THE UTILITY PIPE
STREAMBED AS NOTED IN PLATE 3.25-4.
OR LINE.
8. REMOVE THE RIPRAP OR OTHER MATERIALS AND
6.
FORM A COFFERDAM BY PLACING THE RIPRAP
BEGIN PLACING THEM ON THE OTHER SIDE OF
(OR OTHER NON —ERODIBLE MATERIALS) IN A
THE STREAM.
6 COFFER DAM
NTS 100 % SUBMITTAL
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Plot Date: 11/10/2020 9:04 PM Plot BV: 02876 Filename: N:\WTU\Drawings\Lift Station\CV-LS-DT-DETL5.dwg

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CONSTRUCTION SEQUENCE FOR EROSION CONTROL
GENERAL
1. OBTAIN ALL APPLICABLE PERMITS.
2. EROSION AND SEDIMENT CONTROL (E&SC) PERMIT AND A CERTIFICATE OF COVERAGE (COC) MUST BE OBTAINED BEFORE ANY LAND DISTURBING
ACTIVITIES OCCUR. A COPY OF THE E&SC PERMIT, THE COC, A HARD COPY OF THE PLAN, AND ALL SELF -INSPECTION RECORDS MUST BE KEPT ON
SITE, FE Y P S C B IM R E
THE CONTRACTOR SHALL HOLD A PRE -CONSTRUCTION CONFERENCE WITH DEMLR STAFF PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITY. CONTACT
NCDEQ DEMLR WINSTON-SALEM REGIONAL OFFICE AT 336-776-9800.
4. THE CONTRACTOR SHALL CONDUCT SELF -INSPECTIONS OF THE EROSION AND SEDIMENTATION CONTROL MEASURES AND COMPLETE THE FOLLOWING
COMBINED SELF -INSPECTION FORM FOUND ON THE DEMLR WEBSITE
(HTTP:/DEQ.NC.GOV/ABOUT/DIVISIONS/ENERGY- MINERAL- LAND- RESOURCES/EROSION -SEDIMENT-CONTROL/FORMS). COMPLETE INSPECTION FORMS
SHALL BE KEPT ON -SITE AND AVAILABLE FOR INSPECTION AT ALL TIMES. IT IS RECOMMENDED A COPY BE KEPT IN A PERMITS BOX.
5. SELF -INSPECTIONS FOR EROSION AND SEDIMENTATION CONTROL MEASURES ARE TO BE PERFORMED AT LEAST ONCE EVERY SEVEN CALENDAR DAYS
AND WITHIN 24 HOURS OF EVERY RAIN EVENT OF GREATER THAN 0.5 INCHES. ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY TO MAINTAIN
MEASURES AS DESIGNED. ALL ESC MEASURES SHALL BE MAINTAINED AS SPECIFIED IN THE CONSTRUCTION DETAILS ON THIS PLAN. A RAIN GAUGE
SHALL BE INSTALLED AT THE PROJECT SITE FOR MONITORING.
6. AFTER CONSTRUCTION SITE IS ACCESSED, DESIGNATE LIMITS OF PERMANENT OR TEMPORARY STOCK PILE OR BORROW AREAS, AND REVIEW WITH
ENGINEER. STAGING AND STOCKPILE SHALL BE CONTAINED WITHIN EASEMENTS ADJACENT TO PIPE ALIGNMENT, PER DETAILS 2 &3/DT-5, AND SHALL
LU(; U A tA5 U r AW r ICU I U UItA INLt ANU Itr WA 5.
7. LIMIT DISTURBANCES TO 1,000 LF EACH WORK DAY TO ALLOW FOR STABILIZATION. PROVIDE IMMEDIATE RESTORATION/STABILIZATION AT PIPE AND
DRAINAGE WAY CROSSINGS.
8.
NOTIFY ALL POTENTIALLY AFFECTED / ADJACENT LAND
OWNERS PRIOR TO CONSTRUCTION OF UTILITIES BEGINNING IN THE AREA
9.
INSTALL TEMPORARY EROSION AND SEDIMENT CONTROL
MEASURES, INCLUDING SILT FENCE. COIR WATTLES, TEMPORARY ROCK SILT
CHECK DAMS,
CLEAN WATER DIVERSIONS, ROCK PIPE INLET PROTECTIONS,
AND ANY OTHER APPROVED EROSION CONTROL MEASURES PRIOR TO ANY LAND
DISTURBING ACTIVITY. INCORPORATE INTERIM MEASURES
AS DIRECTED BY THE ENGINEER AND AS REQUIRED BY THE PLANS.
10.
BEGIN CLEARING AND GRUBBING.
11.
START INSTALLATION OF UTILITIES.
12.
DEWATER TRENCHES AS NECESSARY USING SILT BAG (SPECIAL
STILLING BASIN) OR OTHER APPROVED METHOD. PROVIDE AND MAINTAIN ADEQUATE
DEWATERING EQUIPMENT TO REMOVE AND DISPOSE OF
SURFACE AND GROUND WATER ENTERING THE EXCAVATIONS, TRENCHES, OR
OTHER PARTS OF
THE WORK. REPLACE AND DISPOSE OF BASINS WHEN
3/4 FULL OF SEDIMENT OR IT BECOMES IMPRACTICAL FOR BAG TO FILTER
OUT SEDIMENT AT
A REASONABLE FLOW RATE.
13. ALL GROUND COVER IS TO BE APPLIED PER CONDITIONS OF THE NDPES PERMIT OR IN CRITICAL AREAS AT THE END OF THE DAY, GROUND
STABILIZATION WILL BE APPLIED WITHIN 14 DAYS FROM LAST LAND DISTURBING ACTIVITY. ALL AREAS WITH SLOPES STEEPER THAN 3:1 OR SLOPES
GREATER THAN 50 FEET IN LENGTH SHALL BE STABILIZED WITHIN 7 DAYS. SEE GROUND STABILIZATION REQUIREMENTS TABLE.
14. AFTER ALL LAND DISTURBING ACTIVITIES ARE COMPLETE AND THE SITE IS STABILIZED, REMOVE ALL TEMPORARY MEASURES AND PROVIDE PERMANENT
SEEDING, MULCHING, AND LANDSCAPING TO WHERE TEMPORARY MEASURES HAVE BEEN REMOVED AND GROUND COVER IS NOT ADEQUATE.
15. PERMANENT COVER SHALL BE ESTABLISHED IN ALL DISTURBED AREAS WITHIN 15 WORKING DAYS OR 90 CALENDAR DAYS (WHICHEVER IS SHORTER)
FOLLOWING COMPETITION OF CONSTRUCTION. HOWEVER, NPDES GROUND COVER REQUIREMENTS TAKE PRECEDENCE.
16. OWNER WILL BE RESPONSIBLE FOR MAINTENANCE REQUIREMENTS OF PERMANENT MEASURES AFTER SUBSTANTIAL COMPLETION.
17. EROSION CONTROL MEASURES TO COMPLY WITH NPDES PERMIT NCGO10000 IN RELATION TO STORMWATER INSPECTION.
18. WHEN THE PROJECT IS COMPLETE, THE PERMITEES SHALL CONTACT DEMLR TO CLOSE OUT THE E&SC PLAN.
STREAM CROSSINGS f EPHEMERAL DRAINS f CLEAN WATER DIVERSIONS
CLEAN WATER DIVERSIONS (CWDL
1. INSTALL CLEAN WATER DIVERSION PARALLEL TO EASEMENT/RIGHT OF WAY. DIMENSIONS SHALL BE AS NOTED IN DESIGN CALCULATIONS TO ACCOUNT
FOR CAPACITY, VELOCITY, AND SHEAR STRESS.
2. INSTALL COIR MATTING FILTER FABRIC OR LINER IN CLEAN WATER DIVERSION ACCORDING TO NCDOT STANDARDS TO PROTECT BARE GROUND.
3. INSTALL TEMPORARY ROCK SILT CHECK DAM, TYPE B, EVERY 2' OF ELEVATION CHANGE.
4. REMOVE CWD AS NECESSARY DURING PIPE INSTALLATION. CWD MUST BE IN PLACE AT END OF EACH DAY.
5. STABILIZE AND PROTECT FROM EROSION RESULTING FROM OFFSITE RUNOFF WITHIN 7 DAY DURATION.
6. UPON COMPLETION OF DISTURBANCES IN AREA PROTECTED BY CWD, REMOVE LINER AND REGRADE TO ORIGINAL CONTOURS. STABILIZE
STREAM CROSSINGS:
1. INSTALL SAFETY FENCING PRIOR TO STREAM DISTURBANCE TO LIMIT IMPACT OUTSIDE OF CONSTRUCTION AREA.
I A T M OS G E RY AT Q E T E P TE E T S A HANNEL.
3. INSTALL ANY ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES SHOWN ON PLANS. L I
4. STREAM CROSSINGS SHALL REMAIN IN PLACE UNTIL ALL WORK IN THE AREA HAS BEEN COMPLETED.
ALL EPHEMERAL DRAIN CROSSINGS (INCLUDING STREAM. CWD, AND CULVERTS
1. INSTALL DIVERSION PUMP, DISCHARGE LINE, AND OUTLET PAD AT LOCATIONS INDICATED ON THE PLAN.
2. INSTALL DOWNSTREAM IMPERVIOUS DIKE AT LOCATION INDICATED ON THE PLAN. INSTALL SEDIMENT PUMP AND SPECIAL STILLING BASIN AT LOCATION
OF DOWNSTREAM IMPERVIOUS DIKE
3. INSTALL UPSTREAM IMPERVIOUS DIKE AT LOCATION INDICATED ON THE PLAN AND BEGIN PUMPING/DIVERTING OF THE MAINSTREAM FLOW. PUMP IF
EPHEMERAL DRAIN IS FLOWING. IF NO FLOW EXISTS, THEN COMPLETE EXCAVATION AND UTILITY INSTALLATION AT EPHEMERAL DRAIN / CLEAN WATER
DIVERSION.
4. INITIATE PUMPING OF SEDIMENT -LADEN WATER AT DOWNSTREAM IMPERVIOUS DIKE FROM CONSTRUCTION AREA AS NEEDED. INSTALL COIR MATTING TO
PROTECT BARE SOIL AT DOWNSTREAM OUTFALL OF PUMP AROUND.
