20180307 Ver 2 _Variance Application Signed _20171208

Reference No. 11123681
December 8, 2017
North Carolina Division of Water Resources
401 & Buffer Permitting Unit
Attn: Ms. Christyn Fertenbaugh
512 N. Salisbury Street, Rm. 925S
Raleigh, NC 27604
Dear Ms. Fertenbaugh:
Re: Stevens Creek Trunk Sewer Phase 1 — Variance Application
On behalf of Charlotte Water, GHD requests your approval for the construction of a sanitary sewer along
Stevens Creek and Stevens Creek Tributary, and within the Goose Creek Basin, utilizing PVC, AWWA
C900, Pressure Class 165 psi, DR25 as an equal to ductile iron pipe. This request falls under the
provision requiring ductile iron pipe be installed under 15A NCAC 028.0607, Page 5, Non -electric utility
lines with impacts other than perpendicular crossings. It should be noted that ductile iron pipe is proposed
for all stream crossings and for pipe cover depths of greater than 20 -feet as shown on the enclosed plans.
Project Name: Stevens Creek Trunk Sewer
Coordinates: approximately (35.146.-80.6501
GHD Job Number: 11123681
Charlotte Water Project Number: 2017000405
This project is being completed in an effort to provide sanitary sewer service to users currently serviced by
a package WWTP and to bring sanitary sewer services to the Stevens Creek Basin. Sanitary sewer
service in this area will reduce the use septic systems and allow for the removal of existing neighborhood
pump stations. This project is being constructed in conjunction with a Mecklenburg County Stormwater
stream restoration project along Stevens Creek. Coordination of these projects will reduce overall clearing
and disruption to the area.
Included with the enclosed variance application, you will find plans, details, and specifications for the
proposed project. An erosion control permit from the North Carolina Department of Environmental Quality
has been approved, and a PCN notification for Section 404 permit from the US Army Corps and 401 form
DWQ is pending for this project with a total disturbed area of approximately 13 acres. Standard erosion
control measures will be implemented.
GHD appreciates your assistance with this project. Please contact me at [phone] or
[e-mail] if you have any questions or require additional information.
Sincerely,
GHD
Jas n Marshall, PE
Project Coordinator
GHQ
222 South Church Street Suite 400 Charlotte North Carolina 28202 USA
T 704 342 4910 F 704 342 4911 w www.g hd. com
614do Mf 91.01., It
ISO 9001
1.*..4r4.4b III Cr

Encl. Variance Application
Plans
Specifications and Details
Project Location Map
USGS Soil Map
USGS Topography Map
Property Information
cc: Nicole Bartlett, Charlotte Water
Michael Bisignani, GHD
Lindsay Matthy, GHD
EMC Vanance Cover Letter - UM 12.5 2017

State of North Carolina
DWR Department of Environment and Natural Resources
Division of Water Resources
Division of Water Resources
15A NCAC 02B .0233 (8)(b),.0243 (8)(b), .0250 (11)(b), .0259 (8)(b), .0267 (11)(c), .0607 (e)(2)
Protection and Maintenance of Riparian Areas Rules - Variance Application
FORM: VAR 10-2013
PLEASE IDENTIFY WHICH RIPARIAN AREA PROTECTION RULE APPLIES:
❑ Neuse River Basin (15A NCAC 028.0233)
o Major Variance ❑ Minor Variance
Catawba River Basin (15A NCAC 026.0243)
0 Randleman Lake Water Supply Watershed (15A NCAC 02B.0250)
Major Variance = Minor Variance
❑ Tar -Pamlico River Basin (15A NCAC 028.0259)
E: Major Variance G. Minor Variance
E3 Jordan Lake Water Supply Nutrient Strategy (15A NCAC 02B.0267)
Major Variance ❑ Minor Variance
Goose Creek Watershed (15A NCAC 02B.0606 & 15A NCAC 02B.0607)
A. General Information
1. Applicant's Information(if other than the current property owner):
Name: Charlotte Water (Nicole Bartlett)
Title: Project Manaser
Street Address: 5100 Brookshire Blvd.
City, State & Zip: Charlotte, NC 2821
Telephone: [phone]
Email: nbartlettCcDci.charlotte.nc.us
2. Property Owner/Signing Official (person legally responsible for the property and its compliance):
Name:
Title:
Street Address:
City, State & Zip:
Telephone:
Email:
FORM. VAR 10-2013
See above

3. Agent Information:
3a. Name:
Company Affiliation:
Street Address:
City, State & Zip:
Telephone:
E-mail:
Jason Marshall
GHD. Inc.
222 South Church Street
Charlotte, NC 28202
704-342-4910
Jason. marshall0phd.com
3b. Attach a signed and dated copy of the Agent Authorization letter if the Agent has signatory authority for the owner.
4. Project Name (Subdivision, facility, or establishment name):
Stevens Creek Trunk Sewer - Phase 1
5. Project Location:
5a. Street Address: See Attached Property Easement List
City, State & Zip: Mint Hill, NC
5b. County: Mecklenburg
Sc. Site Coordinates (in decimal degrees): 35.1436 Latitude 80.6483 Longitude
5d. Attach an 8 Y: x 11 excerpt from the most recent version of the USGS topographic map indicating the location of the site.
5e. Attach an 8 Yz x 11 excerpt from the most recent version of the published County NRCS Soil Survey Map depicting the
project site.
6. Property Information:
6a. Property identification number (parcel ID): See Attached Property- Easement List
6b. Date property was purchased: NA
6c. Deed book
6d. Map book
and page number
and page number
fie. Attach a copy of the recorded map that indicates when the lot was last platted.
7. Is your project in one oft 20 Coastal Counties covered under the Coastal Area Management Act (CAMA)?
❑ YES cAo
7a. If you answered yes above, in which AEC do you fall (30 ft or 75 ft)? NA
7b. If you answered yes above, what is the total percent of impervious cover that you have proposed within the AEC? NA
FORM: VAR 10.2013 Page 2 of 7

8. Directions to site from nearest major intersection:
Exit 1-485 at Lawyers Road towards Mint Hill, NC. Ge left on Thompson Road, continue on Thompson Road until _
you reach the confluence of a tributary to Stevens Creek and Stevens Creek. Proiect parallel creeks.
9. Stream associated with riparian buffer to be impacted by the proposed activity:
Name I Water Quality Classification
Stevens Creek and Tributary to Stevens Creek I C
9a. For Goose Creek only: Is the buffer in the 100 -year floodplain? WYES ❑ NO
10. List any permits/approvals that have been requested or obtained for this project in the past (including all prior phases).
Date Applied: Date Received: Permit Type:
8/23/2017 9/21/2017 NCDOT Utility Encroachment
8/31/2017 9/25/2017 NCDENR Erosion Control
PCN Submittal Pending)
9/12/2017
8/1/2017 8/29/2017
S. Proposed Activity
Meck. Co. Floodplain Development
Town of Mint Hill — Road Crossing Permit
1. Project Description
1a. Provide a detailed description of the proposed activity including its purpose:
The ournose of this Proiect is to provide sanitary sewer service to users currently serviced by a package WWTP and to
Provide additional sanitary sewer service to the Stevens Creek Basin. This project is located along Stevens Creek and a
Tributary to Stevens Creek west of 1-485. Service alone the Stevens creek Tributary will ultimately allow for the removal
Of existing pump stations and limit the use of septic systems. This project is_being coordinated with a stream restoration
project on Stevens Creek that shares the similar project limits. Charlotte Water is working with Mecklenburg County_
Stormwater to construct the sewer and stream restoration proiects_at the same time so that disturbance within the area
will be done once and to limit the total area of clearing by best utilizine each projects required temporary construction
areas.
lb. Attach a site plan showing the following items as applicable to the project:
0 Development/Project name
0 Revision number & date
0 North arrow
0 Scale (1" = 50' is preferred)
0 Property/project boundary with dimensions
0 Adjacent streets and roads labeled with names and/or NC State Road numbers
0 Original contours and proposed contours
0 Perennial and intermittent streams, ponds, lakes, rivers and estuaries
FORM: VAR 10-2013 Page 3 of 7

0 Mean high water line (if applicable)
0 Wetlands delineated, or a note on plans that none exist
0 Location of forest vegetation along the streams, ponds, lakes, rivers and estuaries
0 Extent of riparian buffers on the land including Zone 1 and Zone where applicable
0 Location and dimension of the proposed buffer impact (label the area of buffer impact in ft' on the plan)
0 Details of roads, parking areas, cul-de-sacs, sidewalks, and curb and gutter systems
0 Footprint of any proposed buildings or other structures
0 Discharge points of gutters on existing structures and proposed buildings
0 Existing drainage (including off-site), drainage easements, and pipe dimensions
0 Drainage areas delineated
C. Proposed Impacts and Mitigation
1. Individually list the square footage of each proposed impact to the protected riparian buffers:
Buffer Impact
Required
Zone
Number'-
Reason for Impact
Buffer
Zone 1 Impact
Zone 2 Impact
Permanent (P) or
(square feet)
Mitigation
(square feet)
(square feet)
Temporary (T)
Require
(2 for Catawba only)
Bl - P T
Excavation - Temp
-.:Yes mAo
68,320
62,900
Easement
B2 - P T
Excavation- Permanent
c Yes cAo
5,540
55,400
Easement
B3 -❑P ❑T
13 Yes r -No
Total Buffer Impacts
192,160
'Label on site plan
2. Identify the square feet of impact to each zone of the riparian buffer that requires mitigation from the table above. Calculate
the amount of mitigation required.
'For projects in the Goose Creek Watershed, list all riparian buffer impacts as Zone 1
and use Zone 1 multiplier.
3. Provide a description of how mitigation will be achieved at your site pursuant to the mitigation requirements of the applicable
river basin/watershed.
Alignment has been chosen to reduce crossing through wetland areas. In areas where the alignment crosses wetland areas,
clearing will be reduced for access only to limit disturbance. Wetland areas will have anti -seep collars installed at downstream
boundary and at every 150 -feet upstream as required for the extent of the wetland. Sewer alignment has been designed to limit
clearing and permanent easements to outside the 30 -foot buffer and 50 -foot buffer where practical. By working with proposed
stream restoration proiect, to be constructed during the sewer proiect construction, we have been able to reduce overall
clearing limits by utilizing each proiects clearing area for construction. Construction of both projects will limit impact times.
Construction will be performed utilizing Best Management Practices (BMPs) to avoid impacts and maintain all erosion control
FORM: VAR 10-2013 Page 4 of 7
Required
Zone
Total Impact
Multiplier
Mitigation
(square feet)
(square feet)
Zone 1'
3
(2 for Catawba only)
Zone 2
1.5
Total Buffer Mitigation Required:
'For projects in the Goose Creek Watershed, list all riparian buffer impacts as Zone 1
and use Zone 1 multiplier.
3. Provide a description of how mitigation will be achieved at your site pursuant to the mitigation requirements of the applicable
river basin/watershed.
Alignment has been chosen to reduce crossing through wetland areas. In areas where the alignment crosses wetland areas,
clearing will be reduced for access only to limit disturbance. Wetland areas will have anti -seep collars installed at downstream
boundary and at every 150 -feet upstream as required for the extent of the wetland. Sewer alignment has been designed to limit
clearing and permanent easements to outside the 30 -foot buffer and 50 -foot buffer where practical. By working with proposed
stream restoration proiect, to be constructed during the sewer proiect construction, we have been able to reduce overall
clearing limits by utilizing each proiects clearing area for construction. Construction of both projects will limit impact times.
Construction will be performed utilizing Best Management Practices (BMPs) to avoid impacts and maintain all erosion control
FORM: VAR 10-2013 Page 4 of 7

3a. Is buffer restoration or enhancement proposed? ❑ Yes VNo
If yes, attach a detailed planting plan to include plant type, date of plantings, the date of the one-time fertilization in the
protected riparian buffers, and a plan sheet showing the proposed I ation of the plantings.
3b. Is payment into a buffer restoration fund proposed? o Yes o
if yes, attach an acceptance letter from the mitigation bank you propose to use or the NG Ecosystem Enhancement
Program stating they have the mitigation credits available for the mitigation requested.
FORM: VAR 10-2013 Page 5 of 7

D. Stormwater
1. Provide a description of how diffuse flow will be maintained through the protected riparian buffers (e.g., re -planting vegetation
or enhancement of existing vegetation, gutter splash pads, level spreader to control of runoff from impervious surfaces, etc.).
A diffuse Flow plan has not been included as part of this proiect. The proiect involves mostly -temporary -ground impacts
with no change in topoaraphv. No impervious areas are being added as part of this proiect.
la. Show the location of diffuse flow measure(s) on your site plan. NA
1b. Attach a completed Level Spreader Supplement Form or BMP Supplement Form with all required items for each proposed
measure. NA
1c. Attach an Operation and Maintenance (O&M) Form for each proposed level spreader or BMP. NA
2. For Major, Catawba, and Goose Creek variance requests, provide a description of all best management practices (BMPs) that
will be used to minimize disturbance and control the discharge of nutrients and sediments from stormwater.
This proiect will utilize temporary erosion control devices through construction as approved by NCDENR erosion control permit.
No permanent stormwater management practices are required for this proiect. No impervious areas are tieing added as part of
this proiect.
2a. Show the location of BMPs on your site plan. NA
2b. Attach a Supplement Form for each structural BMP proposed. NA
2c. Attach an Operation and Maintenance (O&M) Form for each structural BMP proposed. NA
E. Demonstration of Need for a Variance
The variance provision of the riparian buffer rules allows the Division or the Environmental Management Commission to grant a
variance when there are practical difficulties or unnecessary hardships that prevent compliance with the strict letter of riparian
buffer protection.
1. Explain how complying with the provisions of the applicable rule would prevent you from securing a reasonable return from or
make reasonable use of your property. Merely proving that the variance would permit a greater profit from the property shall
not be considered adequate justification for a variance. The Division will consider whether the variance is the minimum possible
deviation from the terms of the applicable Buffer Rule that shall make reasonable use of the property possible.
We are seeking a variance for a rule stated under 15A NCAC 02B .0607. Page 5. Non -electric utility lines with impacts other
than perpendicular crossings. Stated as "Wastewater collection system utility lines and lift station lines may impact the riparian
zone if both gravity and force main collections systems are made of ductile iron and 50% of the collection system is cleaned
annually." We are requesting the requirement for ductile iron pipe be waved for in favor of PVC. AWWA C900. Pressure Class
165 psi. DR25 as an equal to ductile iron pipe. Ductile iron pipe will be used at stream crossing locations and where pipe cover
exceeds 20'. Plans showing locations with material designations listed and specifications for sewer system have been included in
this request. Also note that all pipe and manholes are subiect to leakage testing to ensure the system is watertight. A
specification for leakage testing has been included in with this application.
;ORM: VAR 10-2013 Page 6 of 7

z. Explain how the hardship results from application of the Buffer Rule to the property rather from other factors such as deed
restrictions or other hardships (e.g. zoning setbacks, floodplains, etc).
Not applicable for this request.
3. Explain how the hardship results from physical nature of the property, such as its size, shape, or topography, which is different
from that of neighboring property.
Not applicable for this request.
4. Explain whether the hardship was caused by the applicant knowingly or unknowingly violating the applicable Buffer Rule.
NoJOARliCabig fir this rebuest .
5. For Neuse, Tar -Pamlico, Jordan Lake and Goose Creek only: Did the applicant purchase the property after the effective date of
the applicable Buffer Rule and then request a variance?
Not applicable for this request.
6. Explain how the hardship is rare or unique to the applicant's property, rather than the result of conditions that are widespread.
Not applicable for this request.
F. Deed Restrictions
By your signature in Section G of this application, you certify that all structural stormwater BMPs required by this variance shall
be located in recorded drainage easements, that the easements will run with the land, that the easements cannot be changed
or deleted without concurrence from the State, and that the easements will be recorded prior to the sale of any lot.
G. Applicant's Certification
1, , 1, '�'in &,r S �, L� T (print or type name of person listed in Section A, Item 2), certify that
the information included on this permit application form is correct, that the project will be constructed in conformance with the
approved plans and that the deed restrictions in accordance with Section F of this form will be recorded with all required permit
conditions.
Signature:
Date:
FORM: VAR 10-2013 Page 7 of 7

Stevens Creek Trunk Sewer -Phase 1
Sewer Permanent
Temporary
Property Deed Book &
Record Plat Map
Easement Area
Access Easement
Description
Plat Number
Parcel ID
Owner
Property Address
Page
Book &Page
(SF)
Area (SF)
DB
PG
MB
PG
Easement is mostly wooded with small to mid size trees, with some
*WEST of* 15724
wetland areas. Easement is mostly within the 100-year floodplain
1
19514101
Mecklenburg County
Thompson Rd,
30459
495
36,922
7,721
and parallel to Stevens Creek. Some wetland and drainage channel
Charlotte NC 28227
disturbance will take place with restoration occurring after
construction.
Easement is mostly wooded with several large trees along the
Mecklenburg County
alignment. Easement areas have been coordinated to coincide with
2
19524101
C/O Real Estate/Finance
15700 Thompson Rd,
12412
394
120,889
68,296
clearing of stream restoration project. Easement moves in and out
CharlotteNC 28227
,
Dept
of 100-year floodplain boundary and includes wetland areas,
drainage channels and a crossing of Stevens Creek.
Easement is an existing utility easement that is mostly wooded
Mecklenburg County
3
19523106
C/O Real Estate/Finance
14925 Hooks Rd,
12412
394
8,140
6,303
with small to mid size trees. Some areas have previously been
Matthews NC 28105
cleared for access with heavy underbrush. Easement moves in and
Dept
out of 100-year flood plain and parallel to Stevens Creek.
Easement is mostly wooded with small to mid size trees. Easement
moves in and out of the 100-year floodplain boundary, parallel to
14642 Thompson Rd
4
19510136
Clyde Turner
Charlotte NC 28227
5218
4
6
245
19,313
12,659
Stevens Creek, and includes drainage channels. Some drainage
channel disturbance will take place with restoration occurring after
construction.
14618 Thompson Rd
Easement is mostly wooded with small to mid size trees. Easement
5
19510137
Clyde Turner
13710
684
6
245
3,270
2,009
Charlotte NC 28227
is within the 100-year floodplain and parallel to Stevens Creek.
Easement is mostly wooded with small to mid size trees. Easement
is within the 100-year floodplain boundary parallel to Stevens
14604 Thompson Rd
6
19510101
Meeta Turner
Charlotte NC 28227
10105
273
6
245
19,565
24,897
Creek, and includes drainage channels. Some drainage channel
disturbance will take place with restoration occurring after
construction.
Easement area encompasses residential lawn with no trees.
14709 Thompson Rd
7
19506127
Ronald Cox
Charlotte NC 28227
6321
345
12
433
12,982
1,295
Easement is within the 100-year floodplain boundary and parallel t
Stevens Creek.
Easement is mostly wooded with small to mid size trees. Easement
is within the 100-yearfloodplain and parallel to Stevens Creek and
James and Mitzi
15550 Thompson Rd
8
19517155
Wiggins
Charlotte NC 28227
8064
520
26
598
21,957
15,557
Stevens Creek Tributary. Some wetland area, drainage channels
and existing fencing disturbance will take place with restoration
occurring after construction.
Easement is lightly wooded with small to mid size trees and open
*NEAR/BEHIND*
field areas with some wooded wetland areas. Easement moves in
9
19517150
Robert A Winfrey
15432 Thompson Rd
2996
144
15,565
37,440
and out of the 100-year floodplain boundary, parallel to Stevens
Charlotte NC 28227
Creek Tributary. Some wetland disturbance will take place with
restoration occurring after construction.
Easement is mostly wooded with small to mid size trees. Easement
Clay and Jennifer
15401 Thompson Rd
10
19508105
Littlefield
Charlotte NC 28227
30900
385
6,316
11,473
is within the 100-year floodplain boundary parallel to Stevens Cree
Tributary.
Easement is located at the boundary of a horse pasture with mostly
grass and some occasional light brush and small to mid size trees.
5502 Dressage BV,
Easement moves in and out of the 100-year floodplain boundary
11
19508131
Cheval Associates LLC
19418
1
44
425
30,260
44,333
Charlotte NC 28227
parallel to Stevens Creek Tributary. Some existing fence
disturbance will take place with restoration occurring after
construction.