1
5.
AT END OF EACH WORK DAY,
COVER NATURAL STREAM BANKS, CWD OUTLET, AND
EPHEMERAL DRAINS WITH COIR MATTING. REMOVE IMPERVIOUS
E D E N E
M E T LL N A 0 L D
ST I LA AT END OF WORK DAY.
T
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6.
ALL CROSSINGS SHALL REMAIN
IN PLACE UNTIL ALL WORK IN THE AREA HAS BEEN
COMPLETED. 1
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7.
UPON COMPLETION OF WORK,
RESTORE STREAM BED AND BANKS AND CWD TO ORIGINAL CONTOURS. REMOVE EROSION CONTROL MEASURES FROM
= .S
WITHIN CREEK BED AND REPLACE ANY SILT FENCE AND COIR WATTLES ON BANKS.
STABILIZE WITH TEMPORARY AND PERMANENT SEED MIX AND
z w
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STABILIZE AND PROTECT FROM
EROSION RESULTING FROM OFFSITE RUNOFF WITHIN
7 DAY DURATION.
L
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WETLAND CROSSINGS:
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t
PRIOR TO IMPACTING WETLAND, COIR WATTLE BARRIER SHALL BE IN PLACE BETWEEN WETLAND AND ANY DISTURBED AREA o
AS PROTECTION FROM EXTENDED DISTURBANCE. z
2. REMOVE SILT FENCE AND COIR WATTLE BARRIERS AROUND WETLANDS AS NECESSARY TO COMPLETE CONSTRUCTION AND
IMPACTS WITHIN WETLAND BOUNDARY. PRIOR TO WORK, INSTALL WATTLE BARRIER ALONG EASEMENT TO PROTECT ANY
WETLAND OUTSIDE OF WORK AREA.
3. LIMIT 3 DAYS TO COMPLETE CONSTRUCTION AND REESTABLISH VEGETATION UTILIZING WETLANDS SEED MIX
4. REPLACE COIR WATTLES ON SURROUNDING HAUL ROADS THAT WILL BE DISTURBED FOR GREATER THAN 3 DAYS TO
PROTECT UNDISTURBED WETLAND AREAS.
TRENCH DEWATERING:
1. SPECIAL STILLING BASINS (SILT BAGS) SHALL BE USED AS NECESSARY FOR TRENCH DEWATERING,
2. PLACE SPECIAL STILLING BASIN AT GROUND LEVEL, THEN INSTALL PUMP AND DISCHARGE LINE. PUMP TO SPECIAL STILLING BASIN.
3. REPLACE AND DISPOSE OF BASINS) WHEN 4 FULL OF SEDIMENT OR IMPRACTICAL FOR BAG TO FILTER SEDIMENT OUT AT A REASONABLE FLOW RATE.
GROUND STABILIZATION REQUIREMENTS
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
PERIMETER DIKES, SWALES,
7
DAYS
NONE
DITCHES, AND SLOPES
HIGH QUALITY WATER (HQW)
7
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ZONES
SLOPES STEEPER THAN 3:1
7
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IF SLOPES ARE 10'
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2:1, 14 DAYS ARE ALLOWED.
SLOPES 3:1 OR FLATTER
14
DAYS
7 DAYS FOR SLOPES GREATER THAN 50' IN
LENGTH
ALL OTHER AREAS WITH SLOPES
14
DAYS
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Plot Date: 11/10/2020 9:11 PM Plot BV: 02876 Filename: N:\WTU\Drawings\CV-ER-DT-DETL6.dwg

ANTHONY CASH SR
DENISE L. CASH
DB 5202 PG 103
PIN 7820-81-7883
5853 RIVERDALE DR
LIMITS OF DISTURBANCE, TYP
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CWD MUST BE IN PLACE AT END OF DAY.
\ INSTALL COIR MATTING AT OUTLET
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CLEAN WATER DIVERSION (CWD), TYP.
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INSTALL COIR MATTING AT OUTLET
TO PROTECT BARE SOIL DOWNSTREAM.
IMPERVIOUS DIKE, TYP
PROVIDE STREAM BANK
STABILIZATION.
SEE DTL 7/ SHEET ER-11.
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EDWARD BRUCE BOWMAN
DB 7897 PG 1585
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4140 KIVETT DR
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4150 KIVETT DR
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Plot Date: 11/10/2020 9:15 PM Plot By: 02876 Filename: N:\WTU\Eng\E&SC\CV-ALL-EROF.dwg

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Plot Date: 11/10/2020 9:17 PM Plot By: 02876 Filename: N:\WTU\Eng\E&SC\CV-ALL-EROF.dwg

O PUMP ACROSS DISTURBED AREA AT CWD OUTLET. REMOVE CWD AS NECESSARY FOR WORK PUMP ACROSS DISTURBED AREA AT CWD OUTLET.
REMOVE CWD AS NECESSARY FOR WORK
PIEDMONT TRIAD CWD MUST BE IN PLACE AT END OF DAY. E IN PLACE AT END OF DAY.
B
DEEP RIVER (PERENNIAL) REGIONAL WATER INSTALL COIR MATTING AT OUTLET INSTALL C CWD MUST BOIR MATTING AT OUTLET
SEE COFFER DAM AUTHORITY TO PROTECT BARE SOIL DOWNSTREAM.
DETAIL 6/DT-5 DB 5038 PG 1601 ITO PROTECT BARE SOIL DOWNSTREAM.
PIN 7830-05-3596 PROVIDE STREAM BANK 8O
4181 KIVETT DR STABILIZATION, Q� CWD-005
LINDA H. UNGER
SEE DETAIL 7/ER-11 AREA = 2.9570 AC
\ DB 1516 PG 365
CWD-004 PIN 7830-16-0367
AREA =1.0319AC CLEAN WATER DIVERSION (CWD), TYP. 4203 KIVETT DR
STABILIZE WITHIN SEVEN DAYS.
INSTALL CHECK DAM TYPE B EVERY 2' OF
ELEVATION CHANGE ON CWD.
11
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BASIN, TYP. AUTHORITY
\ \ SEE DTL 2 / SHEEET ER-12. DB 4249, PG. 1591 — — —�
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STERRI M. HOLTON
STABILIZATION,
SEE DETAIL 7/ER-11 CAMERON SILT FENCE, TYP
& MARTHA J. HOLTON
DB 3201 PG 244
PIN 7830-34-0612
0� 4238 KIVETT DR
PERENNIAL STREAM o
PROP. 18" DIP -
° FORCEMAIN
--------------
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72+00
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76+00
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INSTALL COIR MATTING AT OUTLET
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SF-007
7 7.3V Q AREA = 1.1803 AC4 ,
PUMP AROUND ASSEMBLY, TYP.
SEE DTL 1 / SHEET ER-12.
V - SR 1113
60 PUBLIC R/W
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760
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PROVIDE STREAM BANK
STABILIZATION,
SEE DETAIL 7/ER-11
/TERRI M. HOLTON
CAMERON
/ & MARTHA J.
HOLTON
DB 3201 PG 244
PIN 7830-34-0612
/ 4238 KIVETT DR
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FM
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RICHARD DEAN
CAMERON JR
TERRI H. CAMERON
DB 3757 PG 1891
PIN 7830-35-3811
4238 KIVETT DR
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FENCE AND CANNOT GO UNDER IT.
STEP 2:
ATTACH WIRE FENCE TO POSTS AND
EXTEND THE BOTTOM OF THE FENCE
INTO THE EXCAVATED TRENCH BOTTOM.
STEP 3:
ATTACH THE FILTER FABRIC TO THE WIRE
FENCE AND EXTEND THE BOTTOM OF THE
FILTER FABRIC INTO THE TRENCH BOTTOM.
SECTION WIRE FENCE "HOG WIRE"
(14 GUAGE WITH MAX. MESH
SPACING= 6 INCHES)
HEIGHT FILTER FABRIC
MAX. 3' SEE SPECIFICATIONS
MIN. 2' FOR MATERIAL
BOTTOM OF WIRE FENCE AND
FILTER FABRIC BURIED 6"
5' STEEL POSTS a �IN EXCA ATTED ONE. TRENCH BACKFILLED
WITH
STEEL POST DRIVEN
18"INTO GROUND
NOTES:
1. BOTTOM OF FILTER FABRIC MUST BE PLACED IN TRENCH AND
SECURED BY BACKFILLING THE TRENCH WITH #57 STONE.
2. DO NOT INSTALL SILT FENCE WHERE FLOWS ARE
CONCENTRATED.
3. WOODEN POSTS NOT ALLOWED.
4. STEEL POSTS SHALL WEIGH 1.33 LB/LF.
CITY OF HIGH POINT ISSUED 2-17-09 SILTFENCE.DWG
NORTH CAROLINA REVISIONS STANDARD DRAWING FOR
ENGINEERING SERVICES DEPARTMENT TEMPORARY SILT FENCE 600.00
APPROVED..FFF�.� I;: YY.;L7.,20.0
,- FOR EROSION CONTROL
DIRECTOR SHEET 1 OF 1
100' MIN. (COMMERCIAL)
50' MIN. (RESIDENTIAL)
PLAN VIEW
NOTES:
1.
ENTRANCE(S) SHALL BE LOCATED TO PROVIDE MAXIMUM
UTILITY BY ALL CONSTRUCTION VEHICLES.
2.
TURNING RADIUS SUFFICIENT TO ACCOMODATE LARGE
EXISTING
TRUCKS IS TO BE PROVIDED.
ROADWAY
3.
MUST BE MAINTAINED IN A CONDITION WHICH WILL PREVENT
TRACKING OR DIRECT FLOW OF MUD ONTO STREETS.
PERIODIC TOPDRESSING WITH STONE WILL BE NECESSARY.
CONTRACTOR SHALL MAINTAIN AS NECESSARY.
Qo �o 040.0
0000 �g0000 0000ppao oapo op Roo
td��j dW
a o0 o m o /
4.
ANY MATERIAL WHICH STILL MAKES IT ONTO THE ROAD
\���/���/d�
MUST BE CLEANED UP
5.