Stevens Creek Trunk Sewer -Phase 1
Sewer Permanent
Temporary
Property Deed Book &
Record Plat Map
Easement Area
Access Easement
Description(SF)
Plat Number
Parcel ID
Owner
Property Address
Page
Book &Page
Area (SF)
DB
PG
MB
PG
Easement is lightly wooded with small to mid size trees and a few
12
19517148
Mecklenburg County
N/A
24891
862
278
777
large trees. Easement is within the 100 -year floodplain boundary
and crosses Stevens Creek.
Easement is mostly cleared with mostly small to mid size trees near
Stevens Creek. Some large trees are located near the creek along
13
19517147
City of Charlotte
N/A
30613
431
22
60
2,808
3,780
the alignment. Easement includes a crossing of Stevens Creek, and
existing fence disturbance with restoration occurring after
construction.

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53346 E 130°37'30"
ROAD CLASSIFICATION I,
I MILE Primary highway, Light-duty road, hard or
ou UM 7000 FEET hard surface improved surface
I KILOMETER Secondary highway,
hard surface _ Unimproved road
329 J Interstate Route 00. S. Route (, State Route
�P
QUADRANGLE LOCATION FKAPP
HIST RICA
fS MIM HILL, NC�STANDARDS Revisions shown in purple compiled in Cooperation with35080-85-TF-024/EY North Carolina Department of Environment, Health and 10 �p
INIA 22092 Natural Resources from imagery dated 1993 and other sourc 1993 m =r-
AVAILABLE ON REQUEST Map edited 1996 REC T FILE COPY OMA 4854 II NW-SERIES V842
Information shown in purple may not meet I Content
standards and may conflict with previously mapped contours

35° 9'19" N
g
r
_g
35° 8'0!'N
530200 530600 531000 531400 531800 532200
3
0
Map Scale: 1:17,100 if printed on A landscape (11"x8.5") sheet
Meters
N 0 250 500 1000 1500
Feet
0 500 1000 2000 3000
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
G}DA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Soil Map—Mecklenburg County, North Carolina, and Union County, North Carolina 3:
o -
o
a
M
m ro
530200 530600 531000 531400 531800 532200 532600 539000 533400 533800
35° 9' 19" N
g
35° 8'0" N
533800
3
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12/4/2017
Page 1 of 4

Soil Map—Mecklenburg County, North Carolina, and Union County, North Carolina
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
The soil surveys that comprise your AOI were mapped at
Soil Map Unit Polygons
im 0
Soil Map Unit Lines
0
Soil Map Unit Points
Special
Point Features
Vo
Blowout
4�, Other
Borrow Pit
Clay Spot
•� Special Line Features
Closed Depression
Gravel Pit
Water Features
Gravelly Spot
Streams and Canals
Landfill
Lava Flow
Transportation
Marsh or swamp
+
Mine or Quarry
Miscellaneous Water
Interstate Highways
Perennial Water
US Routes
Rock Outcrop
Major Roads
Saline Spot
4
Sandy Spot
Severely Eroded Spot
Background
Sinkhole
® Aerial Photography
Slide or Slip
oa
Sodic Spot
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Please rely on the bar scale on each map sheet for map
Very Stony Spot
measurements.
Wet Spot
Source of Map: Natural Resources Conservation Service
4�, Other
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
•� Special Line Features
Maps from the Web Soil Survey are based on the Web Mercator
Water Features
projection, which preserves direction and shape but distorts
Streams and Canals
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
Transportation
accurate calculations of distance or area are required.
Rails
This product is generated from the USDA-NRCS certified data as
Interstate Highways
of the version date(s) listed below.
US Routes
Soil Survey Area: Mecklenburg County, North Carolina
Major Roads
Survey Area Data: Version 16, Sep 26, 2017
Local Roads
Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 17, Oct 3, 2017
Background
® Aerial Photography
Your area of interest (AOI) includes more than one soil survey
area. These survey areas may have been mapped at different
scales, with a different land use in mind, at different times, or at
different levels of detail. This may result in map unit symbols, soil
properties, and interpretations that do not completely agree
across soil survey area boundaries.
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jun 14, 2015—Feb 8,
2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
UUP Natural Resources Web Soil Survey 12/4/2017
10111111 Conservation Service National Cooperative Soil Survey Page 2 of 4

Soil Map -Mecklenburg County, North Carolina, and Union County, North Carolina
Map Unit Legend
USDA Natural Resources Web Soil Survey 12/4/2017
Conservation Service National Cooperative Soil Survey Page 3 of 4
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
CeB2
Cecil sandy clay loam, 2 to 8
865.4
59.2%
percent slopes, moderately
eroded
CeD2
7.5%
Cecil sandy clay loam, 8 to 15
109.0
percent slopes, moderately
eroded
16.8
1.1%
GeB2
Georgeville silty clay loam, 2 to
103.3
7.1%
8 percent slopes, moderately
flooded
eroded
GeD2
Georgeville silty clay loam, 8 to
17.6
1.2%
15 percent slopes,
moderately eroded
GoD
Goldston very channery silt
7.7
0.5%
loam, 8 to 15 percent slopes
HeB
Helena sandy loam, 2 to 8
45.1
3.1%
percent slopes
LgB
Lignum gravelly silt loam, 2 to
40.5
2.8%
8 percent slopes
MeB
Mecklenburg fine sandy loam,
3.8
0.3%
2 to 8 percent slopes
MeD
Mecklenburg fine sandy loam,
6.9
0.5%
8 to 15 percent slopes
MO
Monacan loam, 0 to 2 percent
152.1
10.4%
slopes, frequently flooded
PaE
Pacolet sandy loam, 15 to 25
4.5
0.3%
percent slopes
VaB
Vance sandy loam, 2 to 8
19.1
1.3%
percent slopes
VaD
Vance sandy loam, 8 to 15
3.8
0.3%
percent slopes
W
Water
1.2
0.1%
Subtotals for Soil Survey Area
1,380.0
94.3%
Totals for Area of Interest
1,462.9
100.0%
USDA Natural Resources Web Soil Survey 12/4/2017
Conservation Service National Cooperative Soil Survey Page 3 of 4
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BdB2
Badin channery silty clay loam,
5.7
0.4%
2 to 8 percent slopes,
moderately eroded
BdC2
Badin channery silty clay loam,
8.4
0.6%
8 to 15 percent slopes,
moderately eroded
16.8
1.1%
ChA
Chewacla silt loam, 0 to 2
percent slopes, frequently
flooded
USDA Natural Resources Web Soil Survey 12/4/2017
Conservation Service National Cooperative Soil Survey Page 3 of 4

Soil Map—Mecklenburg County, North Carolina, and Union County, North Carolina
USDA Natural Resources Web Soil Survey 12/4/2017
Conservation Service National Cooperative Soil Survey Page 4 of 4
Map Unit Symbol
Map Unit Name so
Acres in AOI
Percent of AOI
GfB2
Georgeville silty clay loam, 2 to
24.3
1.7%
8 percent slopes, moderately
eroded
GoC
Goldston very channery silt
4.6
0.3%
loam, 4 to 15 percent slopes
ScA
Secrest-Cid complex, 0 to 3
1.9
0.1%
percent slopes
TaB
Tarrus gravelly silt loam, 2 to 8
10.6
0.7%
percent slopes
TaC
Tarrus gravelly silt loam, 8 to
4.8
0.3%
15 percent slopes
TbB2
Tarrus gravelly silty clay loam,
5.8
0.4%
2 to 8 percent slopes,
moderately eroded
Subtotals for Soil Survey Area
82.9
5.7%
Totals for Area of Interest
1,462.9
100.0%
USDA Natural Resources Web Soil Survey 12/4/2017
Conservation Service National Cooperative Soil Survey Page 4 of 4

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LEGEND
CHARLOTTE
"VV T E IR
CHARLOTTE, NORTH CAROLINA
INDEX OF SHEETS
SHEET NO. 1
SYMBO
ASPHALT (PROFILE)
STA 137+00 TO STA B19+00
BOTTOM OF BANK (TOE)
— — — — —
SHEET NO. 14
STA B19+00 TO STA B31+00
BRIGDE
KEY MAP
SHEET NO. 15
BUILDING
CHECK DAM STD. 6.83
�► �►
CONCRETE (PROFILE)
MANHOLE DETAILS (SHEET 1 OF 2)
EXISTING CREEK
STA A9+00 TO STA A18+00
PROPOSED CREEK
MANHOLE DETAILS (SHEET 2 OF 2)
CURB & GUTTER
STA A18+00 TO STA A24+00
EDGE OF ROADWAY
-------------
EXISTING � SANITARY SEWER
—ss
EXIST. SAN. SEWER MANHOLE STRUCTURE
30 IN. MANHOLE FRAME AND COVER DETAILS
EXISTING GAS MAIN
G
EXISTING GAS SERVICE
GS
FENCE (LABEL TYPE)
X X
GAS VALVE
GV
GRAVEL (PROFILE)
STA A49+00 TO STA A58+00
GROUND PROFILE
EROSION CONTROL NOTES
GUARD RAIL
STA A58+00 TO STA A66+00
MARSH, POND, WETLAND OR LAKE
EROSION CONTROL DETAILS (SHEET 1 OF 3)
OVERHEAD ELECTRIC
OE
SHEET NO. 24
EROSION CONTROL DETAILS (SHEET 2 OF 3)
PIERS
POWER POLE/GUY WIRE
r 0EITHER / OR
PROPERTY LINE
— —
BORE HOLE
PROPOSED � SANITARY SEWER
N89ro0'00"E
26.80'
PROP. SAN. SEWER MANHOLE STRUCTURE
RIP — RAP
ROAD/STREET R/W
RW
SEDIMENT FENCE (SILT FENCE) STD. 6.62
SIDEWALK
STREET SIGN (LABEL TYPE)
STORM DRAIN/CATCH BASIN, YARD AND DROP INLET
TEMPORARY SEDIMENT TRAP STD. 6.60
(�
TEMPORARY ROCK SEDIMENT DAM
ROCK SILT CHECK
SILT BASIN
STONE CHECK DAM
TEMPORARY DIVERSION STD. 6.20
TD TD TD
TEMPORARY SILT DITCH
TSD TSD
TEMPORARY STREAM CROSSING STD. 6.70
�T�
PROPOSED TOP OF BANK (TOB)
TOWER LINE
of
TREE & BUSH
TREE UNE
UNDERGROUND CABLE
UC
UNDERGROUND ELECTRIC
UE
UNDERGROUND TELEPHONE
UT UT
PROPOSED SANITARY SEWER (BY OTHERS)
SS SS
WATER METER
❑
YEAR FLOOD PLAIN
o
—
30BUFFER
= ■. ■ _.. _ ■. ■ _. ■ _.
...
50' BUFFER
200' BUFFER
MAJOR CONTOUR
MINOR CONTOUR
PROP. PERM. SEWER EASEMENT
3nsd PSUE
TEMPORARY CONSTRUCTION EASEMENT
- TCE TCE TCE
331 301 301
STAGING AREA
r J
TEMPORARY CONSTRUCTION ENTRANCE
STREAM BANK STABILIZATION
EROSION CONTROL MATTING
NOTE: LINE WEIGHTS ARE NOT DELINEATED HERE. THEY ARE CONTROLLED
THROUGH CLTWater PLOTSTYLE.
DESIGN COMPANY: GHD CONSULTING SERVICES INC.
ADDRESS: 222 S. CHURCH STREET, SUITE 400, CHARLOTTE, NC 28202
PHONE: [phone]
DATE DESIGN COMPLETED: -
SURVEY COMPANY: LAWRENCE ASSOCIATES
ADDRESS: 106 W. JEFFERSON STREET, MONROE, NC 28112
PHONE: [phone]
DATE SURVEY COMPLETED: -
GEOTECHNICAL COMPANY: JOEL E.
WOOD & ASSOCIATES
ADDRESS: P.O. BOX 2961 CLOVER, SC
29710
PHONE: [phone]
DATE COMPLETED: -
CONTRACTOR:
ADDRESS: -
PHONE: -
INSPECTOR: -
INSIDE CHARLOTTE: ( ) YES (�) NO:
TOPO NO: 138,139
CHARLOTTE
"VV T E IR
CHARLOTTE, NORTH CAROLINA
INDEX OF SHEETS
SHEET NO. 1
COVER SHEET
SHEET NO. 13
STA 137+00 TO STA B19+00
SHEET NO. 2
GENERAL NOTES AND MANHOLE SCHEDULE
SHEET NO. 14
STA B19+00 TO STA B31+00
SHEET NO. 3
KEY MAP
SHEET NO. 15
STA C0+00 TO STA C2+75
SHEET NO. 4
STA A0+00 TO STA A9+00
SHEET NO. 16
MANHOLE DETAILS (SHEET 1 OF 2)
SHEET NO. 5
STA A9+00 TO STA A18+00
SHEET NO. 17
MANHOLE DETAILS (SHEET 2 OF 2)
SHEET NO. 6
STA A18+00 TO STA A24+00
SHEET NO. 18
24 IN. MANHOLE FRAME AND COVER DETAILS
SHEET NO. 7
STA A24+00 TO STA A35+00
SHEET NO. 19
30 IN. MANHOLE FRAME AND COVER DETAILS
SHEET NO. 8
STA A35+00 TO STA A43+00
SHEET NO. 20
STANDARD SEWER DETAILS (SHEET 1 OF 2)
SHEET NO. 9
STA A43+00 TO STA A49+00
SHEET NO. 21
STANDARD SEWER DETAILS (SHEET 2 OF 2)
SHEET NO. 10
STA A49+00 TO STA A58+00
SHEET NO. 22
EROSION CONTROL NOTES
SHEET NO. 11
STA A58+00 TO STA A66+00
SHEET NO. 23
EROSION CONTROL DETAILS (SHEET 1 OF 3)
SHEET NO. 12
STA 130+00 TO STA 67+00
SHEET NO. 24
EROSION CONTROL DETAILS (SHEET 2 OF 3)
SHEET NO. 25
EROSION CONTROL DETAILS (SHEET 3 OF 3)
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� p0
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SOURCE: ESRI, DELORME, USGS, INTERMAP, NRCAN, NGCC, © OPENSTREETMAP CONTRIBUTORS
LOCATION MAP (NTS)
GHD PROJECT NO.: 111-23681
GHD Consulting Services Inc.
222 South Church Street, Suite 400
Charlotte NC 28202 USA
T 1 704 342 4910 W www.ghd.com
PROJECT NAME
APPLICATION FOR NON -DISCHARGE PERMIT
GRAVITY SEWER MAIN EXTENSION
CHARLOTTE WATER
SANITARY SEWERAGE SYSTEM IMPROVEMENTS CREEK BASIN STEVENS CREEK
STEVENS CREEK TRUNK SEWER
CLTWater PROJECT NO.: 7030700047-17-503
PROJECTTYPE: ❑X NEW CONSTRUCTION ❑RELOCATION ❑MODIFICATION OF PERMIT NO.
OTHER
VOLUME OF WASTEWATER GENERATED BY THIS PROJECT: 930,000 GALLONS PER DAY BASED
ON 250 GAL/DAY/EQUIVALENT RESIDENTIAL UNIT (ERU) 3720 ERUs OR
135 GAL/DAY/MULTI-FAMILY UNIT X * UNITS OR IS BASED ON
WASTEWATER TREATMENT PLANT RECEIVING WASTEWATER:
Z McALPINE CR. (NC0024970) ❑ IRWIN CR. (NC0024945) ❑ McDOWELL CR. (NC0036277)
❑ SUGAR CR. (NC0024937) ❑ MALLARD CR. (NC0030210) ❑ ROCKY CR. (NC0036269)
NATURE OF WASTEWATER 100 % DOMESTIC % INDUSTRIAL
% COMMERCIAL % OTHER
ORIGIN OF WASTEWATER ❑ SUBDIVISION ❑ COMMERCIAL
❑ SCHOOL ❑ INDUSTRIAL
❑ APARTMENTS/CONDO'S ❑X OTHER EXISTING DEVELOPMENT (RESIDENTIAL)
LIST ANY PARAMETER AND ITS CONCENTRATION THAT WILL BE GREATER THAN NORMAL DOMESTIC LEVELS:
NONE
IF WASTEWATER IS NON-DOMESTIC, DESCRIBE LEVEL OF PRETREATMENT:
IF A PRETREATMENT PERMIT IS REQUIRED, HAS ONE BEEN ISSUED? ❑YES ❑ NO
HAS ENGINEER DETERMINED THAT DOWNSTREAM SEWERS ARE CAPABLE TO HANDLE THIS FLOW? ❑X YES ❑ NO
PERMIT NO. FOR SEWERS IMMEDIATELY DOWNSTREAM TBD
PIPE DIAMETER OF SEWERS IMMEDIATELY DOWNSTREAM PROPOSED STEVENS CREEK PS (BY OTHERS)
HAS ENGINEER DETERMINED THAT NC DEM AND CLTWater MINIMUM DESIGN STANDARDS ARE MET BY THIS
PROJECT? ❑X YES ❑ NO
COMPLETE NAME AND ADDRESS OF ENGINEERING DESIGN FIRM:
GHD CONSULTING SERVICES INC.
222 S. CHURCH STREET SUITE 400
CHARLOTTE, NORTH CAROLINA 28202
TELEPHONE 704 _ 342 4910
PROFESSIONAL ENGINEER'S CERTIFICATION:
MICHAEL E. BISIGNANI ATTEST THAT THIS APPLICATION FOR SANITARY SEWERAGE SYSTEM
IMPROVEMENTS STEVENS CREEK TRUNK SEWER HAS BEEN REVIEWED BY ME AND IS ACCURATE AND COMPLETE TO THE
BEST OF MY KNOWLEDGE. I FURTHER ATTEST THAT TO THE BEST OF MY KNOWLEDGE THE PROPOSED DESIGN HAS BEEN
PREPARED IN ACCORDANCE WITH THE APPLICABLE REGULATIONS. ALTHOUGH CERTAIN PORTIONS OF THIS SUBMITTAL
PACKAGE MAY HAVE BEEN DEVELOPED BY OTHER PROFESSIONALS, INCLUSION OF THESE MATERIALS UNDER MY
SIGNATURE AND SEAL SIGNIFIES THAT I HAVE REVIEWED THIS MATERIAL AND HAVE JUDGED IT TO BE CONSISTENT WITH
THE PROPOSED DESIGN.
NORTH CAROLINA PROFESSIONAL ENGINEER'S SEAL, SIGNATURE, AND DATE
CLTWater PERMIT NO.
PLANT FLOW ALLOCATION RECORDED BY:
PERMIT APPROVED BY:
90% REVIEW DRAWINGS
NOT FOR CONSTRUCTION
CONSTRUCTION SHALL BE IN ACCORDANCE WITH
CHARLOTTE WATER STANDARD SPECIFICATIONS.
ISSUED
JOSEPH C WILSON, P.E., CHIEF ENGINEER
APPROVAL SEAL
N. C. P. E.
SUMMARY OF SEWER MAINS & MANHOLES
SIZE
LENGTH
SIZE
LENGTH
24"
2490'
8"
27'
16"
4060'
12"
3325'
TOTAL NO. OF MANHOLES: 32
TOTAL NO. LOTS SERVED: 3680
PROJECT NAME: SANITARY SEWER
SYSTEM IMPROVMENTS
STEVENS CREEK TRUNK SEWER
JOB NO: 7030700047-17-503
DATE OF ACTIVATION:
DATE AS BU I LT: BY:
A CITY OF CHARLOTTE DEPARTMENT

GENERAL NOTES:
1. CONSTRUCTION SHALL BE IN ACCORDANCE WITH CHARLOTTE WATER STANDARDS,
SPECIFICATIONS, AND CONTRACT DOCUMENTS.
2. ALL ELEVATIONS REFER TO DATUM NAVD88.
3. THE CONTRACTOR SHALL OBTAIN ALL ADDITIONAL PERMITS NECESSARY NOT PROVIDED IN
CONTRACT DOCUMENTS AND FURNISH COPIES TO THE ENGINEER PRIOR TO COMMENCING
WORK.
4. THE CONTRACTORS WORK AREA SHALL BE CONFINED TO THE LIMITS OF THE RIGHT-OF-WAYS
AND EASEMENTS. THE CONTRACTOR SHALL OBTAIN ANY ADDITIONAL EASEMENTS OR WORK
RELEASES SHOULD THE CONTRACTOR REQUIRE ADDITIONAL AREA TO ACCOMMODATE HIS
OPERATIONS. A COPY OF WRITTEN AGREEMENTS SHALL BE FURNISHED TO CHARLOTTE WATER.
5. THE CONTRACTOR SHALL PROVIDE MAINTENANCE AND PROTECTION OF TRAFFIC IN
ACCORDANCE WITH MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) AND NCDOT
STANDARDS AND DRAWINGS FOR WORK ZONE TRAFFIC CONTROL.
6. THE LOCATIONS AND DEPTHS OF EXISTING UNDERGROUND UTILITIES AS SHOWN ON THE
PLANS AND PROFILES ARE APPROXIMATE. OTHER UNDERGROUND UTILITIES NOT SHOWN MAY
BE ENCOUNTERED. THE CONTRACTOR SHALL PERFORM SOFT -DIGS TO VERIFY THE LOCATION
AND ELEVATION OF UTILITIES AT INTERCONNECTIONS AND CROSSINGS AS SHOWN, DIRECTED
OR REQUIRED. THE CONTRACTOR SHALL EXCAVATE IN ADVANCE OF THE PIPE LAYING
OPERATION AND EXPOSE ALL EXISTING UNDERGROUND UTILITIES TO PREVENT DAMAGE DURING
CONSTRUCTION AND TO DETERMINE REQUIRED CHANGES IN GRADE NECESSARY TO INSTALL
THE SEWERMAIN TO AVOID CONFLICTS.
7. THE CONTRACTOR SHALL INSTALL THOSE MEASURES REQUIRED TO LIMIT EROSION OF AREAS
DISTURBED BY THE WORK. CLEARING SHALL BE PERFORMED TO THE EXTENT SHOW OR ON AN
AS NEEDED BASIS, WHICHEVER IS LESS, PHASED TO REDUCE EROSION POTENTIAL AND
VISUAL IMPACT.
8. BLASTING WILL ONLY BE PERMITTED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.
9. ONLY CHARLOTTE WATER SHALL OPERATE EXISTING VALVES AND FIRE HYDRANTS.
10. ALL SEWER PIPING SHALL BE INSTALLED WITH MINIMUM COVER OF 3'-0". IF MINIMUM COVER
CANNOT BE OBTAINED, THE SEWER MAIN LOCATION SHALL BE REVIEWED AND APPROVED BY
THE ENGINEER AND OWNER AND SHALL BE ENCASED IN CONCRETE.
11. MINIMUM PIPE SEPARATION: 10' HORIZONTAL SEPARATION OR 18" VERTICAL SEPARATION
SHALL BE MAINTAINED BETWEEN WATER MAINS OVER SEWER MAINS. WHEN WATER MAINS ARE
BELOW SEWER MAINS OR THE ABOVE MINIMUM SEPARATION CANNOT BE MAINTAINED, DUCTILE
IRON PIPE SHALL BE USED FOR BOTH MAINS TO 10' EITHER SIDE OF CROSSING, AND ALL
ALONG THE LENGTH OF MAINS WHERE MINIMUM SEPARATION CANNOT BE MAINTAINED.
12. IF THE MATERIAL AT THE DESIGN GRADE IS UNSUITABLE AS DETERMINED BY THE ENGINEER,
THE CONTRACTOR, WHEN ORDERED IN WRITING, SHALL EXCAVATE ADDITIONAL MATERIAL TO
THE DEPTH NECESSARY AND SHALL BACKFILL TO THE PROPOSED GRADE WITH SELECT
GRANULAR BACKFILL MATERIAL.
13. THE CONTRACTOR SHALL NOTIFY THE OWNER OF ANY UTILITY POLE IN ADVANCE OF ANY
EXCAVATION WORK THAT WILL TAKE PLACE WITHIN 5'-0" OF THE UTILITY POLE. THE
CONTRACTOR SHALL INCLUDE THE COST OF TEMPORARY POLE SUPPORT IN THE APPROPRIATE
BID ITEM. WHERE UTILITY POLES ARE REQUIRED TO BE SUPPORTED DURING CONSTRUCTION,
THE CONTRACTOR SHALL MAKE ALL NECESSARY ARRANGEMENTS WITH THE UTILITY COMPANY
(DUKE POWER).
14. IF MATERIALS ARE ENCOUNTERED DURING THE CONSTRUCTION THAT ARE SUSPECTED OF
BEING CONTAMINATED, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE NCDEQ FOR
DIRECTION REGARDING TESTING, SEPARATION, CONTAINMENT AND DISPOSAL PROCEDURES.
15. IF A PROPOSED SEWER CONFLICTS WITH A SUBSURFACE OBSTRUCTION AND WHEN THE
MINIMUM COVER CANNOT BE MAINTAINED BY GOING ABOVE THE OBSTRUCTION, THE
CONTRACTOR SHALL INSTALL THE SANITARY SEWER BELOW THE OBSTRUCTION MAINTAINING
THE APPROPRIATE SEPARATION AND GRADE.
16. CONTRACTOR SHALL REPAIR ALL TRENCH EXCAVATIONS IN TRAVELED AREAS INCLUDING
ROADS, DRIVEWAYS, SIDEWALKS AND PARKING AREAS TO MEET OWNER'S REQUIREMENTS.
17. THE USE OF EXISTING FIRE HYDRANTS FOR ANY REASON IS PROHIBITED WITHOUT PRIOR
APPROVAL AND PERMITTING OF CHARLOTTE WATER.
18. THE CONTRACTOR SHALL SUBMIT IN ACCORDANCE WITH CONTRACT DOCUMENTS PROCEDURES
FOR TESTING OF THE SEWER TO THE ENGINEER FOR APPROVAL.
19. THE CONTRACTOR SHALL BE PRESENT AND ASSIST IN THE FINAL WALK INSPECTION. THE
CONTRACTOR SHALL PROVIDE SUFFICIENT PERSONNEL AND EQUIPMENT TO DEMONSTRATE TO
THE ENGINEER THAT ALL EQUIPMENT OPERATES AS REQUIRED.
20. TO FACILITATE INSTALLATION OF THE NEW SEWER AND APPURTENANCES, THE CONTRACTOR
SHALL REMOVE AND REINSTALL, OR RELOCATE EXISTING MAILBOXES, SIGNS, GUIDE RAILS, OR
OTHER STRUCTURES AND OBSTACLES ENCOUNTERED DURING THE WORK. NO SEPARATE
PAYMENT SHALL BE PAID FOR THIS WORK.
21. ALL OPEN EXCAVATED AREAS SHALL BE ADEQUATELY MARKED, SECURED WITH TEMPORARY
FENCING WITH A MINIMUM HEIGHT OF 6 FEET, AND/OR COVERED WITH STEEL PLATE AT THE
END OF EACH WORK DAY.
22. CONTRACTOR SHALL REMOVE AND REPLACE CURBS, SIDEWALKS, DRIVEWAYS, MAILBOXES, ETC.
TO LIKE KIND CONDITION OR BETTER AS NECESSARY TO ACCOMMODATE CONSTRUCTION OF
THE PROPOSED UTILITIES HERE IN.
23. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF
EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS
UTILITY COMPANIES AND FIELD MEASUREMENTS. THE CONTRACTOR MUST CONTACT ALL
APPROPRIATE UTILITY COMPANIES AT LEAST A 3 WORKING DAY NOTICE PRIOR TO ANY
EXCAVATION TO REQUEST DETAILED FIELD LOCATION OF EACH UTILITY. THE CONTRACTOR IS
RESPONSIBLE TO CONTACT NORTH CAROLINA 811 AT 1-800-632-4949 OR 811 FOR UTILITY
MARK OUT PRIOR TO THE START OF ANY EXCAVATION WORK ON THIS PROJECT.
24. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS PERTINENT TO THE WORK OF THE
CONTRACT. NO ALLOWANCE SHALL BE MADE ON BEHALF OF THE CONTRACTOR FOR ANY
ERROR OR NEGLECT ON HIS PART.
25. ALL SURFACES DISTURBED BY THE CONTRACTOR WHICH ARE OUTSIDE THE WORK LIMITS OR
WORK SCOPE, OR ARE SURFACES DISTURBED WITHOUT PRIOR AUTHORIZATION BY THE
ENGINEER, SHALL BE RESTORED TO ORIGINAL CONDITIONS OR BETTER, AT THE CONTRACTOR'S
EXPENSE.
26. CONTRACTOR SHALL FIELD LOCATE ALL SEWER LATERALS, WATER SERVICES, AND OTHER
SERVICES PRIOR TO CONSTRUCTION. CONTRACTOR SHALL REPAIR ANY DAMAGED SEWER
LATERALS, WATER SERVICES, AND OTHER SERVICES AS A RESULT OF CONSTRUCTION AT HIS
OWN EXPENSE.
27. THE CONTRACTOR SHALL PERFORM ALL WORK NECESSARY, WITHOUT INTERRUPTION TO
EXISTING SANITARY SERVICES. THE CONTRACTOR SHALL UTILIZE APPROVED BYPASSING
TECHNIQUES IN ORDER TO PERFORM SAID WORK UNDER SAID CONDITIONS. ALL PROPOSED
BYPASSING TECHNIQUES AND EQUIPMENT SHALL BE SUBMITTED TO THE ENGINEER FOR
REVIEW AND APPROVAL PRIOR TO THE START OF THIS WORK. THE COST FOR THIS WORK
SHALL BE INCLUDED IN THE UNIT PRICES BID FOR THIS PROJECT. NO ADDITIONAL
COMPENSATION WILL BE PROVIDED FOR THIS WORK.
28. IN THE EVENT THAT A SERVICE MUST BE INTERRUPTED, THE CONTRACTOR SHALL BE SOLELY
RESPONSIBLE TO NOTIFY THE RESIDENT OF SAID INTERRUPTION. IN NO CASE SHALL ANY
SERVICE BE INTERRUPTED FOR MORE THAN 6 -HOURS, AND IN NO CASE SHALL THE
INTERRUPTION EXTEND BEYOND THE END OF THE WORKING DAY. IN THE EVENT THAT ANY
INTERRUPTION CONTINUES FOR MORE THAN 6 -HOURS, THE CONTRACTOR SHALL PROVIDE
TEMPORARY SERVICES. NO ADDITIONAL COMPENSATION WILL BE PROVIDED FOR WORK
ASSOCIATED WITH ALL SUCH TEMPORARY SERVICES.
29. WHEN WORK INCLUDED UNDER THIS PROJECT, AS INDICATED BY THE PROJECT CONTRACT
DOCUMENTS, REQUIRES THE REMOVAL OF EXISTING PAVED SURFACES, TO INCLUDE BUT NOT
BE LIMITED TO, ROADWAYS, DRIVEWAYS, SIDEWALKS, AND PARKING LOTS, THE CONTRACTOR
SHALL BE REQUIRED TO SAW -CUT THE LIMITS OF THE PROPOSED EXCAVATION PRIOR TO
EXCAVATION OF SAID AREA. THE CONTRACTOR SHALL BE REQUIRED TO PROVIDE AND
MAINTAIN TEMPORARY RESTORATION OF ALL SUCH AREAS, UNTIL PERMANENT RESTORATION
IS PROVIDED. NO ADDITIONAL COMPENSATION SHALL BE PROVIDED FOR ALL SUCH SAW
CUTTING AND TEMPORARY RESTORATION.
30. SUBSURFACE INVESTIGATIONS HAVE BEEN PERFORMED IN THE AREAS IN WHICH WORK IS
PROPOSED. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO DETERMINE IF ANY
ADDITIONAL SUBSURFACE INVESTIGATIONS ARE NECESSARY. NO ADDITIONAL COMPENSATION
WILL BE PROVIDED FOR ANY SUCH WORK. IN THE EVENT THAT TRENCH EXCAVATION BECOMES
DIFFICULT DUE TO THE MATERIAL ENCOUNTERED, THE ENGINEER SHALL DETERMINE WHETHER
ADDITIONAL COMPENSATION SHALL BE PROVIDED FOR ALL SUCH EXCAVATING. THE
CONTRACTOR SHALL REFER TO THE PROJECT SPECIFICATIONS FOR FURTHER INTERPRETATION
OF WHEN SUCH ADDITIONAL ALLOWANCES WILL BE MADE, AND WHAT IS CONSIDERED "ROCK"
EXCAVATION.
31. UNDER THIS PROJECT, THE CONTRACTOR SHALL BE RESPONSIBLE TO RESTORE, ACCORDING
TO THE PLANS AND SPECIFICATIONS, ALL AREAS DISTURBED AS A RESULT OF HIS WORK.
32. IN ALL CASES WHERE THE PLANS AND SPECIFICATIONS VARY, THE SPECIFICATIONS SHALL
PREVAIL, UNLESS OTHERWISE ORDERED BY THE ENGINEER.
33. THE CONTRACTOR SHALL BE RESPONSIBLE TO REPAIR, TO THE EXTENT SPECIFIED BY THE
ENGINEER, ALL DAMAGED PAVEMENT AREAS, (OUTSIDE THE LIMITS OF EXCAVATION) DAMAGED
AS A RESULT OF HIS (OR ANY OF HIS REPRESENTATIVES) OPERATIONS. NO ADDITIONAL
COMPENSATION WILL BE PROVIDED FOR ALL SUCH WORK.
34. CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE RULES AND REGULATIONS FOR STATE,
COUNTY AND CITY.
35. ALL SEWER MAINS SHALL MAINTAIN THE MINIMUM SEPARATION REQUIREMENTS AS SET FORTH
BY THE NCDEQ STANDARDS, CHARLOTTE WATER AND SEWER POLICIES, PROCEDURES,
STANDARDS AND SPECIFICATIONS MANUAL, MOST RECENT EDITION.
36. ALL PAVEMENT MARKINGS SHALL BE RECORDED BY THE CONTRACTOR PRIOR TO THE START
OF CONSTRUCTION AND REPLACED TO PRE CONSTRUCTION LAYOUT AS APPROVED BY THE
ENGINEER AND OWNER. (IF NECESSARY)
37. THE CONTRACTOR SHALL MAINTAIN TRAFFIC THROUGHOUT THE LENGTH OF THE CONTRACT IN
ACCORDANCE WITH THE REQUIREMENTS OF DIVISION 11 - WORK ZONE TRAFFIC CONTROL OF
THE NCDOT STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES AND TOWN OF MINT
HILL STANDARDS AS THEY APPLY.
38. PRIOR TO THE START OF ANY CONSTRUCTION PHASE, ALL PROPOSED MAINTENANCE AND
PROTECTION OF TRAFFIC RELATED WORK SHALL BE COMPLETE. THIS INCLUDES, WHERE
APPLICABLE, ALL SIGNS, PAVEMENT MARKINGS, BARRIERS, DELINEATION (CONES, DRUMS,
ETC.), PAVEMENT MODIFICATION AND OTHER RELATED WORK.
39. THE CONTRACTOR SHALL POST WARNING SIGNS AT ALL APPROACHES TO THE PROJECT AND
AT CONSTRUCTION ENTRANCES. THE CONTRACTOR SHALL PROVIDE FLAG MEN WHEN AND
WHERE NECESSARY.
40. CONSTRUCTION INGRESS AND EGRESS - THE CONTRACTOR SHALL KEEP TO A MINIMUM THE
MOVEMENT OF CONSTRUCTION VEHICLES AND EQUIPMENT IN AND OUT OF DESIGNATED
TRAVEL LANES. ONLY NECESSARY OR AUTHORIZED VEHICLES, AS DETERMINED BY THE
ENGINEER, SHALL BE ALLOWED TO ENTER THE WORK AREA.
41. PUBLIC INGRESS AND EGRESS
A. THE CONTRACTOR SHALL MAINTAIN ACCESS TO EXISTING PARKING LOTS AND DRIVEWAY
ENTRIES AT ALL TIMES.
B. THE CONTRACTOR SHALL PROVIDE PROPERTY OWNERS WITH PROPER ACCESS AND
MINIMUM WIDTHS FOR THEIR DRIVEWAYS ACCORDING TO THE POLICY AND STANDARDS
FOR ENTRANCES TO STATE HIGHWAYS AND SHALL MAINTAIN THEM THROUGH ALL
PHASES OF WORK AND SHALL DELINEATE THESE BY MEANS OF SIGNS, CONES, AND/OR
DRUMS.
C. WHERE DIRECT ACCESS TO DRIVEWAYS IS NOT POSSIBLE DUE TO NECESSARY
CONSTRUCTION OPERATIONS, THE CONTRACTOR SHALL PLAN ALTERNATE MEANS OF
ACCESS AND SUBMIT SUCH PLANS TO THE ENGINEER AND CITY DPW FOR REVIEW
BEFORE OPERATIONS COMMENCE.
42. PORTIONS OF THIS ALIGNMENT PASS THROUGH EXISTING ACTIVE HORSE PASTURES. WHEN
WORK IS PERFORMED IN THIS AREA LIMITS OF CONSTRUCTION SHOULD BE ADEQUATELY
FENCED AND PROTECTED TO PREVENT THE ENTRY OF ANIMALS ON ALL SIDES OF THE WORK,
THIS INCLUDES ANY TRAVERSING ACROSS EASEMENTS.
43. CONTRACTOR SHALL RESTORE EXISTING FENCES, UNLESS SHOWN OTHERWISE, WITH EQUAL OR
BETTER MATERIALS WHEN TEMPORARY FENCING IS REMOVED.
STEVENS CREEK MANHOLE SCHEDULE
MH NAME
STATION
MH TYPE
SIZE & MATERIAL
RIM
COVER TYPE
FRAME
EXTERNAL VENT ELEVATION
MH -01
(BY OTHERS)
AO+00
PRECAST
5'0 CONCRETE
631.45
BY OTHERS
BY OTHERS
TBD
MH -02
A3+37.83
PRECAST
5'0 CONCRETE
635.73
TYPE 4 (VENTED)
TYPE D
MH -03
A6+59.55
PRECAST
5'0 CONCRETE
637.92
TYPE 4 (VENTED)
TYPE D
MH -04
A9+84.54
PRECAST
5'0 CONCRETE
639.23
TYPE 4 (VENTED)
TYPE D
MH -05
A13+07.73
PRECAST
5'0 CONCRETE
636.52
TYPE 5 (SOLID)
TYPE D
MH -06
A16+26.79
PRECAST
5'0 CONCRETE
638.26
TYPE 5 (SOLID)
TYPE D
639.41
MH -07
A20+38.27
PRECAST
5'0 CONCRETE
636.93
TYPE 5 (SOLID)
TYPE D
MH -08
A24+83.26 =
B0+00
PRECAST
5'0 CONCRETE
641.12
TYPE 5 (SOLID)
TYPE D
643.68
MH -09
A28+10.33 =
CO+00
PRECAST
4'0 CONCRETE
650.43
TYPE 1 (VENTED)
TYPE B
MH -10
A32+32.51
PRECAST
4'0 CONCRETE
657.65
TYPE 1 (VENTED)
TYPE B
MH -11
A35+20.45
PRECAST
4'0 CONCRETE
650.30
TYPE 1 (VENTED)
TYPE B
MH -12
A38+53.42
PRECAST
4'0 CONCRETE
651.81
TYPE 3 (SOLID)
TYPE B
MH -13
A42+42.63
PRECAST
4'0 CONCRETE
655.34
TYPE 1 (VENTED)
TYPE B
MH -14
A45+99.11
PRECAST
4'0 CONCRETE
658.41
TYPE 1 (VENTED)
TYPE B
MH -15
A49+60.55
PRECAST
4'0 CONCRETE
663.26
TYPE 1 (VENTED)
TYPE B
MH -16
A55+63.26
PRECAST
4'0 CONCRETE
660.46
TYPE 3 (SOLID)
TYPE B
MH -17
A58+11.76
PRECAST
4'0 CONCRETE
662.82
TYPE 3 (VENTED)
TYPE B
MH -18
A62+54.79
PRECAST
4'0 CONCRETE
664.01
TYPE 3 (SOLID)
TYPE B
MH -19
A64+63.77
PRECAST
5'0 CONCRETE
666.03
TYPE 5 (SOLID)
TYPE D
MH -20
A65+48.00
PRECAST
5'0 CONCRETE
666.61
TYPE 5 (VENTED)
TYPE D
MH -21
B2+14.46
PRECAST
4'0 CONCRETE
643.04
TYPE 3 (SOLID)
TYPE B
MH -22
65+91.49
PRECAST
4'0 CONCRETE
644.98
TYPE 3 (SOLID)
TYPE B
MH -23
B9+84.20
PRECAST
4'0 CONCRETE
647.84
TYPE 5 (VENTED)
TYPE B
MH -24
B11+77.09
PRECAST
5'0 CONCRETE
649.12
TYPE 4 (VENTED)
TYPE D
MH -25
B12+71.21
PRECAST
5'0 CONCRETE
649.60
TYPE 4 (VENTED)
TYPE D
MH -26
B15+64.77
PRECAST
4'0 CONCRETE
651.33
TYPE 3 (SOLID)
TYPE B
MH -27
B17+97.41
PRECAST
4'0 CONCRETE
651.87
TYPE 3 (SOLID)
TYPE B
MH -28
B21+48.61
PRECAST
4'0 CONCRETE
653.60
TYPE 3 (SOLID)
TYPE B
655.02
MH -29
B26+63.92
PRECAST
4'0 CONCRETE
656.73
TYPE 3 (SOLID)
TYPE B
MH -30
B30+91.94
PRECAST
4'0 CONCRETE
661.98
TYPE 1 (VENTED)
TYPE B
MH -31
C2+29.93
PRECAST - INSIDE DROP
5'0 CONCRETE
644.81
TYPE 3 (SOLID)
TYPE B
MH -32
C2+56.22
PRECAST - DOGHOUSE
4'0 CONCRETE
645.49
TYPE 3 (SOLID)
TYPE B
t7r/f�l
F
GHD Consulting Services Inc.
222 South Church Street, Suite 400
Charlotte NC 28202 USA
T 1 704 302 4910 W www.ghd.com
A CITY OF CHARLOTTE DEPARTMENT