FREQUENT CHECKS OF THEEENTRANCE(S) AND TIMELY
�/
//
6" MIN./��/i
i\j
6.
MAINTENANCE SHALL BE PROVIDED.
NOTES ARE APPLICABLE AT ALL POINTS OF INGRESS AND
3" - 4" STONE
FILTER FABRIC
7,
EGRESS UNTIL SITE IS STABILIZED.
UTILIZE FILTER FABRIC IN CLAY SOILS.
SIDE CROSS SECTION
VIEW
CITY OF HIGH POINT ISSUED 2-17-09 CONST_ENT.DWG
NORTH CAROLINA REVISIONS STANDARD DRAWING FOR
ENGINEERING SERVICES DEPARTMENT CONSTRUCTION ENTRANCE 602.00
APPROVED..fF?-Tz-' ::RY.!7.,20.0
FOR EROSION CONTROL
................................................
DIRECTOR SHEET 1 OF
PLAN VIEW
6" NCDOT #5
#57 WASHED
20SION
TONE
s" NCDOT #5 OR CROSS SECTION VIEW
#57 WASHED STONE CAPACITY OF PIPE CULVERTS
TOGETHER EQUALS BANKFULL FLOW
`%\ > 1/2 DIAMETER OF PIPE1
OR 12" WHICHEVER IS
GREATER
CITY OF HIGH POINT ISSUED 2-17-09
NORTH CAROLINA REVISIONS
ENGINEERING SERVICES DEPARTMENT
APPROVED..I.E> Rd.^ T%Y. �7 20Z
................ .....................
DIRECTOR
NOTES:
1. KEEP STREAM CROSSINGS AT RIGHT ANGLES TO THE
STREAM FLOW.
2. STABILIZE PIPE INLET(S) AND PIPE OUTLET(S) AS
NEEDED TO PREVENT SCOURING OF STREAM.
CLASS B EROSION
CONTROL STONE
FILTER FABRIC
STANDARD DRAWING FOR
TEMPORARY STREAM CROSSING
FOR CULVERTS BACKFILLED WITH STONE
STREAM_XING2.DWG
605.01
SHEET 1 OF 1
STEEL POSTS (TYP.)
1/4" HARDWARE CLOTH
#57 WASHED STONES
21
A
41,, �0,°
4 FT
1
�I
5' STEEL POSTS
SECTION A -A
3f ON DOST ONLY
4 WEIR CDT!-!
/4" HARDWARE CLOTH
`#57 WASHED STONE
4' WIDTH MIN. (AT TOP)
FILTER FABRIC
V-6" MIN. ® CENTER
TEMP SILT FENCE SUPPORTED
BY WIRE FENCE, 14 GUAGE,
6" MAX. MESH SPACING
(HOG WIRE)
5' STEEL POSTS (TYP.)
BOTTOM OF WIRE FENCE AND
FILTER FABRIC BURIED 6" IN
EXCAVATED TRENCH BACKFILLED
WITH CLEAN STONE
NOTES:
TER FABRIC 1. DO NOT INSTALL SILT FENCE WHERE FLOWS ARE CONCENTRATED.
2. WOODEN POSTS NOT ALLOWED.
3. STEEL POSTS SHALL WEIGH 1,33 LB/LF,
CITY OF HIGH POINT ISSUED 2-17-09 SILTFENCEOUT.DWG
NORTH CAROLINA REVISIONS STANDARD DRAWING F O R
ENGINEERING SERVICES DEPARTMENT TEMPORARY SILT FENCE WITH STONE OUTLET 600.01
APPROVED..fEgR L.,�A zY. j7.20.Q3
'...................... FOR EROSION CONTROL
DIRECTOR SHEET 1 OF 1
CROSS SECTION VIEW
OVERCUT CHANNEL 2" TO LONGITUDINAL -
ALLOW EXCAVATE CHANNEL TO
ALLOW BULKING DURING 7 DESIGN GRADE AND ANCHOR TRENCH
SEEDBED PREPARATION / CROSS-SECTION j
OVERLAP 6" MIN. � �
v� DESIGN DEPTH 4,0
6-
6' \ / INTERMITTENT CHECK SLOT
INITIAL CHANNEL ANCHOR TRENCH / (25' INTERVALS)
PREPARE SOIL AND APPLY /
SEED BEFORE INSTALLING
BLANKETS, MATS, OR OTHER SHINGLE -LAP SPLICED ENDS
CHANNEL LINER SYSTEMS. / OR BEGIN NEW ROLL IN AN
_ INTERMITTENT CHECK SLOT
FLOW/ s / \/ J
! �6„
LONGITUDINAL ANCHOR TRENCH
is 1-1
r_f
NOT
ES::
TES:
1. DESIGN VELOCITIES EXCEEDING 2 FT/SEC REQUIRE TEMPORARY
BLANKETS, MATS, OR SIMILAR LINERS TO PROTECT SEED AND SOIL
_ UNTIL VEGETATION BECOMES ESTABLISHED.
_ - - - STAPLES, 11 GUAGE, 6" LONG x 1" 2. GRASS -LINED CHANNELS WITH DESIGN VELOCITIES EXCEEDING 6
12 f WIDTH MIN. FT/SEC SHOULD INCLUDE TURF -REINFORCEMENT MATS.
6" STAPLE AS PER MANUFACTURER 3. STACKING OR STAPLING LAYOUT PER MANUFACTURER
TERMINAL TRENCH SPECIFICATIONS (TYPICALLY 3-5' SPECIFICATIONS_
INTERVALS)
CITY OF HIGH POINT ISSUED 2-17-09 DR_DIT_STA2.DWG
NORTH CAROLINA REVISIONS STANDARD DRAWING F 0 R
ENGINEERING SERVICES DEPARTMENT DRAINAGE DITCH STABILIZATION 604.01
APPROVED..FI R:L.,�A-Y 1f,20.Q.)
.-- FOR GRASS CHANNELS WITH EROSION CONTROL LINER
DIRECTOR SHEET 1 OF 1
PLANTS & MIXTURES
RATES ACRE
PLANTING DATES
TALL FESCUE
120 LBS.
1. AUG. 15 - OCT.
2. FEB. 15 - APR. 15
TALL FESCUE
30 LBS.
1. AUG. 15 - OCT.
AND RED FESCUE
20 LBS.
2. FEB. 15 - APR. 15
TALL FESCUE AND SERICEA LESPEDEZA
80 LBS.
1. AUG. 15-OCT.
(UNSCARIFIED)
30 LBS.
TALL FESCUE AND
100 LBS.
JULY 15 -AUG.
BROWN TOP MILLET
30 LBS.
TALL FESCUE AND WINTER RYE GRAIN
90 LBS.
NOV. - JAN.
(NOT RYEGRASS)
25 LBS.
WEEPING LOVEGRASS AND SERICEA
5 LBS.
MAR. 15 - JUNE 15
LESPEDEZA (SCARIFIED)
40 LBS.
COMMON BERMUDA GRASS
10 LBS. (HULLED)
1. APR. 15 - JUNE 30
10 LBS. (UNHULLED)
2. FEB. - MAR.
SEEDBED PREPARATION:
1. INSTALL SURFACE WATER CONTROL MEASURES ACCORDING TO PLAN.
2. AREAS TO BE SEEDED SHALL BE RIPPED AND SPREAD WITH AVAILABLE TOP SOIL 3" DEEP.
TOTAL SEEDBED PREPARATION DEPTH SHALL BE 4" TO 6" DEEP.
3. LOOSE ROCKS, ROOTS AND OTHER OBSTRUCTIONS LARGER THAN 1}' SHALL BE REMOVED
FROM THE SURFACE SO THEY WILL NOT INTERFERE WITH ESTABLISHMENT AND MAINTENANCE
OF VEGETATION. LEAVE SURFACE IN "MOWABLE CONDITION".
4. IF NO SOIL TEST IS PERFORMED, APPLY 2 TONS OF FINELY GROUND DOLOMITIC LIMESTONE
PER ACRE, 800 POUNDS OF SUPER PHOSPHATE OR EQUIVALENT PER ACRE, AND 1,000
POUNDS OF 10-10-10 FERTILIZER PER ACRE. LIME, SUPER PHOSPHATE, AND FERTILIZER
SHALL BE APPLIED UNIFORMLY AND MIXED WITH THE SOIL DURING STEP TWO ABOVE.
5. APPLY MULCH (GRAIN STRAW) AT A RATE OF 5,000 POUNDS (2.5 TONS) PER ACRE.
CITY OF HIGH POINT ISSUED 2-17-09 1 SEEDSPEC.DWG
NORTH CAROLINA REVISIONS STANDARD DRAWING FOR
ENGINEERING SERVICES DEPARTMENT SEEDING SPECIFICATIONS 612.00
APPROVED..f�R?:�:RY i7.,20.43
.... FOR THE CITY OF HIGH POINT
DIRECTOR SHEET 1 OF 1
RIP RAP OUTLET
CITY OF HIGH POINT ISSUED 2-17-09 EARBRMSTOUT.DWG
NORTH CAROLINA REVISIONS STANDARD DRAWING FOR
ENGINEERING SERVICES DEPARTMENT TEMPORARY EARTH BERM WITH STONE OUTLET 6 01 .0 0
APPROVED..FEARk+?r .,20.E
FOR EROSION CONTROL
DIRECTOR SHEET 1 OF 1
I%
5' MAX. BANK
CLASS B STONE OVER
FILTER FABRIC
CITY OF HIGH POINT ISSUED 2-17-09
NORTH CAROLINA REVISIONS
ENGINEERING SERVICES DEPARTMENT
APPROVED..FeP-RI .T/ ;YY.�Y.,20Z
---------------- ' - . .....................
DIRECTOR
STONE APPROACH
SECTION 5:1 MAX.
SLOPE ON ROAD
-SURFACE FLOW DIVERSION ------
CLASS B EROSION ORIGINAL
CONTROL STONE STREAMBANK
NOTES:
1. DO NOT USE FORDS WHERE BANK HEIGHT EXCEEDS 5 FEET.
2. KEEP STREAM CROSSINGS AT RIGHT ANGLES TO THE STREAM
FLOW.