A CITY OF CHARLOTTE DEPARTMENT
� rn \
C7El
�\ \ PROPOSED 12 SS -
\ I
/>
�-EXISTING STEVENS
CREEK TRIBUTARY� \ 1APS�N \ I ' , I
PROPOSED STEVENS CREEK
NATURE PRESERVE (BY OTHERS)
\ \, BH -10 ' I PROPOSED . ' A
\ / \ D/- - - \ \ % I MANHOLE (TYP)
EXISTING OXFORD
GLENN PACKAGE WWTP\
�!SHEET 15 BH 2 / I
EXISTING /
STEVENS CREEK>- BH -3 ISIk� r
\\ 6 PROPOSED 24 SS
' �, PROPOSED STEVENS CREEK
/� / I - \ v ,
' \\ ® o PUMP STATION (BY OTHERS)
I
0/ I _ - ' � , , ® � © ®� � - � EXISTING
STEVENS CREEK
` I 10 lc�
J-1 , H-510-
0
H79 PROPOSED 15 SS
\
©
(�
V
LEGEND•
I \ ®\ \ ✓ \ ` ,' , . / I -eH-' BORE HOLE
• CONSTRUCTION ACCESS
Ej
KEY MAP
GHD Consulting Services Inc.
0 300' 600' , 222 South Church Street, Suite 400
Charlotte NC 28202 USA
T 1 704 302 4910 W www.ghd.com
CHARLOTTE CHARLOTTE WATER
WJ)TER
CHARLOTTE NORTH CAROLINA
• ® 7030700047-17-503
Job No. File No. STEVENS CREEK
Scales PLAN 1"=300' TRUNK SEWER PHASE l
Know what's below. PROFILE
Call before you dig. Hor• NTS KEY MAP
Vert. NTS
As Built Date
A 7/11 TED ISSUED FOR 90% REVIEWSheet Of
L. ASSOC JEM TED MEB 8 23 17 325
No. Dote By Revision Surveyed By Designed By Drawn By Project-Engr Approved By Date
A CITY OF CHARLOTTE DEPARTMENT

4144,414,
PROPOSED STEVENS �) \ — l� - 100 YR FLOODPLAIN �� / _ _ \� \ PROPOSED STEVENS
� CREEK TOB BY OTHERS � ' - - - - - � / �"7W.
- 7 ��� \ � � ��� CREEK NATURE
PRESERVE PEDESTRIAN
• - r - - a- - : ~
name Nona
( ) - HAZARD AREA (TYP) \ \\ + /�� \ �\\ BRIDGE (BY OTHERS)
1111111111 ■ ` ' — — — _ — mftmj 2
■111 � + PID #19524101 � ��-+ \
a a • • • • • •11 11■ + / �\ \ /�-�� �- - - - - MECKLENBURG COUNTY \ ♦♦ 11 11 \ \
rcs
\ \ , DB 12412 PG 394 ♦ ♦♦ ��� _
ice/ ♦•■11 ♦•• \/\ -
♦♦ -� � / � .♦ - ♦� ♦1 \ � � -EXISTING �
/ ♦ \
'400' ♦� -�- ♦ \ ■ STEVENS CREEK -
r • • • • • • • 50' BUFFER LINE `♦♦ / ' ��� ►Z� \ - - \ \
_ \ /
- PID #19514101 ` / /' ♦ ♦ / ♦♦♦ ♦1♦ TEMPORARY CONSTRUCTION
MECKLENBURG COUNTY 30' BUFFER LINE . / ,� ' ♦♦ , - ♦ - ' ♦ EASEMENT (TYP) ■ t
• • r► • • DB 30459 PG 495 ♦ ` }� \ ♦♦ - - ' ♦♦ ■ \
/ 111 � �� _ i' ♦♦ / \ ♦ � -- \ ' ♦♦ � --- �\
'an" j _� - ♦♦ _ - - _ ' ♦ PERMANENT SEWER ■ \
• • • • • • • _ !�1 / = .♦♦♦♦' *1
0100 ♦♦♦♦ EASEMENT (TYP)
♦ �!1 '
• • • • • • • - - 1+�i111 ■ ■ ■ 1, 1� t� r 111♦ _ ♦♦ STONE CHECK DAM (TYP) ■ , O
�� / �� r \1�i - - �� ♦�� SEE DETAIL SHEET 24 0
EXISTING MANHOLE i /
ICE E 111 ��� - -
INTERCONNECTION - - - Ice PSUE PSUE r E 1 0 \11111 ■ ■ ��
1k � a a • • • a (SEE DETAIL DWG 20) �/ TCE r E REINFORCED STAeL�'IA'I'�r - 0
' _ Tc BH -1 Psu TCE OUTLET (TYP) \ -�� SILT FENCE (TYP) ♦ _ _
/ — TCE PSUE A3}OO E TCE
-
WE DETAIL SHEET 25 ♦
• • • a a �� TCE - - - - A4+00 SEE DETAIL SHEET 23
i T TCE pSUE _ 20' ��— PSU=— TCE _35�\ \ �\ --- _ --_♦_
rcE \ TEMP. DIVERSION DITCH (TYP) Q
TCE TCE PSUE N8 /5 W \ _ E _ - - - -� AS 00 � TCE _ T \ \ §EE EETAI S EET 25 ♦♦♦
• • • • a a / a T
-.T 5 20 CE
• - - -♦ - ` L�
43 _ — — _ p
TC — I�
i A1 }00 337.83 NITARY SEERuE /_ _ _ = __ __ _ —_ _ = — -S - - Pl 6 p3 4g W _ suE rcE /
• • • • ..G. ED 24„ PVC SA / TEMPORARY RB CK SILT_ -' _ - - - - ' - -� ROPOSE'p ? 3?1.72• \ _A6+00 rcE - - - ♦ ` v J
OS - - r 4 p PSE TCE - `
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_ iii SEE DETAIL SHEET 25 i - - - �V/T,gRy TO of �_ - - - 11 L `_
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PERMANENT SEWER
/ oPsuE ' ' / EASEMENT TYP / / / / n� A7+0p su �� r _= rcE T - �1�
STA. A3+37.83 - - Q � T r 1'► - - � �
- ' I �'n —PSUt i i _ TEMPORARY SILT / / PROPOSED 5' # 6 03, b Psu cE roE 111
i PID 19514101 Psu N6
DITCH (TYP) MECKLENBURG COUNTY - -LJ
TEMPORARY SILT CHEC TYPE B �i%moi �- / / D/A. MANHOLE MH -02 DB 30459 PG 495 P PR�P�SED b32499' A8+oo P _�
SEE SILTBASIN
SSH E T256 '�i/\ _ ' / / / / / / W/VENTED - - - - - - - - SUE 24 PVC
/ FRAME & COVER - - - - PSUE SEWER q9 Q
STA. Ao+oo / , PSUE
- - - - - - _ -
—PROPOSED 5' - STA. A6+59.55
_-----/--_ ��y
- - - -- DIA. /MA/N/H/OLE MH -01 PROPOSED 5 D/A. MANHOLE MH -03
SS (BY OTHERS) �
_ - - -
W/VENTED - - - - -bao- PROPOSED STEVENS CREEK \\
200' BUFFER LINE - - -
/ FRAME &COVER / - _ - - - NATURE TRAIL (BY OTHERS)
SSS_ SS PROPOSED STORMWATER POND - - - - - /
/ //_ - & OUTFALL (BY OTHERS) - eao--
//
PROPOSED SANITARY
� - - _ _
SEWER (BY OTHERS)
PROPOSED STEVENS CREEK
PUMP STATION (BY OTHERS)---------------------------��/
- ----
A 7/11 TED
No. Date By
Know what's below.
Call before you dig.
GHD Consulting Services Inc.
0 40' 80' , 222 South Church Street, Suite 400
Charlotte NC 28202 USA
T 1 704 302 4910 W www.ghd.com
CHARLOTTE CHARLOTTE WATER
W6TER CHARLOTTE, NORTH CAROLINA
7030700047-17-503
Job No. File No.
Scales
PLAN 1" = 40'
PROFILE
Hor. 1" = 40'
Vert. 1" = 4'
As Built Date
FOR 90% REVIEW L. ASSOC JE M_
Revision Surveyed By Designed By
STEVENS CREEK
TRUNK SEWER PHASE I
PLAN AND PROFILE
STA AO+00 TO STA A9+00
Sheet Of
TED MEB 12/1/17 4125
Drawn By Project-Engr Approved By Date
A CITY OF CHARLOTTE DEPARTMENT
W
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AT CENTERLINE
(APPROX.)
6501
100
HAZARD
YR
FL
AREA
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(TYP)
63C
MIN.
COVER
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Cn
XIS
NG
BOTTOM
STEVENS
(APPROX.)
//
♦
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CREEK
PROP. 24" PVC SANITARY SEWER
PROP. 24" PVC SANITARY SEWER
620
16201
PROP. 24 " PVC SANITARY SEWER
PROP. IN = 618.63
®0.20%
TI
PROP. f IN = 617.98
®0.20%
PROP. IN = 617.31
_®0.20%
PROP. OUT = 617.98
PROP. OUT =
618.63
PROP. f OUT = XXX.XX (BY OTHERS)
EXISTING MAN
OLE
NTERCONNECTION
(SEE DETAIL DWG 20)
4144,414,
PROPOSED STEVENS �) \ — l� - 100 YR FLOODPLAIN �� / _ _ \� \ PROPOSED STEVENS
� CREEK TOB BY OTHERS � ' - - - - - � / �"7W.
- 7 ��� \ � � ��� CREEK NATURE
PRESERVE PEDESTRIAN
• - r - - a- - : ~
name Nona
( ) - HAZARD AREA (TYP) \ \\ + /�� \ �\\ BRIDGE (BY OTHERS)
1111111111 ■ ` ' — — — _ — mftmj 2
■111 � + PID #19524101 � ��-+ \
a a • • • • • •11 11■ + / �\ \ /�-�� �- - - - - MECKLENBURG COUNTY \ ♦♦ 11 11 \ \
rcs
\ \ , DB 12412 PG 394 ♦ ♦♦ ��� _
ice/ ♦•■11 ♦•• \/\ -
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/ ♦ \
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r • • • • • • • 50' BUFFER LINE `♦♦ / ' ��� ►Z� \ - - \ \
_ \ /
- PID #19514101 ` / /' ♦ ♦ / ♦♦♦ ♦1♦ TEMPORARY CONSTRUCTION
MECKLENBURG COUNTY 30' BUFFER LINE . / ,� ' ♦♦ , - ♦ - ' ♦ EASEMENT (TYP) ■ t
• • r► • • DB 30459 PG 495 ♦ ` }� \ ♦♦ - - ' ♦♦ ■ \
/ 111 � �� _ i' ♦♦ / \ ♦ � -- \ ' ♦♦ � --- �\
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• • • • • • • _ !�1 / = .♦♦♦♦' *1
0100 ♦♦♦♦ EASEMENT (TYP)
♦ �!1 '
• • • • • • • - - 1+�i111 ■ ■ ■ 1, 1� t� r 111♦ _ ♦♦ STONE CHECK DAM (TYP) ■ , O
�� / �� r \1�i - - �� ♦�� SEE DETAIL SHEET 24 0
EXISTING MANHOLE i /
ICE E 111 ��� - -
INTERCONNECTION - - - Ice PSUE PSUE r E 1 0 \11111 ■ ■ ��
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/ — TCE PSUE A3}OO E TCE
-
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i T TCE pSUE _ 20' ��— PSU=— TCE _35�\ \ �\ --- _ --_♦_
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/ oPsuE ' ' / EASEMENT TYP / / / / n� A7+0p su �� r _= rcE T - �1�
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i PID 19514101 Psu N6
DITCH (TYP) MECKLENBURG COUNTY - -LJ
TEMPORARY SILT CHEC TYPE B �i%moi �- / / D/A. MANHOLE MH -02 DB 30459 PG 495 P PR�P�SED b32499' A8+oo P _�
SEE SILTBASIN
SSH E T256 '�i/\ _ ' / / / / / / W/VENTED - - - - - - - - SUE 24 PVC
/ FRAME & COVER - - - - PSUE SEWER q9 Q
STA. Ao+oo / , PSUE
- - - - - - _ -
—PROPOSED 5' - STA. A6+59.55
_-----/--_ ��y
- - - -- DIA. /MA/N/H/OLE MH -01 PROPOSED 5 D/A. MANHOLE MH -03
SS (BY OTHERS) �
_ - - -
W/VENTED - - - - -bao- PROPOSED STEVENS CREEK \\
200' BUFFER LINE - - -
/ FRAME &COVER / - _ - - - NATURE TRAIL (BY OTHERS)
SSS_ SS PROPOSED STORMWATER POND - - - - - /
/ //_ - & OUTFALL (BY OTHERS) - eao--
//
PROPOSED SANITARY
� - - _ _
SEWER (BY OTHERS)
PROPOSED STEVENS CREEK
PUMP STATION (BY OTHERS)---------------------------��/
- ----
A 7/11 TED
No. Date By
Know what's below.
Call before you dig.
GHD Consulting Services Inc.
0 40' 80' , 222 South Church Street, Suite 400
Charlotte NC 28202 USA
T 1 704 302 4910 W www.ghd.com
CHARLOTTE CHARLOTTE WATER
W6TER CHARLOTTE, NORTH CAROLINA
7030700047-17-503
Job No. File No.
Scales
PLAN 1" = 40'
PROFILE
Hor. 1" = 40'
Vert. 1" = 4'
As Built Date
FOR 90% REVIEW L. ASSOC JE M_
Revision Surveyed By Designed By
STEVENS CREEK
TRUNK SEWER PHASE I
PLAN AND PROFILE
STA AO+00 TO STA A9+00
Sheet Of
TED MEB 12/1/17 4125
Drawn By Project-Engr Approved By Date
A CITY OF CHARLOTTE DEPARTMENT