3. USE A FORD ONLY WHERE NORMAL FLOW IN STREAM IS
SHALLOW (LESS THAN 3 INCHES DEEP) OR INTERMITTENT,
STANDARD DRAWING FOR
TEMPORARY STREAM CROSSING
FOR LOW-WATER FORD CROSSINGS
\SHLD.
PAVEMENT
'_
EES
INSET A
EDGE OF PAVEMENT
WATTLE
C3\;
MATTING BACK
SLOPE
ISOMETRIC VIEW
2' UPSLOPE
2 '(MAX.) STAKE NATURAL GROUND
I}
MATTING \_2' DOWNSLOPE
STAKE
CROSS SECTION
VEE DITCH
SEE
2 IN. INSET C 2' UPSLOPE
rSTAKE 7NATURAL GROUND
MATTING \_2' DOWNSLOPE
STAKE
CROSS SECTION
TRAPEZOIDAL DITCH
CITY OF HIGH POINT ISSUED 2-17-09
NORTH CAROLINA REVISIONS
ENGINEERING SERVICES DEPARTMENT
APPROVED��xL.It.,RY. i7.,20Z
...................... .....................
DIRECTOR
FLOW
SEE
INSE
STREAM_XINGLDWG
605.00
SHEET 1 OF 1
PLAN VIEW
NOTES:
1. USE MINIMUM 12" DIA. EXCELSIOR, COIR, OR STRAW WATTLE.
2. USE 2 FT. WOODEN STAKES WITH A 2" x 2" CROSS SECTION.
3. INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE STAKES
AT AN ANGLE TO WEDGE WATTLE TO BOTTOM OF DITCH.
4. PROVIDE STAPLES OF 0.125" DIA. STEEL WIRE FORMED INTO A U SHAPE
NOT LESS THAN 12" IN LENGTH,
5. INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON BOTH
SIDES OF WATTLE AND AT EACH END TO SECURE IT TO THE SOIL.
6. INSTALL MATTING IN ACCORDANCE WITH NCDOT SECTION 1631 OF THE
STANDARD SPECIFICATIONS.
7. PRIOR TO POLYACRYLAMIDE (PAM) APPLICATION, OBTAIN A SOIL SAMPLE
FROM PROJECT LOCATION, AND FROM OFFSITE MATERIAL, AND ANALYZE
FOR APPROPRIATE PAM FLOCCULANT TO BE APPLIED TO EACH WATTLE.
8. INITIALLY APPLY 3.5 OUNCES OF ANIONIC OR NEUTRALLY CHARGED
POLYACRYLAMIDE (PAM) OVER WATTLE WHERE WATER WILL FLOW AND
AFTER EVERY RAINFALL EVENT THAT IS EQUAL TO OR EXCEEDS 0.50 IN.
STANDARD DRAWING FOR WATTLE.DWG
WATTLE 619.00
FOR EROSION CONTROL
SHEET 1 OF 1
100% SUBMITTAL
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Plot Date: 11/10/2020 9:29 PM Plot BV: 02876 Filename: N:\WTU\Drawings\CV-ER-DT-DETL7.dwg

NOTES
USE CLASS A EROSION CONTROL STONE
FOR STRUCTURAL STONE.
USE NO. 5 OR NO. 57 STONE FOR
SEDIMENT CONTROL STONE.
CONSTRUCT TOP OF BERM A MINIMUM OF
ONE FOOT BELOW THE SHOULDER OR A
DIVERSION POINT.
PROVIDE A TOTAL SEDIMENT TRAP
VOLUME OF 3600± CUBIC FEET PER ACRE
OF DISTURBED AREA. SOME OF THE
REQUIRED VOLUME MAY BE PROVIDED
BY UP OR DOWNSTREAM CONTROLS.
DIVERSION POINT
EARTH BERM
PIPE
�f� �r;i.. i%• . . �• . •. �•
meSTRUCTURAL
;-*:*' •FLOW
+�7>yi
-
STONE
SEDIMENT CONTROL STONE p
12" MIN
SEDIMENT CONTROL STONE
PLAN
c
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2' MIN.
EARTH BERM
Z U)
<
STRUCTURAL STONE
co W
J
12"
18" MIN.
ROADWAY SHOULDER
�y
z
o
----
12" MIN.
---
d
°
. j
18"
MIN.
{-
D * �' FLOW
'
d
O
7 -6 MIN.
v
PIPE
DYr -24n PIPE MAX.
�
SECTION A -A
SHEET 1 OF 1
1635.02
ROCK PIPE INLET PROTECTION TYPE B
NOT TO SCALE
VAR.
2' — 10'
FLOW FROM UNDISTURBED AREA
N
NCDOT TYPE 4
GEOTEXTILE LINE
VAR.
0' — 2'
IMPERVIOUS DIKE
N
H
Z
cW
L
TEMPORARY STAGING
Ld
AND STOCKPILE AREA
w
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L
W
Q
I
EXCAVATED TRENCH
H
LuI
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a
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FOR PIPE INSTALLATION
z
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a
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I
w
I
2' MIN.
STAGE AND STOCKPILE AREA
DURING EXCAVATION
NOT TO SCALE
z
Lo
DISTURBED AREA
MAINTENANCE REQUIREMENTS:
1. CLEAN WATER DIVERSION MUST BE
MAINTAINED PER THE NCDOT EROSION
AND SEDIMENT CONTROL MANUAL.
NOTES: 2. CONFIRM THAT THE GEOTEXTILE IS KEYED
1. DIVERSION TO BE USED UPSLOPE OF A CONSTRUCTION SITE TO PREVENT STORM RUNOFF FROM IN PROPERLY.
ENTERING THE DISTURBED AREA.
2. IMMEDIATELY LINE AND STABILIZE BEFORE ANY DOWNSLOPE GRADING BEGINS (STABILIZATION MUST
OCCUR BEFORE ISSUANCE OF A CERTIFICATE OF COMPLIANCE). STABILIZATION METHOD IS BASED ON
VELOCITY OF OFFSITE DRAINAGE.
3. DIVERSIONS SHOULD ONLY BE USED FOR DRAINAGES 5 ACRES OR LESS.
4. ANY SEDIMENT LADEN WATER PRIOR TO STABILIZATION OF THE DIVERSION MUST BE DIVERTED INTO AN
APPROVED EROSION AND SEDIMENT CONTROL BMP. CLEAN WATER SHOULD EMPTY INTO AN APPROVED
OUTLET DEVICE.
5. NCDOT TYPE 4 GEOTEXTILE FABRIC TO BE USED TO STABILIZE ALL CLEAN WATER DIVERSION SLOPES.
SEE COIR MATTING DETAIL FOR MAINTENANCE.
6. CONTRACTOR SHALL ENSURE POSITIVE DRAINAGE TO OUTFALL LOCATION.
4 CLEAN WATER DIVERSION
NOT TO SCALE
THE SAME DAY THAT DISTURBANCE OCCURS RESTORE BANKS TO ORIGINAL
CONTOURS, SEED IN ACCORDANCE TO SEEDING SCHEDULE AND PLACE
DOGWOOD,SILKY WILLOW, BLACK WILLOW, ELDER BERRY OR CORAL BERRY
SHALL BE INSTALLED BY A QUALIFIED PROFESSIONAL IN LIVE STAKING.
HARVESTED LIVE STAKES ARE TO BE 18 TO 24—INCHES AND 3/8 TO
1—INCH IN DIAMETER.THEY ARE TO BE PLANTED 2—FEET ON CENTER AT
THE DEPTH OF 12—INCHES. PILOT HOLES MAY BE NECESSARY IN CERTAIN
SOILS CONDITIONS TO PREVENT DAMAGE TO THE LIVE STAKES. DISTURBED
AREAS FROM TOP OF RIPRAP LAYER TO THE EXTENT SHOWN ON THE
CONTRACT DRAWINGS SHALL BE COVERED WITH COCO MATTING, UNLESS
OTHERWISE SPECIFIED. A 12—INCH CROSS —CUT SHALL BE CUT IN THE
MATTING FORPLACEMENT OF EACH LIVE STAKE. SECURE MATTING AND
CROSS —CUTS WITH STAPLES OF GAUGE AND SPACING AS RECOMMENDED BY
MATTING SUPPLIER. CONTRACTOR SHALL PROVIDE THE SERVICES OF A
QUAILIFIED PROFFESSIONAL IN LIVE STAKING TO INSTALL LIVE STAKING AND
MATTING.
TABLE A
RIPRAP
MATTING
2LB/SF (MIN. SHEAR
CLASS 2
STRESS) 24-36
MONTH LONGEVITY
100% COCONUT
MATTING SEE TABLE A-
LIVE STAKES
BANK COMPACTED
TO 90-95%
STANDARD PROCTOR
TOP OF RIPRAP
N
NORMAL WL,7
2' MIN
EXISTING GRADE
5'
6"
MIN.
�
6' MIN WIRE
STAPLE (1 1
GAUGE)
ANCHOR
TRENCH 1'
MAX DEPTH
NCDOT CLASS RIPRAP
(SEE TABLE A)
SPECIAL EMBANKMENT
FOR RIVER BANK STABLIZATION
NOT TO SCALE
MAINTENANCE REQUIREMENTS:
1. INSPECT MATTING WEEKLY AND
AFTER EACH RAINFALL EVENT
THAT PRODUCES 1 /2 INCHES
OR MORE OF RAIN. REPAIR OR
REPLACE IMMEDIATELY AS
NECESSARY.
2. ENSURE MATTING HAS
MAINTAINED GOOD CONTACT
WITH THE GROUND AND
EROSION HAS NOT OCCURRED
BENEATH THE MATTING.
3. ANY AREAS OF THE MATTING
THAT ARE DAMAGED OR NOT IN
GOOD CONTACT WITH THE
GROUND SHALL BE REPAIRED
OR REPLACED AND STAPLED
IMMEDIATELY.
4. ANY LIVE STAKES THAT HAVE
BEEN DAMAGED, DISPLACED, OR
NOT SURVIVED SHALL BE
REPLACED IMMEDIATELY.
5. CLEAR ANY ACCUMULATED
SEDIMENT OR DEBRIS
PROMPTLY.