A CITY OF CHARLOTTE DEPARTMENT
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PROP. IN = 621.52
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PROP.
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RosA E MASCORRO &
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PID #19517143
PID #19517144 PID #19517145 \
Job No. File No.
ROBIN C CARROLL &
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RONDA S AVILA / I ALEX P LECLAIR & +
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As Built Date
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No. Date By
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—
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PID #19517146 .--�
MARGARET RHYNE BIGHAM /
/
/ PID #19516201
MICHAEL P GOLIK /
— x / - _
PID #19516202 / PID #19516203 \ — / X PID #19516204
LUANN M JENKINS I WILLIAM E GENET JR MICHELLE MARIE MCFALL
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7 1 704 302 4910 Wwww. hd.com
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LYNDA BIGHAM EVANS /
DB 27507 PG 32
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` DB 18649 PG 969
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/ LOT 28 LOT 29 LOT 30
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CHARLOTTE CHARLOTTE
W6TER
WATER
CHARLOTTE
NORTH CAROLINA
7030700b No. File
Job No. File No.
STEVENS CREEK
Scales
1" 40' TRUNK SEWER PHASE l
PLAN =
PROFILE
Hor. 1" = 40'
," = 4'
PLAN AND PROFILE
Vert.
STA
A49+00 TO STA A58+00
As Built Date
A 7/11 TED ISSUED FOR 90% REVIEW
L. ASSOC JEM TED
Sheet
MEB 9 11 17 10
Of
25
No. Date By Revision
Surveyed By Designed By Drawn By Project-Engr Approved By Date
A CITY OF CHARLOTTE DEPARTMENT

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EXCAVATIONS SHALL NOT ENCROACH UPON THE DESIGNATED 1:1 ,
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As Built Date
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// \i /------
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"ftwftwCHARLOTTE
CHARLOTTE WATER
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Job No. File No. STEVENS CREEK
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As Built Date
A 7/11 TED ISSUED FOR 90% REVIEWSheet Of
L. ASSOC JEM TED MEB 8/23/17 12 25
No. Date By
Revision Surveyed By Designed By Drawn By Project-Engr Approved By Date
A CITY OF CHARLOTTE DEPARTMENT

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SHALL REPLACE FENCE BETWEEN STATION Job No. File No.
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CHARLOTTE
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NOTES: 7030700047-17-503 STEVENS CREEK
Job No. File No.
1. PRIOR TO SEWER CONSTRUCTION CONTRACTOR
SHALL REPLACE FENCE BETWEEN STATION Scales
1" 40' TRUNK SEWER PHASE l
18+00 TO 30+80 AS SHOWN ALONG PLAN =
PERMANENT SEWER EASEMENT WITH IN—KIND PROFILE
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STA B19+00 TO STA B31+00
As Built Date
A 7/11 TED ISSUED FOR 90% REVIEWSheet Of
L. ASSOC JEM TED MEB 1/21/1 � 4 25
No. Date By Revision Surveyed By Designed By Drawn By Project-Engr Approved By Date
A CITY OF CHARLOTTE DEPARTMENT

`\ \ ► � FOR CONTINUATION SEE SHEET N
$4 036'36 "W _ . 7
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FOR CONTINUATION SEE SHEET N o. 7
ISSUED F
Know what's below.
0111 before you dig.
GHD Consulting Services Inc.
222 South Church Street, Suite 400
Charlotte NC 28202 USA
T 1 704 302 4910 W www.ghd.com
A CITY OF CHARLOTTE DEPARTMENT
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Al
FOR CONTINUATION SEE SHEET N o. 7
ISSUED F
Know what's below.
0111 before you dig.
GHD Consulting Services Inc.
222 South Church Street, Suite 400
Charlotte NC 28202 USA
T 1 704 302 4910 W www.ghd.com
A CITY OF CHARLOTTE DEPARTMENT

A CITY OF CHARLOTTE DEPARTMENT
CITY OF CHARLOTTE STANDARD CITY OF CHARLOTTE STANDARD
CAST IRON FRAME AND
COVER. CAST IRON FRAME AND COVER
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6. ALL SURFACES SHALL BE SMOOTH EVEN TEXTURED WITH A
B o B
MINIMUM OF HONEYCOMB, FINS AND OTHER IMPERFECTIONS.
w
7. PENETRATING LIFTING HOLES SHALL BE PLUGGED WITH
cn
EXPANSION GROUT.
w
77�STALLED
RESHAPE INVERT
/FLEXIBLE COUPLING CAST IN BASE OR
IN CORED HOLE WITH
8. INVERTS MAY BE 3600 PSI READY MIX CONCRETE IN LIEU OF
00
SECTION B -B
BRICK. PRECAST INVERTS ARE ACCEPTABLE.
TAINLESS STEEL COMPRESSION DEVICE.
9. STEPS IN 5' DIAMETER MANHOLES TO BE OVER WIDEST SHELF.
O8AND 10" PIPE, INVERTS ARE TO BE
10. 4'0 CONE SECTIONS MAYBE USED WITH 5'0 MANHOLES WITH A
3/4" PIPE OD AT TROUGH, FOR 12" AND
5'-4" TRANSITION SECTION PLACED DIRECTLY BENEATH THE
4 CONE.
LARGER PIPE, PROVIDE FULL INVERT AS
11 MANHOLE SECTIONS SHALL BE DESIGNED FOR H-20
SECTION
A -A
SHOWN. THE SHELF SHALL SLOPE 2" FROM
LOADING.
THE MANHOLE WALL TO THE TROUGH.
12. MINIMUM HEIGHT FOR CONCENTRIC CONES ON MANHOLES WITH
BOLT DOWN F&C IS 32".
NOTES:
13. COPPER TRACER WIRE TO BE WRAPPED AROUND OUTSIDE OF
MANHOLE AND UP TO CONNECT WITH GROUND ROD.
14. 5/8" COPPER GROUND ROD CAST IN MANHOLE 1" BELOW TOP
1.
PIPE FOR INSIDE DROP SHALL BE SDR 35 PVC CONFORMING TO ASTM
STEP IN CENTERLINE OF STEP, GROUND ROD NOT TO
2.
SPECIFICATION D3034.
BOTTOM BEND TO BE 90' SHORT BEND, BELL SPIGOT, OF SDR 35
PROTRUDE PAST INSIDE EDGE OF STEP.
PVC. SPIGOT OF BEND TO REST DIRECTLY ON EXISTING SHELF.
15. CONNECT TRACER WIRE TO GROUND ROD WITH GROUND ROD
CONSTRUCT MASONRY THROUGH FROM DROP EFFLUENT TO MAIN
Z)r
CLAMP WITH SS SCREWS. WRAP ALL EXPOSED METAL WITH
CHANNEL.
RUBBER ELECTRICAL SPLICING TAPE.
16. TRACER WIRE IN 1/2" PVC CONDUIT ATTACHED TO MANHOLE.
3.
NOTCH BELL OF PVC DROP TO ACCEPT D.I.P. SPIGOT AS SHOWN.
4.
LOCATE STRAPS AT PIPE BELL AND ABOVE BELL OF 90' BEND AS
SHOWN. ADD EXTRA STRAPS AS NECESSARY TO MAINTAIN MAXIMUM
SPACING OF TEN FEET.
5.
HOLE IN MANHOLE WALL TO BE MADE WITH A CORING MACHINE.
INSTALL FLEXIBLE RUBBER COUPLING.
6.
CORE HOLE SHALL NOT ENTER CONE SECTION.
2" FALL
7.
STEPS SHALL BE RELOCATED IF THEY CONFLICT WITH INSIDE DROP.
(TYP.)
I
INSIDE DROP DETAIL
PRECAST MANHOLES
4' & 5' DIAMETER
NOTES:
1. MANHOLE BASE SHALL BE 4000 PSI CONCRETE PLACED ON
=
A
A
UNDISTURBED EARTH AND MAY BE PLACED AGAINST SHAPED
i'
BANKS IN LIEU OF FORMS.
2. CONTRACTOR SHALL NOT CUT THE EXISTING SEWER PIPE
UNTIL PERMISSION IS GRANTED BY THE ENGINEER OR SRU
INSPECTOR - AFTER FINAL PROJECT APPROVAL.
3. WRAP OUTSIDE MANHOLE SEAMS (JOINTS) WITH WIDE BUTYL
TAPE.
4. MANHOLE TO CONFORM TO CITY STANDARDS AND
(7)=
SPECIFICATIONS FOR PRECAST MANHOLES.
�10
5. ALL MANHOLES ARE REQUIRED TO BE VACUUM TESTED.
0
I 1-1/4"
6. 4' INSIDE DIAMETER MANHOLES SHALL HAVE 5" THICK WALLS
rn
5' INSIDE DIAMETER MANHOLES SHALL HAVE 6" THICK WALLS
7. MANHOLES MUST NOT HAVE ANY LARGE CHIPPED AREAS,
PLAN
STAINLESS STEEL
BROKEN AREAS, CRACKS, OR EXPOSED REINFORCEMENT, OR
NUTS & BOLTS
OTHER DEFECTS. DEFECTIVE MANHOLES WILL NOT BE
ACCEPTED.
V\8/
O
BUTYL MASTIC BETWEEN
A
MANHOLE AND FRAME &COVER
PRE -CAST RINGS (WHEN NEEDED)
/2"A
MAXIMUM OF 11 1/2-
INCLUDING BUTYL MASTIC
A-
BUTYL RUBBER
SEALS IN JOINTS
10-3/4-
12"
=
=L_\
5" MIN
6" MIN
\_.'
CONCRETE BLOCK
COPOLYMER POLYPROPYLENE PLASTIC
PIPE DIA.
CONCRETE MONOLITHIC
POURED
1/2" GRADE 60 STEEL REINFORCEMENTZ
8" MIN
UNDISTURBED SOIL OR COMPACTED
SECTION AA WASHED STONE WHERE POOR SOIL
SECTION A -A
CONDITIONS EXIST
5-3/4"
CHARLOTTE CHARLOTTE WATER
THIS STEP TO BE DRIVEN INTO
W6TER
TAPERED HOLES IN PRECAST
CHARLOTTE, NORTH CAROLINA
MANHOLE SECTIONS. DO NOT
USE AS A GROUTED -IN STEP.
DOGHOUSE MANHOLE
7030700047-17- 503
1000 LB. PULL OUT TEST REPORT
STEVENS CREEK
REQUIRED ON EACH
STEP.
Job No. File No.
Scales
TRUNK SEWER PHASE I
PLAN NTS
PROFILE
PLASTIC STEP
CORED HOLE
MANHOLE DETAILS (SHEET 1 OF 2)
Vert. NTS
DRIVEN IN
PLACE
As Built Date
Of
A 7/11
TED ISSUED FOR 90% REVIEWSheet
L. ASSOC JEM TED MEB 9 11 17
16 25
No. Date
By Revision
Surveyed By Designed By Drawn By Project-Engr Approved By Date
A CITY OF CHARLOTTE DEPARTMENT

5/8"x2 1/2" EXPANSION ANCHOR BOLTS
ON BOTTOM BRACKETS.
5/8"x4" EXPANSION ANCHOR BOLTS ON
TOP BRACKET.
BIRD/INSECT
SCREEN
"ANGLE AS SEAT MANHOQUARELLYSONO
1/4'
TOP BRACKET ONLY
11 1/2-
1 1/2- 8 1/2- 1 1/2-
1
/2"1 1 /2"
I I
I I
11/16"0 HOLES BRACKET FABRICATED
DRILLED AS SHOWN FROM 1/4" STEEL PLATE
PIPE BRACKET PIPE BRACKET
(SEE THIS SHEET)
WASHER PLATES
1 4"
TO PLUMB VENT
1/4" PLATE A
� I
LJ
A
SECTION A -A
ACCORDING TO THE TYPE OF PRECAST MANHOLE.
WASHER SPACERS MAY BE REQUIRED ON LOWER
BRACKETS.
1/4'
5"0 STEEL PIPE
1_Z4-
0
W
a
CIT -r
9. o
[
1 4"
PLUG
WATERTIGHT FRAME AND
COVER (BOLTED DOWN)
STEPS AND VENT
INSTALLED ON STRAIGHT
WALL OF M.H.
PRECAST CONCRETE MANHOLE
MANHOLE VENT DETAIL
NOTES:
1. VENT SHALL BE ON CREEK SIDE AND POINT
DOWNSTREAM.
2. VENT AND BRACKETS SHALL BE PAINTED PER
SPECS.
3. AVOID PLACING PIPE BRACKET AT MANHOLE JOINTS
OR STEPS.
4. ANCHOR SLEEVE, THREADED STUD AND NUT SHALL
BE STAINLESS STEEL OR GALVANIZED STEEL.
5. ROTATE STRAIGHT WALL OF MANHOLE TO CREEKSIDE.
w
O V
a
om
z
za
X Y im (
0"-72" 1 60" 1 3
72"-84"
"
)VER 84" 72" 3
CHARLOTTE CHARLOTTE WATER
W6TER CHARLOTTE, NORTH CAROLINA
7030700047-17-503
Job No. File No.
Scales
PLAN NTS
PROFILE
Hor. NTS
Vert. NTS
As Built Date
A 7/11 TED ISSUED FOR 90% REVIEW L. ASSOC JEM
No. Date By Revision Surveyed By Designed By
STEVENS CREEK
TRUNK SEWER PHASE I
MANHOLE DETAILS (SHEET 2 OF 2)
Sheet Of
TED MEB 9/11/17 17 25
Drawn By Project—Engr Approved By Date
A CITY OF CHARLOTTE DEPARTMENT