6. REPLACE DISPLACED RIPRAP AS
NECESSARY.
NOTES:
1.
STAGE AREA, STOCKPILE AREA, ACCESS AREA AND
m
u
HAUL ROADS SHALL BE CONTAINED WITHIN
EASEMENTS. TEMPORARY EASEMENTS SHALL ONLY BE
C UO
USED AS NECESSARY.
.a)
2.
STAGE AND STOCKPILE AREAS SHALL BE LOCATED A
= bD
MINIMUM OF 50 FEET FROM STORM DRAIN INLETS
z
AND SURFACE WATERS.
3.
STOCKPILE AREAS NOT BEING USED AS HAUL ROADS
LA
a).tw
ARE TO BE STABILIZED WITHIN 7 DAYS.
U-
4.
MAXIMUM LENGTH OF EXCAVATED/STOCKPILE LENGTH
IS 1,000 FEET PER DAY.
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REPLACED
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HAUL ROAD
I
L
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STAGE AND STOCKPILE AREA
POST EXCAVATION
- NOT TO SCALE
NOTE:
BANKS SHALL BE SEEDED
50 MAX 50 MAX
PRIOR TO PLACEMENT
TOP OF
5'
OF MATTING.
STREAM BANK
�- FLOW
U)
W
ARDWOOD STAKES
■ 2.5' 0 0
in
(SEE DETAIL THIS SHEET)
N ■ ■ ■
1251 NOTE:
TRENC MAXIMUM SINGLE LENGTH OF MATTING IS 100'.
TRENCH
TOE OF BANK
5 COI R FABRIC - PLAN VIEW
- NOT TO SCALE
VERLAP UPSTREAM
FABRIC, OVERLAP
DOWNSTREAM FABRIC
VERLAP UPSTREAM FABRIC
AT SEAMS
OVERLAP DOWNSTREAM FABRIC
AT SEAMS HECK TRENCH
BACKFILL
2"x2" (NOMINAL)
MATTIN MATTING MATERIAL
WOODEN STAKE
Cfl If N
STAKE STAKE
50' MIN 50' MIN
SEAM74 N
ARDWOOD STAKE
N
OIR FABRIC FOLDED OVER
HARDWOOD STAKE DETAIL
MAINTENANCE REQUIREMENTS:
1. INSPECT ROLLED EROSION CONTROL PRODUCTS AT LEAST
WEEKLY AND AFTER
EACH SIGNIFICANT (1 INCH OR GREATER) RAINFALL EVENT,
REPAIR
IMMEDIATELY.
2. GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED AND EROSION MUST
NOT OCCUR BENEATH THE MATTING.
3. ANY AREAS OF THE MATTING 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 MATTING AS NECESSARY UNTIL
GROUND COVER IS
ESTABLISHED.
6 COI R FABRIC -PROFILE VIEW
- NOT TO SCALE
100% SUBMITTAL
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MAINTENANCE REQUIREMENTS: PUMP —AROUND DIVERSION PLAN VIEW
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DRAINAGE NOTES
1. USE NO. 5 OR NO. 57 STONE FOR SEDIMENT CONTROL STONE.
2. PROVIDE STABILIZED OUTLET TO STREAM BANK AND ENSURE
THAT NON- EROSIVE VELOCITY FLOW IS ACHIEVED.
3. WOOD PALLETS MAY BE USED IN LIEU OF STONE AND
GEOTEXTILE AS DIRECTED. ASUFFICIENT NUMBER OF PALLETS MUST
BE PROVIDED TO ELEVATE THE ENTIRE SPECIAL STILLING BASIN
ABOVE NATURAL GROUND.
SPECIAL STILLING BASIN /SILT BAG
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HAZARD SILT FENCE
1. THE TOP 12" OF SOIL REMOVED FROM THE DISTURBED WETLAND AREA SHALL BE STOCKPILED ADJACENT TO THE
WORK AREA AND REUSED FOR FINAL BACKFILL AT THE RESTORED GROUND SURFACE.
2. THE CONTRACTOR SHALL USE MATTING OR OTHER MEASURES NECESSARY FOR CROSSING WETLAND AREAS DURING
EXCAVATON, INSTALLATION AND BACKFIIL OF THE SANITARY SEWER.
3. WETLAND AREAS SHALL BE RESTORED TO THE PRE -CONSTRUCTION GROUND ELEVATIONS AND REPLANTED IN
ACCORDANCE WITH THE WETLAND SEEDING SCHEDULE, TECHNICAL SPECIFICATIONS AND THE APPROVED SECTION
404/40t NATIONWIDE PERMIT.
0OWnRUCMN .�CAi1ONS:
1. KEEP CLEARING AND EXCAVATION OF THE WETLAND BED AND APPROACH SECTIONS TO A MINIMUM.
2. DIVERT ALL SURFACE WATER FROM THE CONSTRUCTION SITE ONTO UNDIS7URBEt) AREAS ADJOINING; T14E WETLANDS.
3. DEEP WETLAND CROSSING AS PERPENDICULAR AS POSSIBLE TO THE FLOW.
4. STABILIZE ALL DISTURBED AREAS SUBJECT TO F.OW ING WATER, INCLUDING PLAINNED OVERFLOW AREAS, WITH
RIPRAP OR OTHER SUITABLE MEANS IF DESIGN VELOCITY EXCEEDS THE ALLOWIIifAOLI= FOR THE IN PLACE $On-
5. REMOVE TEMPORARY W EnAND CROSSINGS IMMEDIATELY WHEN THEY ARE NO L014GER NEEDED. RESTORE THE
WETLAND BED TO ITS ORIGINAL CROSS-SECTION, AND SMOOTH AND APPROPRIATELY STABILIZE ALL .DISTURBED
AREAS.
6. ANY IN -WETLAND SEDIMENT CONTROL MEASURES MUST BE REMOVED UPON STABILIZATION OF THE AREA.
I1IMT1I=
1. INSPECT TEMPORARY WETLAND CRMNG$ AFTER RUNOFF -PRODUCING RAM TO CHECK FOR BLOCKAGE IN
CHANNEL EROSION OF ABUTMENT'S, CHANNEL SCOUR, RIPRAP DISPLACEMENT, OR PIPING. MAKE ALL REPAIRS
IMMEDIATELY TO PREVENT FURTHER DAMAGE TO THE INSTALLATION.
IMPL E ANTA.;HOA1.:SEMMM
SEDIMENT CONTROL MEASURES, PUMP -AROUND PRACTICES FOR WETLAND CROSSINGS, AND ASSOCIATED
CONSTRUCTION SHALL BE COMPLETED IN TIDE FOLLOWING SEQUENCE (REFER TO DETAIL).
1. THE INTENT OF THIS CONSTRUCTION SEQUENCE IS TO PROVIDE THE CONTRACTOR WITH A GENERAL GUIDE FOR
CONSTRUCTION PURPOSES. THIS SEQUENCE IS NOT INTENDED TO OUTLINE ALL CONSTRUCTION ACTIVITIES ON
THIS PROJECT.
2. CONTRACTOR TO INSTALL HIGH HAZARD SILT FENCE AND SILT FENCE OUTLETS PER THE PLANS AND OETAILS.
3. CONTRACTOR IS TO MINIir+IIZE THE CLEARING AND EXCAVATION OF THE WETLAND BED, BANKS AND APPROACH
SECTION'S TO A MINIMUM.
4. ONCE THE INSTALLATION OF VE SEWER LINE HAS BEEN INSTALLED AT A WETLAND CROSSING, THE
CONTRACTOR IS TO RESTORE THE VVETLAND 13ED TO ITS ORIGINAL CROSS-SECITON, AND SMOOTH AND
APPROPRIATELY STABILIZE ALL DISTUNWID AREAS.
5. THE CONTRACTOR IS TO SEED THE WfELTLAND IN ACCORDANCE WITH THE DETAILS SHOWN IN THESE PLANS
(EC-4) AND THE PROJECT SPECIFICATIONS.
ECA 0 - TEMPORARY WETLAND CROSSING
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NOT TO SCALE
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PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
Self -inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self -inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
Frequency
Inspect (during normal
Inspection records must include:
lousiness tours)
(1) Rain gauge
Daily
Daily rainfall amounts.
maintained in
If no daily rain gauge observations are made during weekend or
good working,
holiday periods, and no individual -day rainfall information is
order
available, record the cumulative rain measurement for those un-
attended days (anc this will determine if a site inspection is
needed). Days on which no rainfall occurred shall be recorded as
"zero." The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
At least once per
1. Identification of the measures inspected,
Measures
7 calendar days
2. Date and time of the inspection,
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Indication of whether the measures were operating
event > L0 inch in
properly,
24 hours
5. Description of maintenance needs for the measure,
& Description, evidence, and date of corrective actions taken.
(3) Stormwater
At least once per
1. Identification of the discharge outfalls inspected,
discharge
7 calendar days
2. Date and time of the inspection,
outfalls (SDCs)
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Evidence of indicators of stormwater pollution such as oil
event > 1.0 inch in
sheen, floating or suspended solids or discoloration,
24 hours
5. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
At least once per
If visible sedimentation is found outside site limits, then a record
site
7 calendar days
of the following shall be made:
and within 24
1. Actions taken to clean up or stabilize the sediment that has left
hours of a rain
the site limits,
event > 1.0 inch in
2. Description, evidence, and date of corrective actions taken, and
24 hours
3. An explanation as to the actions taken to control future
releases.
(5) Streams or
At least once per
If the stream or wetland has increased visible sedimentation or a
wetlands onsite
7 calendar days
stream has visible increased turbidity from the construction
or offsite
and within 24
activity, then a record of the following shall be made:
(where
hours of a rain
1. Description, evidence and date of corrective actions taken, and
accessible)
event > 1.0 inch in
2. Records of the required reports to the appropriate Division
24 hours
Regional office per Part III, Section C, Item (2)(a) of this permit.
(6) Ground
After each phase
1. The phase of grading (installation of perimeter E&SC
stabilization
of grading
measures, clearing and grubbing, installation of storm
measures
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation that the required ground stabilization
measures have been provided within the required
timeframe or an assurance that they will be provided as
soon as possible.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
PART Ill
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
I. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be kept on site and available for
inspection at all times during normal business hours.
Item to Document
Documentation Requirements
(a) Each E&SC measure has been installed
Initial and date each E&SC measure on a copy
and does not significantly deviate from the
of the approved E&SC plan or complete, date
locations, dimensions and relative elevztions
and sign an inspection report that lists each
shown on the approved E&SC plan.
E&SC measure shown on the approved E&SC
plan. This documentation is required upon the
initial installation of the E&SC measures or if
the E&SC measures are modified after initial
installation.
(b) A phase of grading has been completed.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
plan or complete, date and sign an inspection
plan.
report to indicate compliance with approved
ground cover specifications.
Complete, date and sign an inspection report.
(d) The maintenance and repair
requirements for all E&SC measures
have been performed.
(e) Corrective actions have been taken
Initial and date a copy of the approved E&SC
to E&SC measures.
plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation to be Kept on Site
In addition to the E&SC plan documents above, the following items shall be kept on the
site and available for inspectors at all times during normal business hours, unless the
Division provides a site -specific exemption based on unique site conditions that make
this requirement not practical:
(a) This General Permit as well as the Certificate of Coverage, after it is received.
(b) Records of inspections made during the previous twelve months. The permittee shall
record the required observations on the Inspection Record Form provided by the
Division or a similar inspection form that includes all the required elements. Use of
electronically -available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard -copy records.
3. Documentation to be Retained for Three Years
All data used to complete the a-NOI and all inspection records shall be maintained for a period
of three years after project completion and made available upon request. [40 CFR 122.41]
PART II, SECTION G, ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather).
Non -surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a) The E&SC plan authority has been provided with documentation of the non -surface withdrawal and the specific time periods or conditions in which it will occur. The non -surface withdrawal
shall not commence until the E&SC plan authority has approved these items,
(b) The non -surface withdrawal has been reported as an anticipated bypass in accordance with Part lil, Section C, Item (2)(c) and (d) of this permit,
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from Stormwater that is removed from the sediment basin. Examples of appropriate controls include
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above,
(e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and
(f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that Must be Reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland,
(b) Gil spills if:
• They are 25 gallons or more,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
■ They cause sheen on surface waters (regardless of volume), or
• They are within 100 feet of surface waters (regardless of volume).
(c) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(d) Anticipated bypasses and unanticipated bypasses.
(e) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and tither Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the tmeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Department's Environmental Emergency Center personnel at (800)
858-0368.
Occurrence
Reporting Tirneframes (After Discovery) and Other Requirements
(a) Visible sediment
• Within 24 hours, an oral or electronic notification.
deposition in a
i Within a calendor drys, a report that contains a description of the
stream or wetland
sediment and action taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
• If the stream is named on the NC 303(d) list as impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
(b) oil spills and
a Within 24 hours, an oral or +electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill cr release,
substances per Item
IM-M above
(c) Anticipated
o A report at least ten days before the date of the bypass, if possible.
bypasses [40 CFR
The report shall include an evaluation of the anticipated quality and
122.41(m)(3)]
effect of the bypass.
(d) Unanticipated
a Within 24 hours, an oral or electronic notification.
bypasses [40 CFR
122.41(m)(3)]
. Within T calendar days, a report that includes an evaluation of the
quality and effect of the bypass.
(e) Noncompliance
• Within24hours, an :oral or electronic notification.
with the conditions
of this permit that
. Within T calendar days, a report that contains a description of the
noncompliance, and its causes; the period of noncompliance,
may endanger
including exact dates and times, and if the noncompliance has not
health or the
been corrected, the anticipated time noncompliance is expected to
environment[40
continue; and steps taken or planned to reduce, eliminate, and
CFR 122.41(1)(7)]
prevent reoccurrence of the noncompliance. [40 CFR 122.41(l)(6).
• Division staff may waive the requirement for a written report on a
case -by -case basis.
NCGO I SELF -INSPECTION, RECORDKEEPING AND REPORTING
_•'lr r ,� 'r; NORTH CAROLI NA
. 1 Environmental Quality
EFFECTIVE: 04/01/19
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GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCGO1 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCG01 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quality Water
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None
(HQW) Zones
(c) Slopes steeper than
1f slopes are 10' or less in length and are
3:1
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not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slopes 3:1 to 4:1
14
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
-7 days for perimeter dikes, swales,
(e) Areas with slopes
ditches, perimeter slopes and HQW Zones
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary Stabilization
Permanent Stabilization
• Temporary grass seed covered with straw or
* Permanent grass seed covered with straw or
other mulches and tackifiers
other mulches and tackifiers
* Hydroseeding
* Geotextile fabrics such as permanent soil
• Rolled erosion control products with or
reinforcement matting
without temporary grass seed
* Hydroseeding
• Appropriately applied straw or other mulch
* Shrubs or other permanent plantings covered
* Plastic sheeting
with mulch
* Uniform and evenly distributed ground cover
sufficient to restrain erosion
* Structural methods such as concrete, asphalt or
retaining walls
* Rolled erosion control products with grass seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMSIFlocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
S. dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. ❑o not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the tmeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
NORTH CAROLIIAA
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CONCRETE WASHOUTS
1. D❑ not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials ❑nsite.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary containment.
3. D❑ not store hazardous chemicals, drums or bagged materials directly on the ground.
NCGO I GROUND STABILIZATION AND MATERIALS HANDLING
EFFECTIVE: 04/01/19
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Plot Date: 11/10/2020 9:45 PM Plot By: 02876 Filename: N:\WTU\Drawings\CV-ER-DT-DETL6.dwg

CITY OF HIGH POINT
SHEET DESCRIPTIM
GENERAL
SHEET INDEX
NORTH
CAROLINA
--
G-1
COVER
GENERAL NOTES I
G-2
LEGEND AND ABBREVIATIONS
G-3
KEY MAP
G-4
PROPERTY OWNER TABLE
PLAN AND PROFILE
PP-1
START TO STA 14+00
PP-2
STA 14+00 TO STA 27+00
-
PP-3
STA 27+00 TO STA 40+00
NORTH CAR UINXS IINTERNAT]DNALCITY'4
PP-4
STA 40+00 TO STA 53+00
PP-5
STA 53+00 TO STA 66+00
PP-6
STA 66+00 TO STA 79+00
PP-7
STA 79+00 TO STA 92+00
REGISTERS
CREEK
PUMP
STATION
PP-8
STA 92+00 TO STA 105+00
PP-9
STA 105+00 TO STA 118+00
PP-10
STA 1 18+00 TO STA 131 +00
AND
FORCE
MAIN
PP-1
1
STA 131 +00 TO STA 144+00
PP-12
STA 144+00 TO STA 157+00
PP-13
STA 157+00 TO END
PUMP
STATION
C-1
EXISTING PUMP STATION DEMOLITION PLAN
C-2
SITE PLAN
REGISTERS
C-3
FORCE MAIN AND GRAVITY SEWER PROFILE
- CREEK PUMP
C-4
PUMP STATION PLAN & SECTION
STATION
ARCHITECTURAL
. ■ • • •
A-1
ABBREVIATIONS, BUILDING CODE DATA AND SYMBOLS
A-2
BUILDING PLAN AND DETAILS
p.
ELECTRICAL
s
E-1
ELECTRICAL LEGEND I
! _
F
E-2
ELECTRICAL LEGEND 11
E-3
ELECTRICAL SITE PLAN
f
E-4
ONE -LINE DIAGRAMS
PROPOSED
E-5
ELECTRICAL BUILDING PLANS
FORCE
E-6
INSTRUMENTATION LEGEND
MAI N
E-7
INSTRUMENTATION DIAGRAM
•
STANDARD DETAILS
DT-1
STANDARD DETAILS I
DT-2
STANDARD DETAILS 11
DT-3
STANDARD DETAILS III
DT-4
STANDARD DETAILS IV
DT-5
STANDARD DETAILS V
DT-6
STANDARD DETAILS VI
EROSION
AND SEDIMENT CONTROL
ER-1
EROSION AND SEDIMENT CONTROL NOTES AND LEGEND
ER-2
START TO STA 27+00
ER-3
STA 27+00 TO STA 53+00
ER-4
STA 53+00 TO STA 79+00
ER-5
STA 79+00 TO STA 105+00
4 i
ES-6
STA 105+00 TO STA 131 +00
ES-7
STA 131 +00 TO STA 157+00
#
ER-8
STA 157+00 TO END
ER-9
PUMP STATION EROSION AND SEDIMENT CONTROL PLAN
ER-10
EROSION AND SEDIMENT CONTROL STANDARD DETAILS I
VICINITY
MAP
ER-1
1
EROSION AND SEDIMENT CONTROL STANDARD DETAILS 11
NOT TO SCALE
ER-12
EROSION AND SEDIMENT CONTROL STANDARD DETAILS III
ER-13
ESC NCGO10000 1 OF 2
NOVEMBER
2020
ER-14
ESC NCGO10000 2 OF 2
FREESE
1rM111'.'N,CH0LS
531 N. Liberty ST.
Winston—Salem, North Carolina 27101
Phone — (336) 790— 6744
Web — www.freese.com
NOT FOR CONSTRUCTION
THIS DOCUMENT IS RELEASED FOR THE
PURPOSE OF INTERIM REVIEW UNDER THE
AUTHORITY OF R. CHRISTOPHER BELK, P.E.
N. CAROLINA NO: 028398 ON DATE: NOV 2020
IT IS NOT TO BE USED FOR CONSTRUCTION,
BIDDING OR PERMIT PURPOSES,
FOR REVIEW PURPOSES ONLY
NOT RELEASED FOR CONSTRUCTION
Freese and Nichols, Inc.