A CITY OF CHARLOTTE DEPARTMENT
3/4" LETTERS
1" LETTERS
(RECESSED FLUSH)
nRy 0 1" VENT HOLE
(RECESSED FLUSH)
3/4" LETTERS IRO /y
1" ARIAL TEXT ®j;�
5/8" ARIAL STYLE TEXT
NETRATING JpRT EI RpN wpRks
�, ®�
s� JpRDAN
Wpb°�®RIOT
(RECESSED FLUSH) EP �s
T E®��
TF
PICKNHOLESON
1 1" LETTERS
1 5/8" OT T E ��
S �PR� WA 1 ARIAL TEXT
G °
O T E
�/—DETAIL
GAP
CAM LOCK
2 CORED �0
.9 (RECESSED FLUSH)
P ICKBARS
5/8" ARIAL STYLE TEXT
HOLESNETRATING -9�
PICK HOLES
�
1 5/8"�
"WARNING
SEE ASSEMBLY
-z-
CAM LOCK v
WARNING
�
v ANITARY (2) CORED
DO NOT ENTER
SEE ASSEMBLY SANITAR , 1/2"
DETAIL
EWER
DO NOT NT (2) - LIFTING BARS
PICKBARS
SEWER
(2) - NON PENETRATING
PICK HOLES
� O
(2) -NON PENETRATING
PICK HOLES
�
1 1/2-1
1 1 /2"
"-11x4"
� � 3/4" LETTERS
TYPE 304 S.SBOLT HEX .
1 1/2-
4U 1 1/2"1
USF CAMLOCK WASHER ,A /2n (RECESSED FLUSH)
1
5/8" HEX HEAD BOLT 1 /16"x5/8"x1 1 /2" WASHER �
�
3/4" LETTERS /
s,�Q'
q T N� E�
S.S.
TYPE304
RUBBER 5/8" ID 1.50 OD ��
TYPE 304 S.S. C,
s q �Q
A s ��
(RECESSED FLUSH) �C
D O N®�
A R Y s
Do NO
R Y
E ON U.B.
MADE i N USA 1" VENT HOLE
ON U.S.�'°
—
= 2 3/8"
1 1/8-- BOSS
LOCK LUG MADE IN USA /
26"
6 10/4" 15/16" 4" 1 1/2-
0 26"
13/16" 1 1/2"
26"
6 1 /4" 22 "
"
—
3/8"
0 26"
NUT HEX 5/8"-11 13/16" 1 1/2"
TYPE 304 S.S. NYLK
�
�
15/16
I
3 1/4- O 0
3 13/16"
I
=
3 1 /4" = O —� �� _ '"�
2 1/8-
NUT HEX JAM 5/8"-11
TYPE 304 S.S.
3 1 /8" 1 /2rr
1 15/16" ��
5 3/16
1 5/8" 3 1/8- 1 /2" �
1 15/16 "
0 22 13/16" NEO NE
2 1/8" " GASKET
1 3/8" 0 22 13/16"
1 1/2"
I� 5 3/16"� 3/16"
0 25
01" VENT HOLE -
15/16"
9/16"
15/16"
I
3 13/16" O.D. OF GKT GROOVE
T
i
I I �
011/16" 1 3/8"
6 1/2"
1/2"
9/16"
5/8" TYPE 304
5/8"
TYPE 304 1/2"
5/8" TYPE 304 MACHINED
S.S. ROD SURFACE
S.S. ROD
MACHINED
SURFACE EAST JORDAN IRON WORKS
S.S. ROD
3 16 DOVETAIL
/
GROOVE MACHINED
1 2rr
'1800 /)��t/8"TYPE 304 EAST JORDAN IRON WORKS
USF NR
USF NL
SURFACE
.2400" MACHINED S.S. ROD
SURFACE
DATE 5/8"
3/4" 1 1/4-
1040C
2 1 /4" UT I
7/16" MO/DA/YR X
PROD. NO.
DATE
5/8"
3/4" 1 1/4-
3/16-
1040AGS
2 1/4- 7/16" lom
" rr MO/DA/YR X
1 3/8 1 PROD. NO.
CLASS 35
1 3/8" ASTM A48 CL35B
1 ��
0 7/8 CLASS 35
" CAM LOCK
ASTM A48 CL35B
-- --
-- -- 1" VENT HOLE
HOLE ® 22"
"
3/8 �- 5/8"-
5/16"
----- _
— -
/4""
3/grr
�J L
" DOVETAIL
180
rr [:.240"
1 1/8
3 4"
/
GROOVE
GROOVE
PICK HOLE DETAIL
PICK HOLE DETAIL
PICK HOLE DETAIL
PICK HOLE DETAIL
TYPE 1 24—INCH MANHOLE COVER (VENTED)
TYPE 3 24—INCH MANHOLE COVER WATERTIGHT GASKET CAMLOCK (SOLID)
(4)-0 1" ANCHOR g S S d �
HOLES ONA
b' S .n
�Sn Ni �,o
(4) - 0 1" ANCHOR ST JpRDAN IRON WpR
P Ks
n
0 33 3/4 B.C.D.
�
��� b�V
HOLES ON A E
0 31" B.C.D.
/ 0
0
s
b S 0 (4)-0 1" ANCHOR
/ � HOLES ON A
s
�� b� 0 32 3/4" B.C.D.
Y
o
0Dz
V) p
w
0 2
0
C) o
MACHINED
r
v 7)
MACHINED
SURFACE
0 0
cin
SURFACE 0 0
1 1 /2"
w
Lp J
1 1 /2" EAST JORDAN IRON WORKS
FMADE
O,q T E
MADE I N U S A
IN USA
MACHINED FRAME
SURFACE
MACHINED
OO SURFACE
1 5/8" 1 1/2-
Oq
iE
27 1/4"
FRAME
1 1/2"
34"
I
1" 26 1/4" 1 1/2"
1 1/2"
� n
26 1/4" 1 1/2
MACHINED
27 7/16"
1
SURFACE
26 1/4- FRAME
24"
4"
24" 1/2"A
27 15/16"
36r'
26 1/4"
4"
24"
26 1/4"
1 1/2"
36"
24"
27 1/4"
5/8»
I 1 4
1 1 /2"
F
27„
4" I
—T-5/8'5/8"
CHARLOTTE
CHARLOTTE WATER
W�TER
„
11/2”
CHARLOTTE, NORTH CAROLINA
36
26 1/4"
MACHINED
SURFACE
7030700047-17- 503
Job No. File No. STEVENS CREEK
TYPE B 24—INCH MANHOLE
FRAME 4 INCHES TALL
TYPE
C 24—INCH MANHOLE FRAME 4—INCHsales
PLAN NTS TRUNK SEWER PHASE l
TALL
INVERTED — REVERSIBLE (CAST IN) PROFILE
Hor. NTS
NTS 24 IN. MANHOLE FRAME
Vert.
AND COVER DETAILS
As Built Date
A 7/11 TED ISSUED
FOR 90% REVIEWSheet Of
L. ASSOC JEM TED MEB 9/11/17 1 $ 25
No. Date By
Revision Surveyed By Designed By Drawn By Project-Engr Approved By Date
A CITY OF CHARLOTTE DEPARTMENT

A CITY OF CHARLOTTE DEPARTMENT
MACHINED
0 1" VENT HOLE
SURFACE
1" LETTERS (2) CLOSED
(RECESSED FLUSH)
� ORpTA PICKHOLES
R0 ry w0R
MACHINED
TSURFACE
1" LETTERS
T(RECESSED FLUSH)
(2) CLOSED
`pTTE-Wq��
G®0�R 1 5/8-
Pss � s
E
7-
PICKHOLES
7" k
7/8
1 5/8"
r-VENT HOLE
\.O 1" DIA VENT
VENT --I-
® CAM LOCK "
7/16
1` (2) CAMS
C.) �J (SEE DETAIL)
CAM LOCK 8"
PQ- �HOLE
HOLE,Z.o
.. V (2) CAMS
DSEE ETAILSSEMBLY
O
DSEE ETAILSSEMBLY7/16"
® ®�
®
(SEE DETAIL)
0
1/2"—
WARNING g 7 g"
/
x of
� 0 SANITARY
�0 9" 32" �O
® ®
1 2"
/
1*0 T SANITARY
DO NOT ENTE
�w SEWER
WARNING 1 8 7/8"
DO NOT ENTER,_�
\I- 9" i 32" o
O �
® ®® ®®®
® ®® ®
N —
"� o SEWE
® 1" ARIAL STYLE
TEXT TYP.
o " /
.. 1 /4 1 3/4" LETTERING G
„
ISTYLE
j
o 1 /4"
®®
5/16" RECESSED
I v/�
TEXT TYP.
®
-V7��
5/16" 'A
�/
ORS GASKET
S,q ^n� NEOPRENE
NOTARY SGRUBBER
1 1 4"
/ (3
MACHINED DO N
® ®
® ORS GASKET
SqN�
��
3 1/2" 1 1/4" /VG '(
/ "
(2)-NON 60 DUROMETER
MADE IN U.S.P•
PENETRATING
1" LETTERING
SURFACE M q ° s ' RECESSED
wVv NEOPRENE
T S RUBBER
(2)-NON TA 60 DUROMETER
Y D0 ND 1 3/4 LETTERING
MACHINED M a RECESSED
SURFACE a ° s
I
PICKHOLES 1 1/2" F�
PENETRATING MADE IN U - s • P �
E ' " 1" LETTERING
"
32 3 1/2"
27 3/4"
PICKHOLES II
1 1/2 F�
RECESSED
1 1/2" 28 5/8" TYPE 1 X 3 1 /2" LG 5/8" I.D. 1 1 /2" O.D. 5/8" 1 1 /2"
3 1/2" TYPE SS
32" 1/2"
27 3/4"
"
BOLT
HEX BOLT
TYPE 304 SS FLAT WASHER
1 1/2" 28 5/8" 5/8"-11 X 3 1 /2" LG 5/8" I.D. 1 1 /2" O.D. 5/8" 1 1 /2
3 1/2" TYPE 304 SS TYPE 304 SS FLAT WASHER
_ _ USF CAMLOCK
F3
5/8" HEX HEAD BOLT
" "
5/8 I.D. 1 1/2" O.D. r ��
RUBBER WASHER F7T
_ = USF CAMLOCK HEX
5/8" HEX HEAD BOLT
BOLT
5/8" I.D. 1 1/2" O.D.
RUBBER WASHER F J I !
ALL GRADE S.S.
MACHINED TYPE 304
SURFACE
3 1/2"-J5/16"
MACHINED
ALL GRADE S.S.
MACHINED TYPE 304
--
5/16"
CAM LOCK
`
BRONZE 1/4" 9 SURFACE
LOCK LUG
CAM LOCK SURFACE
VENT HOLE
3 1/2 " MACHINED
��
OCKBRONZLUG 1/4 9 SURFACE
45, - 21/2"
-
NEOPRENE
5/8-11 HEX GASKET
I
\ I — 2 1/2"
NEOPRENE
GASKET
=
)
JAM NUT TYPE 304 SS
45' =
HEX
3/8"
� I
JAM N TYPE 304 SS
AM N
G
s�
WELD ON JAM NUT OR
3/8"
11 /16��
TYPE 304 SS PEEN END THREADS ON BOLT
5/88-11 NUT
NYLOK
G
WELD ON JAM NUT OR
2 1/8"
11/16"
� � \ 2 1 /8"
22'5' ORS GASKET
5/8-11 TYPE 304 SS PEEN END THREADS ON BOLT
NYLOK NUT VENT HOLE--
2 1/4"
22.5' ORS GASKET
_ \ RUBBER 5/8"
v "
4' 60 DUROMETER 3/4" 1 1 /4
2 1 /4" 7/16" 1480GS
A CLDI
1 3 8 o O
/ 1" PROD. NO.
NEOPRENE
r RUBBER 5/8"
4__ r 60 DUROMETER3/4" 1 1/4"
GS
7/16" 1480ClCLDI
3/8" 1" PROD. NO.
_
----TT 3/16"
II
MO/DY/YR X
—_ --
—1 MO/DY/YR X
0 7/8" CAM LOCK
—
-L— -
3/16„
\
-----� �--
09HOLE ® 0 28 5/8" 3/8" 5/8"
5/16"
180" 3/4"
0 7/8" CAM LOCK
HOLE ® 0 28 5/8" 3/8" 5/8 "
F
I 3/4"
CLASS 35 GRDOVETAIL GROOVE
.240
240"
DI 80-55-06
— 18" 5/16"
.180"
f� "
CLASS 35 3/16" DOVETAIL
PICK HOLES DETAIL
PICK HOLES DETAIL
GROOVE
DI 80-55-06
PICK HOLES DETAIL
PICK HOLES DETAIL
TYPE 4 30-INCH MANHOLE COVER
VENTED, GASKET, CAMLOCK (VENTED)
TYPE 5 30-INCH MANHOLE COVER WATERTIGHT, GASKET, CAMLOCK (SOLID)
31 b4
31 ba (6) - 0 1" ANCHORNV(11:lor
lsb3
O
/
HOLES ONA
0 37 1/2S B.C.D.4�
\ 6,
//
\\ s
(1CHOR �o
0\�
� // �
2J-
HOLES 0N A
y /
(6) - 0 1" ANCHOR
(6)
//
0 35 5/8" B.C.D.
�o s
HOLES ON A
0 37" B.C.D.
ICU ?
��
O
If
/�
o
0
\\
\�
MACHINED
/�
0
SURFACE
O
z 0
o
\\ // ^0MACHINED
\ SURFACE
FRAME--\20 /
/
O
L
\\
FRAME
N \
\ /
MACHINED
J MACHINED
SURFACE
FOV NDRY
op1�Q11
SURFACE
0
1 5/8F
1
1 1/2
• S (�
FOUNDRY
MADE IN USA O
MO/DAY/YR
7/16"
Ll 1/2-
40 3/4" MACHINED
32 1/4" SURFACE
MACHINED
SURFACE 38"
32 1/4"
30"
1 1/2"
1 1/2" 11/16"
30"
33 1/4" FRAME
32 1 /4"
33 1/4- 1 1/2"
�
� 4"
I
1 1/2" 1 "
4"
32 3/16"
1 1/2"
4" 321/4"
1 1/2"
5/8"
4 1/2"
32 1/4"
33 1 4
/"
CHARLOTTE CHARLOTTE WATER
30"
32 1/4"
2 9/16" 30"
33 15/16"
V% �T E R
WCHARLOTTE NORTH CAROLINA
9
"
40 3/4
40 3/4"
7030700047-17-503
STEVENS CREEK
Job No. File No.
Scales
PLAN NTS TRUNK SEWER PHASE I
TYPE E 30-INCH MANHOLE FRAME 4-INCH
TYPE D 30-INCH MANHOLE
FRAME 4-INCH TALL
PROFILE
TALL INVERTED - REVERSIBLE
(CAST IN) Hor. NTS
30 /N. MANHOLE FRAME
Vert. NTS
AND COVER DETAILS
As Built Date
A 7/11 TED ISSUED FOR 90% REVIEWSheet Of
L. ASSOC JEM TED MEB 9 11 17 19 25
No. Date By
Revision Surveyed By Designed By Drawn By Project-Engr Approved By Date
A CITY OF CHARLOTTE DEPARTMENT

1900
INITIA
PIF
PIPE SPRIN
HAUNCI
BEDDIN,
FOUNE
SUBGRADEJ
NOTES:
1. FOUNDATION MATERIAL ONLY REQUIRED WHEN UNSUITABLE
SUBGRADE MATERIALS ENCOUNTERED.
2. SEE SPECIFICATION 02223 (BACKFILLING) FOR MATERIALS
REQUIRED.
TYPICAL TRENCH DETAIL
STRAIGHT THROUGH
4 -WAY JUNCTION
FORM BENCH WITH
4000 PSI CONCRETE
4ANHOLE WI
RIGHT ANGLE
3 -WAY JUNCTION
CONCRETE BASE SECTION
:l�:T�P►
SLOPE BENCH TO
CHANNEL ® 1%
PROPOSED
MANHOLE
NOTES:
1. FINISH ALL CHANNELS AT PROPER GRADE AS TO ALLOW
SMOOTH AND UN -OBSTRUCTED FLOW ALL INVERTS TO BE
FLUSH WITH THE INSIDES. MINIMUM CHANNEL SLOPE = 0.2%
FLOW CHANNEL AND BENCH DETAIL
CONDITION
SCHEMATIC
REQUIREMENTS
CARRIER PIPE
WL
NCDOT
THICKNESS
I
(INCHES)
A. WATERLINE AND SEWER LINE PIPE
LENGTHS TO BE CENTERED AT
(INCHES)
THOMPSON RD
CROSSING. EACH LENGTH OF PIPE
WATERLINE
MORE THAN
IS TO BE 10' MINIMUM.
ABOVE
18 INCHES
0.250
SEWER LINE
SL
A. WATERLINE AND SEWER LINE PIPE
SL
LENGTHS TO BE CENTERED AT
CROSSING. EACH LENGTH OF PIPE.
B. COMPACTED SELECT FILL OR WASHED
SAND TO THE CENTERLINE OF
SEWER LINE
MORE THAN
EXISTING UTILITY PIPE.
ABOVE
18 INCHES
WATERLINE
WL
BACKFILL
WL - WATERLINE
SL - SEWER LINE, SANITARY OR STORM
D PIPE BEDDING
D -OUTSIDE DIAMETER OF PIPE
IN NO CASE SHALL PIPES BE CLOSER THAN
18" APART. DISTANCES ARE MEASURED
BETWEEN OUTSIDES OF PIPE.
D
PLUS 2'
END CLOSURE
SEE DETAIL
BELOW
DRAINAGE GRAVEL
(10 CF OF STONE)
WATERMAINZSEWER CROSSING
SPIDER SUPPORTS OR
APPROVED EQUAL
SLOPE TO DRAIN
PROVIDE" WEEP HOLE
AT LOW POINT OF CASING
ENCASEMENT PIPE
r -PROPOSED
SEWER MAIN
RESTRAINED JOINT DIP
CARRIER PIPE
45*
,'ARRIER PIPE
_q
STEEL SPIDER SUPPORTS
ENCLOSE ENDS WITH 8"
BRICK MASONRY (SEAL WITH
NON -SHRINK GROUT AS 90,
NECESSARY)
END CLOSURE SECTION SECTION
INIMUM SIZE AND THICKNESS STD. FOR ENCASEMEN
PIPE
LOCATION
CARRIER PIPE
CASING PIPE
NCDOT
THICKNESS
w 1
(INCHES)
(INCHES)
(INCHES)
THOMPSON RD
16
30
0.312
THOMPSON RD
12
24
0.250
STEEL ENCASEMENT PIPE
NOTES:
1. REFER TO APPLICABLE PERMIT FOR MINIMUM REQUIREMENTS
GOVERNING HIGHWAY UNDERCROSSINGS.
2. STEEL "SPIDERS" SHALL BE USED FOR SUPPORT OF THE
CARRIER PIPE WITHIN THE ENCASEMENT (CASING) PIPE.
3. A MINIMUM REQUIREMENT OF 2 SPIDERS PER JOINT OF CARRIER
PIPE SHALL BE REQUIRED.
4. SPACING OF SPIDERS WILL BE DICTATED BY THE LENGTH OF
CASING PIPE AND NUMBER OF JOINTS OF CARRIER PIPE.
5. THERE SHALL BE NO WELDING OF CASING UNDER PAVEMENT.
CASING PIPE WITH SPACERS
STAINLESS STEEL TAKE-UP CLAMP
1 FOR PIPE 14.3" OD OR SMALLER
2 FOR PIPE 14.3" OD OR LARGER
V
SLOPE TO CHANNEL
STAINLESS STEEL POWER
SLEEVE RING OR
APPROVED EQUAL
CHANNEL
- o
GASKET
EXISTING
BENCH
NOTES:
1. CORE DRILL ENTRANCE HOLE IN MANHOLE BARREL, BASE AND/OR
BENCH FOR REQUIRED PIPE CLEARANCE. PER MANUFACTURERS
RECOMMENDATIONS.
2. WATERTIGHT PIPE TO MANHOLE BOOT SEAL REQUIRED FOR ALL
CORE DRILLED ENTRANCE HOLES IN MANHOLE BARREL AS SHOWN.
CONNECTION TO EXISTING MANHOLE
EXISTING PIPE CROSSING (SEE1'-
WATER MAIN CROSSING DETAIL
FOR CONCRETE ENCASEMENT)
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PIPE CROSSING SUPPORT DETAIL
avAHMID
PIPE VARIES WITH /
SLOPE
PIPE BEDDING
PROPOSED SEWER
R
EXIST. OR FINISHED GRADE
1�, MINIMUM
4' MIN. COVER
AT T
22 -1/2 -BEND
(PVC, DIP OR CISP.)
COMPRESSION JOINT SEALER
SEWER TAP SADDLE
EPDXY SEALANT AS
RECOMMENDED BY TAP
SADDLE MANUFACTURER
VITRIFIED CLAY, PVC
OR DUCTILE IRON PIPE.
NOTES:
1. THE OPENING PIPE SHALL BE CUT WITH A TAP
MACHINE ONLY.
2. THE TAP SHALL BE MADE IN THE UPPER HALF OF
THE PIPE AT 45' FROM THE HORIZONTAL.
3. MAXIMUM SIZE TAP SHALL BE FOUR INCHES.
4. TEE & BEND TO BE FULLY ENCASED WITH #67
CRUSHED STONE.
5. SDR 35 PVC LATERAL PIPE REQUIRE TYPE III
GRANULAR BEDDING.
6. MIN. CLEAR TO PIPE JOINT ON MAIN SHALL BE
1'-0".
7. THE LATERAL MUST BE INSTALLED PERPENDICULAR
TO THE MAIN.
8. IF THE LATERAL HAS LESS THAN 3' OF COVER, THE
LATERAL MUST BE D.I.P.
4" LATERAL (TAP
SURFACE FLOW
DIVERTED BY SWALE
0
P�
SURFACE FLOW
DIVERTED BY SWALE
SEED AND MULCH W/—
SURFACE BINDER
AGGREGATE BED OVER
GEOTEXTILE FILTER CLOTH
AGGREGATE APPROCH
1: 5 (V: H) MAXIMUM SLOPE ON ROAD
SURFACE FLOW DIVERTED BY SWALE SURFACE FLOW
DIVERTED BY SWALE
\--NEW ROAD
GEOTEXTiLE FILTER CLOTH
ORIGINAL STREAM BED
AGGREGATE BED OVER
TEMPORARY FORD CROSSING
CHARLOTTE CHARLOTTE WATER
W6TER CHARLOTTE, NORTH CAROLINA
7030700047-17-503
Job No. File No.
Scales PLAN NTS
PROFILE
Hor. NTS
Vert. NTS
As Built Date
ISSUED FOR 90% REVIEW L. ASSOC JEM
Revision Surveyed By Designed By
STEVENS CREEK
TRUNK SEWER PHASE I
STANDARD SEWER DETAILS
(SHEET 1 OF 2)
Sheet Of
TED MEB 9/11/17 120125
Drawn By Project-Engr Approved By Date
A CITY OF CHARLOTTE DEPARTMENT