North Carolina Registered Engineering Firm C-3916
H PT 19570
Date: Nov 10, 2020 — 7:54pm User: 02876 File: N:\STANDARD\GN—ALL—COVER.DWG
100% SUBMITTAL

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CONSTRUCTION SEQUENCE FOR EROSION CONTROL
GENERAL
1. OBTAIN ALL APPLICABLE PERMITS.
2. EROSION AND SEDIMENT CONTROL (E&SC) PERMIT AND A CERTIFICATE OF COVERAGE (COC) MUST BE OBTAINED BEFORE ANY LAND DISTURBING
ACTIVITIES OCCUR. A COPY OF THE E&SC PERMIT, THE COC, A HARD COPY OF THE PLAN, AND ALL SELF -INSPECTION RECORDS MUST BE KEPT ON
SITE, FE Y P S C B IM R E
THE CONTRACTOR SHALL HOLD A PRE -CONSTRUCTION CONFERENCE WITH DEMLR STAFF PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITY. CONTACT
NCDEQ DEMLR WINSTON-SALEM REGIONAL OFFICE AT 336-776-9800.
4. THE CONTRACTOR SHALL CONDUCT SELF -INSPECTIONS OF THE EROSION AND SEDIMENTATION CONTROL MEASURES AND COMPLETE THE FOLLOWING
COMBINED SELF -INSPECTION FORM FOUND ON THE DEMLR WEBSITE
(HTTP:/DEQ.NC.GOV/ABOUT/DIVISIONS/ENERGY- MINERAL- LAND- RESOURCES/EROSION -SEDIMENT-CONTROL/FORMS). COMPLETE INSPECTION FORMS
SHALL BE KEPT ON -SITE AND AVAILABLE FOR INSPECTION AT ALL TIMES. IT IS RECOMMENDED A COPY BE KEPT IN A PERMITS BOX.
5. SELF -INSPECTIONS FOR EROSION AND SEDIMENTATION CONTROL MEASURES ARE TO BE PERFORMED AT LEAST ONCE EVERY SEVEN CALENDAR DAYS
AND WITHIN 24 HOURS OF EVERY RAIN EVENT OF GREATER THAN 0.5 INCHES. ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY TO MAINTAIN
MEASURES AS DESIGNED. ALL ESC MEASURES SHALL BE MAINTAINED AS SPECIFIED IN THE CONSTRUCTION DETAILS ON THIS PLAN. A RAIN GAUGE
SHALL BE INSTALLED AT THE PROJECT SITE FOR MONITORING.
6. AFTER CONSTRUCTION SITE IS ACCESSED, DESIGNATE LIMITS OF PERMANENT OR TEMPORARY STOCK PILE OR BORROW AREAS, AND REVIEW WITH
ENGINEER. STAGING AND STOCKPILE SHALL BE CONTAINED WITHIN EASEMENTS ADJACENT TO PIPE ALIGNMENT, PER DETAILS 2 &3/DT-5, AND SHALL
LU(; U A tA5 U r AW r ICU I U UItA INLt ANU Itr WA 5.
7. LIMIT DISTURBANCES TO 1,000 LF EACH WORK DAY TO ALLOW FOR STABILIZATION. PROVIDE IMMEDIATE RESTORATION/STABILIZATION AT PIPE AND
DRAINAGE WAY CROSSINGS.
8.
NOTIFY ALL POTENTIALLY AFFECTED / ADJACENT LAND
OWNERS PRIOR TO CONSTRUCTION OF UTILITIES BEGINNING IN THE AREA
9.
INSTALL TEMPORARY EROSION AND SEDIMENT CONTROL
MEASURES, INCLUDING SILT FENCE. COIR WATTLES, TEMPORARY ROCK SILT
CHECK DAMS,
CLEAN WATER DIVERSIONS, ROCK PIPE INLET PROTECTIONS,
AND ANY OTHER APPROVED EROSION CONTROL MEASURES PRIOR TO ANY LAND
DISTURBING ACTIVITY. INCORPORATE INTERIM MEASURES
AS DIRECTED BY THE ENGINEER AND AS REQUIRED BY THE PLANS.
10.
BEGIN CLEARING AND GRUBBING.
11.
START INSTALLATION OF UTILITIES.
12.
DEWATER TRENCHES AS NECESSARY USING SILT BAG (SPECIAL
STILLING BASIN) OR OTHER APPROVED METHOD. PROVIDE AND MAINTAIN ADEQUATE
DEWATERING EQUIPMENT TO REMOVE AND DISPOSE OF
SURFACE AND GROUND WATER ENTERING THE EXCAVATIONS, TRENCHES, OR
OTHER PARTS OF
THE WORK. REPLACE AND DISPOSE OF BASINS WHEN
3/4 FULL OF SEDIMENT OR IT BECOMES IMPRACTICAL FOR BAG TO FILTER
OUT SEDIMENT AT
A REASONABLE FLOW RATE.
13. ALL GROUND COVER IS TO BE APPLIED PER CONDITIONS OF THE NDPES PERMIT OR IN CRITICAL AREAS AT THE END OF THE DAY, GROUND
STABILIZATION WILL BE APPLIED WITHIN 14 DAYS FROM LAST LAND DISTURBING ACTIVITY. ALL AREAS WITH SLOPES STEEPER THAN 3:1 OR SLOPES
GREATER THAN 50 FEET IN LENGTH SHALL BE STABILIZED WITHIN 7 DAYS. SEE GROUND STABILIZATION REQUIREMENTS TABLE.
14. AFTER ALL LAND DISTURBING ACTIVITIES ARE COMPLETE AND THE SITE IS STABILIZED, REMOVE ALL TEMPORARY MEASURES AND PROVIDE PERMANENT
SEEDING, MULCHING, AND LANDSCAPING TO WHERE TEMPORARY MEASURES HAVE BEEN REMOVED AND GROUND COVER IS NOT ADEQUATE.
15. PERMANENT COVER SHALL BE ESTABLISHED IN ALL DISTURBED AREAS WITHIN 15 WORKING DAYS OR 90 CALENDAR DAYS (WHICHEVER IS SHORTER)
FOLLOWING COMPETITION OF CONSTRUCTION. HOWEVER, NPDES GROUND COVER REQUIREMENTS TAKE PRECEDENCE.
16. OWNER WILL BE RESPONSIBLE FOR MAINTENANCE REQUIREMENTS OF PERMANENT MEASURES AFTER SUBSTANTIAL COMPLETION.
17. EROSION CONTROL MEASURES TO COMPLY WITH NPDES PERMIT NCGO10000 IN RELATION TO STORMWATER INSPECTION.
18. WHEN THE PROJECT IS COMPLETE, THE PERMITEES SHALL CONTACT DEMLR TO CLOSE OUT THE E&SC PLAN.
STREAM CROSSINGS f EPHEMERAL DRAINS f CLEAN WATER DIVERSIONS
CLEAN WATER DIVERSIONS (CWDL
1. INSTALL CLEAN WATER DIVERSION PARALLEL TO EASEMENT/RIGHT OF WAY. DIMENSIONS SHALL BE AS NOTED IN DESIGN CALCULATIONS TO ACCOUNT
FOR CAPACITY, VELOCITY, AND SHEAR STRESS.
2. INSTALL COIR MATTING FILTER FABRIC OR LINER IN CLEAN WATER DIVERSION ACCORDING TO NCDOT STANDARDS TO PROTECT BARE GROUND.
3. INSTALL TEMPORARY ROCK SILT CHECK DAM, TYPE B, EVERY 2' OF ELEVATION CHANGE.
4. REMOVE CWD AS NECESSARY DURING PIPE INSTALLATION. CWD MUST BE IN PLACE AT END OF EACH DAY.
5. STABILIZE AND PROTECT FROM EROSION RESULTING FROM OFFSITE RUNOFF WITHIN 7 DAY DURATION.
6. UPON COMPLETION OF DISTURBANCES IN AREA PROTECTED BY CWD, REMOVE LINER AND REGRADE TO ORIGINAL CONTOURS. STABILIZE
STREAM CROSSINGS:
1. INSTALL SAFETY FENCING PRIOR TO STREAM DISTURBANCE TO LIMIT IMPACT OUTSIDE OF CONSTRUCTION AREA.
I A T M OS G E RY AT Q E T E P TE E T S A HANNEL.
3. INSTALL ANY ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES SHOWN ON PLANS. L I
4. STREAM CROSSINGS SHALL REMAIN IN PLACE UNTIL ALL WORK IN THE AREA HAS BEEN COMPLETED.
ALL EPHEMERAL DRAIN CROSSINGS (INCLUDING STREAM. CWD, AND CULVERTS
1. INSTALL DIVERSION PUMP, DISCHARGE LINE, AND OUTLET PAD AT LOCATIONS INDICATED ON THE PLAN.
2. INSTALL DOWNSTREAM IMPERVIOUS DIKE AT LOCATION INDICATED ON THE PLAN. INSTALL SEDIMENT PUMP AND SPECIAL STILLING BASIN AT LOCATION
OF DOWNSTREAM IMPERVIOUS DIKE
3. INSTALL UPSTREAM IMPERVIOUS DIKE AT LOCATION INDICATED ON THE PLAN AND BEGIN PUMPING/DIVERTING OF THE MAINSTREAM FLOW. PUMP IF
EPHEMERAL DRAIN IS FLOWING. IF NO FLOW EXISTS, THEN COMPLETE EXCAVATION AND UTILITY INSTALLATION AT EPHEMERAL DRAIN / CLEAN WATER
DIVERSION.
4. INITIATE PUMPING OF SEDIMENT -LADEN WATER AT DOWNSTREAM IMPERVIOUS DIKE FROM CONSTRUCTION AREA AS NEEDED. INSTALL COIR MATTING TO
PROTECT BARE SOIL AT DOWNSTREAM OUTFALL OF PUMP AROUND.
1
5.
AT END OF EACH WORK DAY,
COVER NATURAL STREAM BANKS, CWD OUTLET, AND
EPHEMERAL DRAINS WITH COIR MATTING. REMOVE IMPERVIOUS
E D E N E
M E T LL N A 0 L D
ST I LA AT END OF WORK DAY.
T
E
6.
ALL CROSSINGS SHALL REMAIN
IN PLACE UNTIL ALL WORK IN THE AREA HAS BEEN
COMPLETED. 1
tw
d_
7.
UPON COMPLETION OF WORK,
RESTORE STREAM BED AND BANKS AND CWD TO ORIGINAL CONTOURS. REMOVE EROSION CONTROL MEASURES FROM
= .S
WITHIN CREEK BED AND REPLACE ANY SILT FENCE AND COIR WATTLES ON BANKS.