1 111111! Ell In., 11
2'-6-
12* HOLE FILLED'
WITH CONCRETE
SECTION VIEW
PLASTIC GREEN MANHOLE MARKER
LABELED SEWER MH (SEE NOTES)
GROUND ROD CLAMP
SECTION VIEW
1 6" I - 12" MIN.
I TRACER
I CONNECT EACH TRACER WIRE TO GROUND
I ROD WITH GROUND ROD CLAMP WITH
STAINLESS STEEL SCREWS (SEE DETAIL ABOVE).
� WRAP ALL XPOS D M TA HATH
5/8- COPPER GROUND ROD.
CAST IN OR CORE IN I
MANHOLE 1" BELOW STEP I
INRUN N P. I
CE TE E OF STEP.
DO NOT PROTRUDE PAST SEWER I
INSIDE EDGE OF STEP.
LATERAL ♦___-_ -I
I
--
D.)
STEEL
SCREWS (TYP.)
E E E L
RUBBER ELECTRICAL SPLICING TAPE.
NO. 12 GAUGE SOLID
��COPPER TRACER WARES (TYP.)
(SEE NOTES)
ALL VERTICAL HARE SHALL BE PLACED
IN 1" ID PVC CONDUIT
SPLICE TO
N0. 12 GAUGE SOLID MAIN TRACER WARE
COPPER TRACER WIRE (TYP.) FOR NEW SEWER
SEE NOTES
SEWER SADDLE TAP NEW SERVICE ON EXISTING MAIN
MAGNESIUM ANODE (1 LB. MIN.)
L-L-LfREQUIRED WHERE NO TRACK
WIRE IS LOCATED ON SEWER MAIN
FLOW FLOW
GRAVITY SEWER MAIN
WRAP EACH TRACER WARE AROUND OUTSIDE
OF MANHOLE AND CONNECT TO GROUND ROD
NOTES:
1. TRACER WIRE SHALL BE AWG NO. 12 GUAGE SOLID COPPER WITH 30 MILS GREEN HDPE INSULATION.
2. FOR GRAVITY MAIN AND OR LATERAL INSTALLATIONS LESS THAN 8 FEET, THE TRACING WIRE SHALL BE
ATTACHED TO THE PIPE. TRACER WIRE SHALL BE LAID FLAT AND SECURELY AFFIXED TO THE PIPE AT 10 FOOT
INTERVALS USING ZIP TIES. FOR GRAVITY MAIN AND OR LATERAL INSTALLATION DEEPER THAN 8 FEET, THE
TRACING WIRE SHALL BE ATTACHED TO THE PIPE AND PLACED AT A DEPTH OF 4 TO 5 FEET DIRECTLY ABOVE
THE SEWER PIPE. TRACER WIRE SHALL BE PLACED IN CONDUIT WHEN NOT PLACED AT THE SEWER PIPE. (SEE
CLTWATER STD. DETAIL TS1) THE WIRE SHALL BE PROTECTED FROM DAMAGE DURING THE EXECUTION OF THE
WORK. NO BREAKS OR CUTS IN THE TRACER WIRE OR INSULATION SHALL BE PERMITTED.
3. WHERE LATERAL TAPS ARE MADE BY SERVICE SADDLES, THE TRACER WIRE SHALL NOT BE ALLOWED TO TO BE
PLACED BETWEEN THE SADDLE AND MAIN.
4. SPLICES IN THE PRIMARY TRACER WIRE ALONG THE SEWER MAIN SHALL INCLUDE 3 FEET OF SLACK WIRE ON
EACH SIDE OF EACH SPLICE.
5. FOR INSTALLING A NEW LATERAL ON AN EXISTING MAIN WITH TRACER WIRE, ONLY SPLICE TO EXISTING WIRE
WITH 3 FEET OF SLACK ON NEW LATERAL.
6. MANHOLE MARKERS SHALL BE PLACED ADJACENT TO MANHOLES AT THE DISCRETION OF ENGINEER OR
ENGINEER'S REPRESENTATIVE.
I I -SEWER LATERAL WRAP TRACER WIRE
FLOW
NO. 12 GAUGE SOLID COPPER
TRACER WIRE (TYP.)
NEW SERVICE ON EXISTING MAIN
MAGNESIUM ANODE (1 LB. MIN.)
REQUIRED WHERE NO TRACER
WIRE IS LOCATED ON SEWER MAIN
AROUND OUTSIDE OF
N0. 12 GAUGE SOLID COPPER MANHOLE AND CONNECT
TRACER WIRE (TYP.) TO GROUND ROD
EXISTING
GRAVITY
MAIN
SERVICE CONNECTION
Ill
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PLACED IN CONDUIT WHEN
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CONNECTION DETAIL
wiw
NOT PLACED AT SEWER PIPE
...........
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' `STEEL REBAR
SIZE #3 OR #4
EXTEND TRACER WIRE TO 1 CONCRETE PAD
JUST ABOVE CLEANOUT PLUG. 1 (SEE CLTWATER STD.
PROVIDE 24" NEATLY COILED -- DETAIL)
WARE IN BOX. 1
ALL VERTICAL WIRE SHALL BE PLACED -Al
IN 1/4" OR 3/8" ID CONDUIT 1
SDR 9 PEX TUBING - ASTM F876 (TYP.) 1
1
NO. 12 GAUGE SOLI
1
¢ 1
TRACER WIRES (TYP.) COPPER
TRACER MIN.
I
i
FASTEN TRACER WIRE TO PIPE
WITH ZIP TIES AROUND THE
CIRCUMFERENCE OF PIPE
AT 10' INTERVALS (TYP.)
NOTES:
1. THE TRACER WIRE SHALL BE CONTINUOUS TO THE GREATEST EXTENT POSSIBLE. WHERE SPLICES
ARE NECESSITATED IN THE WIRE, THE SPLICES SHALL BE SECURELY BONDED TOGETHER WITH
AN APPROVED INDUSTRIAL CONNECTOR TO PROVIDE ELECTRICAL CONTINUITY. CONNECTOR SHALL
BE COPPER AND INSULATION SHALL BE REPAIRED TO SEAL OUT MOISTURE AND CORROSION
AND SHALL BE INSTALLED IN A MANNER SO AS TO PREVENT ANY UNINSULATED WIRE
EXPOSURE. (SEE CLTWATER STD. DETAIL TS1)
2. THE CLEANOUT AT THE RIGHT OF WAY AND OR EASEMENT SHALL SERVE AS THE TEST PORT.
3. SPLICED CONNECTIONS SHALL BE ALLOWED BETWEEN THE MAIN LINE TRACER WIRE AND THE
LATERAL TRACER WIRE.
4. FOR NEW SEWER TAPS ON EXISTING MAINS VOID OF ANY TRACER WIRE, PROVIDE A 1 LB.
MAGNESIUM ANODE FOR THE TRACING WIRE TERMINATION AT THE POINT OF THE NEW TAP ON
THE EXISTING SEWER MAIN. PLACE ANODE AT BOTTOM EDGE OF TRENCH AWAY FROM MAIN &
LATERAL.
5. PRIOR TO ACCEPTANCE (POST PUNCH LIST) EACH WIRE SEGMENT SHALL PASS A CONDUCTIVITY
TEST, WITNESSED BY THE ENGINEER OR ENGINEER'S REPRESENTATIVE.
TAPE TRACER WARE TO PIPE WITH 2" WIDE PVC \
TAPE AROUND THE CIRCUMFERENCE OF PIPE
AT 10' INTERVALS (TYP.)
GRAVITY SEWER MAIN
PLAN VIEW
SPLICE
SEWER MAIN
FLOW
-ALL VERTICAL WIRE SHALL BE PLACED N0. 12 GAUGE SOLID COPPER
IN 1" ID PVC CONDUIT TRACER WIRE (TYP.)
OUND ROD
MANHOLE
STREET VIEW - GRAVITY SEWER TRACER WIRE
PLAN VIEW
CURB
CURB
-_-_-_-_-_-_---
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
NEW SERVICE ON EXISTING MAIN WRAP TRACER WIRE AROUND NO. 12 GAUGE SOLID
OUTSIDE OF MANHOLE AND CONNECT
MAGNESIUM ANODE (1 LB. MIN.) EACH WARE TO GROUND ROD COPPER TRACER SEWER
ml FLOW
REQUIRED WHERE NO TRACER (SEE CLTWATER STD. DETAIL) WARE (TYP.) MANHOLE
WIRE IS LOCATED ON SEWER MAIN
LOW (�•) JJ
F~ ??
SEWER MANHOLE SPLICE
EXIST. SEWER MAIN LINE NO SPLICE SEWER MAIN -/NO SPLICE SEWER MAIN
WITHOUT TRACER WARE STREET / ROADWAY LINE WRAP TRACER WIRE AROUND UNE
- - - - CURB SEWER SERVICE OUTSIDE OF MANHOLE AND CONNECT STREET / ROADWAY
LATERAL EACH WIRE TO GROUND ROD CURB
(SEE CLTWATER STD. DETAIL) -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
SEWER TRUNK
PLANTING STRIP LINE PLANTING STRIP
SEWER SERVICESEWER SERVICE r,
LATERAL SIDEWALK LATERAL ::e
SIDEWALK
1\ I N
N0. 12 GAUGE SOLIDCOPPER TRN0. 12 GAUGE SOLID COPPER NO. 12 GAUGE SOLID
COPPER TR
WIRE (TYP.) CR TRACER WIRE (TYP.) WIRE (TYP.) CR
RIGHT-OF-WAY /J CLEANOUT VALVE BOX CLEANOUT CLEANOUT OX ASSEMBLYVALVE BOX ASSEMBLY RIGHT-OF-WAY /
EASEMENT LINE VALVE ASSEMBLY I SE CLTWATER STD. DETAIL) (SEE CLTWATER STD. DETAIL) N0. 12 GAUGE SOLID COPPER EASEMENT LINE
CONCRETE PAD (SEE CLTWATER(TRACER WARE (TYP.)
(SEE CLTWATER STD. DETAIL)STD. DETAIL) CONCRETE PAD CONCRETE PAD
(SEE CLTWATER STD. DETAIL) (SEE CLTWATER
PROPERTY / PROPERTY / STD. DETAIL) WRAP TRACER WIRE AROUND
EASEMENT LINE EASEMENT LINE OUTSIDE OF MANHOLE AND CONNECT
EACH WIRE TO GROUND ROD
SEWER TRUNK (SEE CLTWATER STD. DETAIL)
N0. 12 GTTRRAC ROWIRE (TYP.)COPPER 1 LINE rTNROACER WIREE(�) COPPER
NOTES:
1. TRACER WIRE SHOWN AWAY FROM PIPE FOR CLARITY.
TRACER WIRE SHALL BE INSTALLED IMMEDIATELY
ADJACENT TO THE SEWER PIPE. TRACER WIRE SHALL
BE FASTENED TO THE PIPE WITH ZIP TIES AT 10 FOOT
INTERVALS.
2. TRACER WIRE SHALL BE SOLID COPPER NO. 12 GAUGE
WITH
30 MILS GREEN HDPE INSULATION.
FLOW
TRACER WIRE FOR GRAVITY SEWER DEEPER THAN 8 FT
SECTION VIEW
SEWER SEWER
MANHOLE FINISHED GRADE FINISHED GRADE /MANHOLE
SPLICE
CONDUIT
GRAVITY SEWER MAIN PIPE -
LESS THAN 8' DEPTH
TRACING WIRE SHALL GRAVITY SEWER MAIN GREATER THAN 8' DEPTH
BE ATTACHED TO PIPE TRACER WARE SHALL BE ATTACHED TO PIPE
AND PLACED AT A DEPTH OF 4 TO 5 FEET
DIRECTLY ABOVE SEWER PIPE
SEWER OUTFALLS SEWER MANHOLES SEWER OUTFALL
�- NO SPLICE
STREAM
---------------
--- --------- �...- STREAM
TRENCH DETAIL
PROFILE VIEW
TRACER WARE SHALL BE
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WARE (TYP.) PIPE
12"
T
LATERAL
FLOW
TOP RAIL BRACE RAIL CHAIN LINK FABRIC q LINE POST (3) STRANDS OF BARBED WARE
CORNER DOME CORNER 1.66" (42.2MM) MESH GA 45' B/W ARM EA CONSISTING OF 2 STRAND
ARM TOP POST 1.66" (42.2MM)(1 �) PER SPECIFICATIONS LINE WARE W/ 4 BARBS
(OPTIONAL) (1 �") OD
END POST
AT- - - - - - - _ _ _ I I J I _ _ - - - - - - �
3!
BAI
Will
TOP
CHAIN LINK FABRIC .
MESH GA
PER SPECIFICATIONS
1-7/
(48.:
TENSIOP
BOTTOM TENSA
ADJUSTABLE TENSION WARE
a TRUSS ROD a 7 GAUGE ° BOTTOM SELVAGE
I" (9.5MM) DIA.
KNUCKLED
TRUSS ROD TRUSS ROD
ADJUSTING UNIT ADJUSTING UNIT
10'-0" O.C. MAXIMUM :r
FENCE POST TO BE EQUALLY SPACED FOOTINGS: DIA. (4X) POST DIA, MIN 3'-0 (914MM)
OPENING
(FACE TO FACE)
GATE PLAN
DO
TERMINAL/ TEI
GATE POST GA
•
TENSION a
BAR BANDS AT
12" INTERVALS
BRACE RAIL
LATCH
TENSION BAR
3/8" TRUSS ROD
TRUSS ROD
ADJUSTING UNIT
-OOTINGS: DIA. (4X)
'OST DIA. MIN.
3'-0" (914MM)
TYPICAL FENCE SECTION
OPENING
(FACE TO FACE)
TYPICAL DOUBLE SWING GATE
NOTES:
1. FENCE FABRIC: WARE SHALL BE ZINC COATED, GALVANIZED AFTER WEAVING (GAW) 1.2 OZ SQ.
FT. CLASSI, HELICALLY WOUND AND WOVEN 6' FABRIC WITH 2" DIAMOND MESH, 9 GAUGE W/
CORE DIAMETER OF 0.148" AND BREAK LOAD OF 1290 LBF. SELVAGE OF FABRIC SHALL BE
TWISTED AT TOP AND KNUCKLED AT BOTTOM.
2. STEEL FENCE FRAME MEMBERS: STEEL PIPE - TYPE 1, SCHEDULE 40, HOT DIPPED GALVANIZED
WITH MINIMUM AVERAGE 1.8 OZ/ SQ. FT. OF COATED SURFACE AREA. END, GATE, AND CORNER
POST 2.875" OD, 5.79 LBS/FT. LINE POST 2.375' OD, 3.65 LBS/FT. TOP RAIL AND BRACES
1.660" OD, 2.27 LBS/FT.
3. SWING PERSONNEL GATES: GALVANIZED FRAMEWORK; WELDED 1-5/8" OD GATE FRAME, WEIGHT
- 2.27 LB/FT; 6' FABRIC, GAUGE 9, 2" DIAMOND MESH; 3" OD GATE POSTS, WEIGHT - 5.79
LBS/FT. USE OF CORNER FITTINGS IS NOT PERMITTED.
4.DOUBLE PANEL SWING GATE: GALVANIZED FRAMEWORK; WELDED 2" OD PIPE, WEIGHT - 2.27
LB/FT; 6' FABRIC, GAUGE 9, 2" MESH; 4" OD GATE POSTS, WEIGHT 9.10 LBS/FT. USE OF
CORNER FITTINGS IS NOT PERMITTED.
5. ALL GATES SHALL HAVE DIAGONAL BRACING USING 3/8'' ADJUSTABLE TRUSS RODS.
6. FITTINGS: MEET ASTM F 626, ALL GLAVANIZED, 6" TOP RAIL SLEEVES, 7 GA GALMNIZED STEEL
TENSION WIRE, ALL NUTS AND BOLTS SHALL BE GALVINIZED, TENSION BARS 3/16" x 3/4".
BARBED WIRE; GLAVANIZED COATED ASTM A-121 TYPE Z - CLASS 3 WITH 0.80 OZ/SF ZINC
COATED WIRE - DESIGN #12- 4-5-14R, DOBLE STRAND, 12-1/2 GAUGE, TWISTED LINE WIRE
WITH, 4 POINT BARBS, SPACED 5" OC W/ 3 STRANDS. PRESSED STEEL ARMS BARBED WARE
SUPPORT ARMS W/ 3 ATTACHMENT ROWS.
7. VERTICAL AND HORIZONTAL MEMBERS MAXIMUM 8' O.C.
JNK FABRIC _
GA
CIFICATIONS
RAIL
BAR
O.D.
FRAME
TENSION WIRE
CHARLOTTE CHARLOTTE WATER
W6TER CHARLOTTE, NORTH CAROLINA
7030700-503 STEVENS CREEK
Jobb No. No. File No.
Scales PLAN NTS TRUNK SEWER PHASE I
PROFILE
Hor. NTS
Vert. NTS STANDARD SEWER DETAILS
As Built Date (SHEET 2 OF 2)
A 7/11 TED ISSUED FOR 90% REVIEWSheet Of
L. ASSOC JM TED MEB 9/11/1 21 25
No. Date By Revision Surveyed By Designed By Drawn By Project-Engr Approved By Date
A CITY OF CHARLOTTE DEPARTMENT
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ADJUSTABLE TENSION WARE
a TRUSS ROD a 7 GAUGE ° BOTTOM SELVAGE
I" (9.5MM) DIA.
KNUCKLED
TRUSS ROD TRUSS ROD
ADJUSTING UNIT ADJUSTING UNIT
10'-0" O.C. MAXIMUM :r
FENCE POST TO BE EQUALLY SPACED FOOTINGS: DIA. (4X) POST DIA, MIN 3'-0 (914MM)
OPENING
(FACE TO FACE)
GATE PLAN
DO
TERMINAL/ TEI
GATE POST GA
•
TENSION a
BAR BANDS AT
12" INTERVALS
BRACE RAIL
LATCH
TENSION BAR
3/8" TRUSS ROD
TRUSS ROD
ADJUSTING UNIT
-OOTINGS: DIA. (4X)
'OST DIA. MIN.
3'-0" (914MM)
TYPICAL FENCE SECTION
OPENING
(FACE TO FACE)
TYPICAL DOUBLE SWING GATE
NOTES:
1. FENCE FABRIC: WARE SHALL BE ZINC COATED, GALVANIZED AFTER WEAVING (GAW) 1.2 OZ SQ.
FT. CLASSI, HELICALLY WOUND AND WOVEN 6' FABRIC WITH 2" DIAMOND MESH, 9 GAUGE W/
CORE DIAMETER OF 0.148" AND BREAK LOAD OF 1290 LBF. SELVAGE OF FABRIC SHALL BE
TWISTED AT TOP AND KNUCKLED AT BOTTOM.
2. STEEL FENCE FRAME MEMBERS: STEEL PIPE - TYPE 1, SCHEDULE 40, HOT DIPPED GALVANIZED
WITH MINIMUM AVERAGE 1.8 OZ/ SQ. FT. OF COATED SURFACE AREA. END, GATE, AND CORNER
POST 2.875" OD, 5.79 LBS/FT. LINE POST 2.375' OD, 3.65 LBS/FT. TOP RAIL AND BRACES
1.660" OD, 2.27 LBS/FT.
3. SWING PERSONNEL GATES: GALVANIZED FRAMEWORK; WELDED 1-5/8" OD GATE FRAME, WEIGHT
- 2.27 LB/FT; 6' FABRIC, GAUGE 9, 2" DIAMOND MESH; 3" OD GATE POSTS, WEIGHT - 5.79
LBS/FT. USE OF CORNER FITTINGS IS NOT PERMITTED.
4.DOUBLE PANEL SWING GATE: GALVANIZED FRAMEWORK; WELDED 2" OD PIPE, WEIGHT - 2.27
LB/FT; 6' FABRIC, GAUGE 9, 2" MESH; 4" OD GATE POSTS, WEIGHT 9.10 LBS/FT. USE OF
CORNER FITTINGS IS NOT PERMITTED.
5. ALL GATES SHALL HAVE DIAGONAL BRACING USING 3/8'' ADJUSTABLE TRUSS RODS.
6. FITTINGS: MEET ASTM F 626, ALL GLAVANIZED, 6" TOP RAIL SLEEVES, 7 GA GALMNIZED STEEL
TENSION WIRE, ALL NUTS AND BOLTS SHALL BE GALVINIZED, TENSION BARS 3/16" x 3/4".
BARBED WIRE; GLAVANIZED COATED ASTM A-121 TYPE Z - CLASS 3 WITH 0.80 OZ/SF ZINC
COATED WIRE - DESIGN #12- 4-5-14R, DOBLE STRAND, 12-1/2 GAUGE, TWISTED LINE WIRE
WITH, 4 POINT BARBS, SPACED 5" OC W/ 3 STRANDS. PRESSED STEEL ARMS BARBED WARE
SUPPORT ARMS W/ 3 ATTACHMENT ROWS.
7. VERTICAL AND HORIZONTAL MEMBERS MAXIMUM 8' O.C.
JNK FABRIC _
GA
CIFICATIONS
RAIL
BAR
O.D.
FRAME
TENSION WIRE
CHARLOTTE CHARLOTTE WATER
W6TER CHARLOTTE, NORTH CAROLINA
7030700-503 STEVENS CREEK
Jobb No. No. File No.
Scales PLAN NTS TRUNK SEWER PHASE I
PROFILE
Hor. NTS
Vert. NTS STANDARD SEWER DETAILS
As Built Date (SHEET 2 OF 2)
A 7/11 TED ISSUED FOR 90% REVIEWSheet Of
L. ASSOC JM TED MEB 9/11/1 21 25
No. Date By Revision Surveyed By Designed By Drawn By Project-Engr Approved By Date
A CITY OF CHARLOTTE DEPARTMENT