STABILIZE WITH TEMPORARY AND PERMANENT SEED MIX AND
z w
STRAW MULCH.
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v .LA
0bD
8.
STABILIZE AND PROTECT FROM
EROSION RESULTING FROM OFFSITE RUNOFF WITHIN
7 DAY DURATION.
L
2
WETLAND CROSSINGS:
u
t
PRIOR TO IMPACTING WETLAND, COIR WATTLE BARRIER SHALL BE IN PLACE BETWEEN WETLAND AND ANY DISTURBED AREA o
AS PROTECTION FROM EXTENDED DISTURBANCE. z
2. REMOVE SILT FENCE AND COIR WATTLE BARRIERS AROUND WETLANDS AS NECESSARY TO COMPLETE CONSTRUCTION AND
IMPACTS WITHIN WETLAND BOUNDARY. PRIOR TO WORK, INSTALL WATTLE BARRIER ALONG EASEMENT TO PROTECT ANY
WETLAND OUTSIDE OF WORK AREA.
3. LIMIT 3 DAYS TO COMPLETE CONSTRUCTION AND REESTABLISH VEGETATION UTILIZING WETLANDS SEED MIX
4. REPLACE COIR WATTLES ON SURROUNDING HAUL ROADS THAT WILL BE DISTURBED FOR GREATER THAN 3 DAYS TO
PROTECT UNDISTURBED WETLAND AREAS.
TRENCH DEWATERING:
1. SPECIAL STILLING BASINS (SILT BAGS) SHALL BE USED AS NECESSARY FOR TRENCH DEWATERING,
2. PLACE SPECIAL STILLING BASIN AT GROUND LEVEL, THEN INSTALL PUMP AND DISCHARGE LINE. PUMP TO SPECIAL STILLING BASIN.
3. REPLACE AND DISPOSE OF BASINS) WHEN 4 FULL OF SEDIMENT OR IMPRACTICAL FOR BAG TO FILTER SEDIMENT OUT AT A REASONABLE FLOW RATE.
GROUND STABILIZATION REQUIREMENTS
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
PERIMETER DIKES, SWALES,
7
DAYS
NONE
DITCHES, AND SLOPES
HIGH QUALITY WATER (HQW)
7
DAYS
NONE
ZONES
SLOPES STEEPER THAN 3:1
7
DAYS
IF SLOPES ARE 10'
OR LESS IN LENGTH AND ARE
NOT STEEPER THAN
2:1, 14 DAYS ARE ALLOWED.
SLOPES 3:1 OR FLATTER
14
DAYS
7 DAYS FOR SLOPES GREATER THAN 50' IN
LENGTH
ALL OTHER AREAS WITH SLOPES
14
DAYS
NONE, EXCEPT FOR
PERIMETERS AND HQW ZONES.
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Plot Date: 11/10/2020 9:11 PM Plot BV: 02876 Filename: N:\WTU\Drawings\CV-ER-DT-DETL6.dwg

VARIES
CONSTRUCTION AREA (250'MAX)
(LOCATION VARIES WITHIN THE PUMP AROUND AREA)
SEDIMENT PUMP
i AS REQUIRED
MAIN PUMP
(BASEFLOW)
MAINTENANCE REQUIREMENTS: PUMP —AROUND DIVERSION PLAN VIEW
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STONE IMPERVIOUS DIKE
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STONE IMPERVIOUS DIKE
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m
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BOTTOM NOTE:
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STREAM BANK
SPECIAL STILLING BASIN
GEOTEXTILE FILTER BAG
EXISTING TERRAIN FOR DEWATERING
15.0' to 20.0'
L— B" OF SEDIMENT CONTROL STONE
GEOTEXTILE FOR PAD TO DISSIPATE FLOW
DRAINAGE NOTES
1. USE NO. 5 OR NO. 57 STONE FOR SEDIMENT CONTROL STONE.
2. PROVIDE STABILIZED OUTLET TO STREAM BANK AND ENSURE
THAT NON- EROSIVE VELOCITY FLOW IS ACHIEVED.
3. WOOD PALLETS MAY BE USED IN LIEU OF STONE AND
GEOTEXTILE AS DIRECTED. ASUFFICIENT NUMBER OF PALLETS MUST
BE PROVIDED TO ELEVATE THE ENTIRE SPECIAL STILLING BASIN
ABOVE NATURAL GROUND.
SPECIAL STILLING BASIN /SILT BAG
NOT TO SCALE
Excavated area (as required)
Side slope 2:1
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min 1 —max 2' i1I
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sediment movement,
Flow Flow
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EXACVATED DROP INLET PROTECTION (TEMPORARY)
NOT TO SCALE
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LIMITS OF -
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18" MIN (TYP.)
(-PROPOSED
WATER MAIN
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HAZARD SILT FENCE
1. THE TOP 12" OF SOIL REMOVED FROM THE DISTURBED WETLAND AREA SHALL BE STOCKPILED ADJACENT TO THE
WORK AREA AND REUSED FOR FINAL BACKFILL AT THE RESTORED GROUND SURFACE.
2. THE CONTRACTOR SHALL USE MATTING OR OTHER MEASURES NECESSARY FOR CROSSING WETLAND AREAS DURING
EXCAVATON, INSTALLATION AND BACKFIIL OF THE SANITARY SEWER.
3. WETLAND AREAS SHALL BE RESTORED TO THE PRE -CONSTRUCTION GROUND ELEVATIONS AND REPLANTED IN
ACCORDANCE WITH THE WETLAND SEEDING SCHEDULE, TECHNICAL SPECIFICATIONS AND THE APPROVED SECTION
404/40t NATIONWIDE PERMIT.
0OWnRUCMN .�CAi1ONS:
1. KEEP CLEARING AND EXCAVATION OF THE WETLAND BED AND APPROACH SECTIONS TO A MINIMUM.
2. DIVERT ALL SURFACE WATER FROM THE CONSTRUCTION SITE ONTO UNDIS7URBEt) AREAS ADJOINING; T14E WETLANDS.
3. DEEP WETLAND CROSSING AS PERPENDICULAR AS POSSIBLE TO THE FLOW.
4. STABILIZE ALL DISTURBED AREAS SUBJECT TO F.OW ING WATER, INCLUDING PLAINNED OVERFLOW AREAS, WITH
RIPRAP OR OTHER SUITABLE MEANS IF DESIGN VELOCITY EXCEEDS THE ALLOWIIifAOLI= FOR THE IN PLACE $On-
5. REMOVE TEMPORARY W EnAND CROSSINGS IMMEDIATELY WHEN THEY ARE NO L014GER NEEDED. RESTORE THE
WETLAND BED TO ITS ORIGINAL CROSS-SECTION, AND SMOOTH AND APPROPRIATELY STABILIZE ALL .DISTURBED
AREAS.
6. ANY IN -WETLAND SEDIMENT CONTROL MEASURES MUST BE REMOVED UPON STABILIZATION OF THE AREA.
I1IMT1I=
1. INSPECT TEMPORARY WETLAND CRMNG$ AFTER RUNOFF -PRODUCING RAM TO CHECK FOR BLOCKAGE IN
CHANNEL EROSION OF ABUTMENT'S, CHANNEL SCOUR, RIPRAP DISPLACEMENT, OR PIPING. MAKE ALL REPAIRS
IMMEDIATELY TO PREVENT FURTHER DAMAGE TO THE INSTALLATION.
IMPL E ANTA.;HOA1.:SEMMM
SEDIMENT CONTROL MEASURES, PUMP -AROUND PRACTICES FOR WETLAND CROSSINGS, AND ASSOCIATED
CONSTRUCTION SHALL BE COMPLETED IN TIDE FOLLOWING SEQUENCE (REFER TO DETAIL).
1. THE INTENT OF THIS CONSTRUCTION SEQUENCE IS TO PROVIDE THE CONTRACTOR WITH A GENERAL GUIDE FOR
CONSTRUCTION PURPOSES. THIS SEQUENCE IS NOT INTENDED TO OUTLINE ALL CONSTRUCTION ACTIVITIES ON
THIS PROJECT.
2. CONTRACTOR TO INSTALL HIGH HAZARD SILT FENCE AND SILT FENCE OUTLETS PER THE PLANS AND OETAILS.
3. CONTRACTOR IS TO MINIir+IIZE THE CLEARING AND EXCAVATION OF THE WETLAND BED, BANKS AND APPROACH
SECTION'S TO A MINIMUM.
4. ONCE THE INSTALLATION OF VE SEWER LINE HAS BEEN INSTALLED AT A WETLAND CROSSING, THE
CONTRACTOR IS TO RESTORE THE VVETLAND 13ED TO ITS ORIGINAL CROSS-SECITON, AND SMOOTH AND
APPROPRIATELY STABILIZE ALL DISTUNWID AREAS.
5. THE CONTRACTOR IS TO SEED THE WfELTLAND IN ACCORDANCE WITH THE DETAILS SHOWN IN THESE PLANS
(EC-4) AND THE PROJECT SPECIFICATIONS.
ECA 0 - TEMPORARY WETLAND CROSSING
N.T.S
TEMPORARY WETLAND CROSSING
NOT TO SCALE
'\\ EDGE OF PAVEMENT NOTES
oy��pQ� USE CLASS B EROSION CONTROL STONE FOR
5 STRUCTURAL STONE.
STRUCTURAL STONE
BACK THE ENGINEER MAY DIRECT THE OPTION OF
SLOPE CLASS A STONE FOR SITES HAVING LESS THAN
ONE (1) ACRE DRAINAGE AREA AND A DITCH
GRADE LESS THAN 3%.
ISOMETRIC VIEW
1' MIN. NATURAL GROUND
CROSS SECTION
VEE DITCH
BASE OF DITCH
NATURAL GROUND
1' MIN.
12" MIN.
FLOW 12" MIN.
4'-6"
CROSS SECTION
TRAPEZOIDAL DITCH
ELEVATION VIEW
TEMPORARY ROCK CHECK DAM
NOT TO SCALE
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Plot Date: 11/30/2020 12:59 PM Plot By: 03826 Filename: N:\WTU\Drawings\CV-ER-DT-DETL5.dwg