THE FOLLOWING SCHEDULES SHALL BE USED FOR RESEEDING DISTURBED AREAL CONSTRUCTION SEQUENCE -
OUTFALLS EROSION & SEDIMENT CONTROL
1—CED
STEEP SLOPES OR POOR SOILS AND LOW MAINTENANCE
****** MIXTURE ********************* RATE (LB/ACRE)***************************************
TALL FESCUE 100
SERICEA LESPEDEZA 30
KOBE LESPEDEZA 10
SEEDING DATES
FALL
LATE WINTER
BEST _
AUG. 25 — SEPT. 15
FEB. 15 — MAR. 21
POSSIBLE M
AUG. 20 — OCT. 25
FEB. 1 — APR. 15
SEEDING NOTES
1. FALL IS THE BEST FOR TALL FESCUE AND LATE WINTER FOR LESPEDEZAS. OVERSEEDING
OF KOBE LESPEDEZA OVER FALL SEEDED TALL FESCUE IS VERY EFFECTIVE.
2. AFTER AUG. 15, USE UNSCARIFIED SERICEA SEED.
3. WHERE A NEAT APPEARANCE IS SPECIFIED, OMIT SERICEA AND SUBSTITUTE
BERMUDAGRASS AT 15 LB/ACRE. USE ONLY WHERE BERMUDAGRASS WILL NOT BECOME
A PEST AND ONLY UPON THE APPROVAL OF THE DIRECTOR OF ENGINEERING.
4. BETWEEN MAY 1 AND AUG. 15 ADD 10 LB/ACRE GERMAN MILLET OR 15 LB/ACRE
SUDANGRASS. PRIOR TO MAY 1 AND AFTER AUG. 15, ADD 40 LB/ACRE RYE GRAIN.
FERTILIZER
APPLY LIME AND FERTILIZER AS REQUIRED BY SOIL TESTING RESULTS OR APPLY 4,000
LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1,000 LB/ACRE 10-10-10 FERTILIZER.
NO FERTILIZER SHALL BE PLACED WITHIN TEN (10) FEET OF STREAMS.
MULCH
APPLY 4,000-5,000 LB/ACRE GRAIN STRAW, OR EQUIVALENT COVER OF SUITABLE MULCHING
MATERIAL. TACK BY USING ASPHALT, ROVING OR NETTING. NETTING IS TO BE USED ON
STEEP SLOPES AS DIRECTED BY THE CONSTRUCTION DRAWINGS. NOTE: LESSER AMOUNTS
OF STRAW MAY BE USED WITH MECHANICAL SPREADERS.
MAINTENANCE
RESEED, FERTILIZE AND MULCH DAMAGED AREAS IMMEDIATELY. REFERTILIZE AT END OF
WARRANTY PERIOD IF GROWTH IS NOT SATISFACTORY TO THE DIRECTOR OF ENGINEERING.
2—CED
GENTLE SLOPES, AVERAGE/GOOD MOISTURE RETENTION AND LOW MAINTENANCE
****** MIXTURE ********************* RATE (LB/ACRE)*****************************************
TALL FESCUE 80
SERICEA LESPEDEZA 20
KOBE LESPEDEZA 10
SEEDING DATES
FALL
LATE WINTER
BEST _
AUG. 25 — SEPT. 15
FEB. 15 — MAR. 21
POSSIBLE M
AUG. 20 — OCT. 25
FEB. 1 — APR. 15
SEEDING NOTES
1. FALL IS BEST FOR TALL FESCUE AND LATE WINTER FOR LESPEDEZAS. OVERSEEDING OF
KOBE LESPEDEZA OVER FALL SEEDED TALL FESCUE IS VERY EFFECTIVE.
2. AFTER AUG. 15, USE UNSCARIFIED SERICEA SEED.
3. WHERE A NEAT APPEARANCE IS SPECIFIED, OMIT SERICEA AND INCREASE KOBE
LESPEDEZA TO 40 LB/ACRE.
4. BETWEEN MAY 1 AND AUG. 15 ADD 10 LB/ACRE GERMAN MILLET OR 15 LB/ACRE
SUDANGRASS. PRIOR TO MAY 1 OR AFTER AUG. 15, ADD 40 LB/ACRE RYE GRAIN.
5.IN WETLAND AREAS, RESEEDING/REPLANTING SHALL INCLUDE ENDEMIC PLANT SPECIES
SUCH AS SMARTWEED, FALSE NETTLE, CATTAIL SEDGE, SEDGES AND OTHER PLANTINGS AS
RECOMMENDED BY THE N.C. WILDLIFE RESOURCES COMMISSION AND THE N.C. DEPARTMENT
OF ENVIRONMENT AND NATURAL RESOURCES. PERENNIALS SUCH AS FESCUE ARE
PROHIBITED. TOP 6" TO 12" OF TRENCH TO BE BACKFILLED W/ ORIGINAL TOPSOIL FROM TRENCH
FERTILIZER
APPLY LIME AND FERTILIZER AS REQUIRED BY SOIL TESTING RESULTS OR APPLY 4,000
LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1,000 LB/ACRE 10-10-10 FERTILIZER.
NO FERTILIZER SHALL BE PLACED WITHIN TEN (10) FEET OF STREAMS,
MULCH
APPLY 4,000 LB/ACRE GRAIN STRAW, OR EQUIVILENT COVER OF SUITABLE MULCHING
MATERIAL. TACK BY USING ASPHALT, ROVING OR NETTING. NETTING IS TO BE USED ON
STEEP SLOPES AS DIRECTED BY THE CONSTRUCTION DRAWINGS. NOTE: LESSER AMOUNTS OF
STRAW MAY BE USED WITH MECHANICAL SPREADERS.
MAINTENANCE
RESEED, FERTILIZE AND MULCH DAMAGED AREAS IMMEDIATELY. REFERTILIZE AT END OF
WARRANTY PERIOD IF GROWTH IS NOT SATISFACTORY TO THE DIRECTOR OF ENGINEERING.
NPDES Stormwater Discharge Permit for Construction Activities (NCG01)
NCDENR/Division of Energy, Mineral and Land Resources
STABILIZATION TIMEFRAMES
(Effective Aug. 3, 2011)
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
4, L; Perimeter dikes, swales, ditches, slopes
7 days
None
High Quality Water (HQW) Zones
7 days
None
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 flatter than 4:1
14 days
None, except for perimeters and HQW Zones.
ENVIRONMENTAL PROTECTION
SEDIMENTATION AND EROSION CONTROL
ALL EXISTING SENSITIVE LAND FEATURES AND STRUCTURES SHALL BE PROTECTED FROM
EROSION AND SEDIMENTATION. ITEMS TO BE PROTECTED SHALL INCLUDE, BUT ARE NOT
LIMITED TO, ALL DOWNSTREAM PROPERTY, NATURAL WATERWAYS, STREAMS, WETLANDS,
YARDS, LAKES AND PONDS, CATCH BASINS, DRAINAGE DITCHES, ROADS, GUTTERS, AND
NATURAL AREAS.
SOIL EROSION AND SEDIMENTATION CONTROL SHALL BE PROVIDED AND MAINTAINED BY THE
CONTRACTOR, AT HIS EXPENSE, THROUGHOUT THE LIFE OF THE CONTRACT AND DURING THE
CONTRACT WARRANTY PERIOD, FOR ALL AREAS THAT ARE GRADED OR DISTURBED AS A RESULT
OF THE CONTRACTOR'S WORK ACTIVITY. CONTROL MEASURES SHALL CONSIST OF APPROVED
PRACTICES FOUND IN THE EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL
AND AS SHOWN ON THE CONSTRUCTION DRAWINGS AS APPROVED BY THE N.C. DEPARTMENT OF
ENVIRONMENTAL QUALITY DIVISION OF ENERGY, MINERAL, AND LAND RESOURCES
AND INSTALLED AS SUCH.
IN THE EVENT THAT LOCAL CONDITIONS CHANGE TO RENDER DESIGNED SEDIMENTATION AND
EROSION CONTROL INEFFECTIVE, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE NCDEQ
INSPECTOR FOR A FIELD CHANGE DISPOSITION.
AFTER DISTURBED AREAS ARE STABILIZED AND ALL TEMPORARY MEASURES REMOVED, THE
SEDIMENT SHALL BE SPREAD IN A MANNER NOT TO ADVERSELY AFFECT PROTECTION
PROCEDURES AND THEN THE AREA SHALL BE SEEDED AND MULCHED. OTHERWISE, SEDIMENT IS
TO BE DISPOSED OF BY HAULING AND SPREADING AS DETAILED ON THE DIVISION OF LAND
RESOURCES' APPROVED SEDIMENTATION AND EROSION CONTROL DRAWINGS.
ALL AREAS SHOWN AS WETLANDS ON THE CONSTRUCTION DRAWINGS SHALL BE PROTECTED BY
DIRECTIONS GIVEN ON THE PLANS AND ALL WORK WITHIN THESE AREAS SHALL BE IN
ACCORDANCE WITH PROVISIONS AS SET FORTH IN THE ARMY CORPS OF ENGINEERS 404 PERMIT,
THE N.C. DEPARTMENT OF ENVIRONMENTAL QUALITY AND NATURAL RESOURCES 401 PERMIT/CERTIFICATION,
AND THE DIVISION OF ENERGY, MINERAL AND LAND RESOURCES LETTER OF APPROVAL.
SEEDING, GROUND COVERS, AND MULCHING
AREAS DAMAGED BY CONSTRUCTION WORK SHALL BE RESTORED TO A CONDITION APPROVED BY
CHARLOTTE WATER BY WORKING, FERTILIZING, SEEDING, AND MULCHING.
SEEDING SHALL BE DONE WITHIN FIFTEEN (15) DAYS AFTER THE INITIAL GROUND DISTURBANCE.
THE BED SHALL BE PREPARED BY PULVERIZING THE SOIL TO A DEPTH OF THREE INCHES.
TILLAGE SHALL CONTINUE UNTIL A WELL—PULVERIZED, FIRM, AND UNIFORM SITE IS PREPARED
CONFORMING TO ADJACENT PROPERTY. THE SOIL MUST BE LOOSE ENOUGH FOR WATER
INFILTRATION AND ROOT PENETRATION. GOOD DRAINAGE MUST BE PROVIDED AND VISIBLE
PONDING WILL NOT BE ALLOWED. ALL STONES, ROCKS, STICKS, RUBBISH, AND OTHER
OBJECTIONABLE MATERIAL SHALL BE REMOVED PRIOR TO FERTILIZATION. THE pH OF THE
SOIL SHALL BE NON—TOXIC TO THE SEED MIXTURE. PLANT SMALL GRAINS NO DEEPER THAN
1 INCH AND GRASSES/LEGUMES NO DEEPER THAN 1/2 INCH. PLANTING IS TO BE UNIFORM.
1. OBTAIN GRADING/EROSION CONTROL PLAN APPROVAL FROM NCDEQ.
2. SET UP A ON—SITE PRECONSTRUCTION CONFERENCE WITH THE
INSPECTOR FROM THE NCDEQ TO DISCUSS EROSION CONTROL
MEASURES.
3. INSTALL SILT FENCE, INLET PROTECTION, SEDIMENT TRAPS,
DIVERSION DITCHES, TREE PROTECTION, AND OTHER MEASURES AS
SHOWN ON PLANS, CLEARING ONLY AS NECESSARY TO INSTALL
THESE DEVICES.
4. CALL FOR ON—SITE INSPECTION BY NCDEQ INSPECTOR.
5. THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY MAINTAIN
ALL EROSION CONTROL DEVICES AND STRUCTURES.
6. FOR PHASED EROSION CONTROL PLANS, CONTRACTOR SHALL
MEET WITH NCDENR INSPECTOR PRIOR TO COMMENCING WITH
EACH PHASE OF EROSION CONTROL MEASURES.
7. STABILIZE SITE AS AREAS ARE BROUGHT TO FINISHED GRADE.
8. COORDINATE WITH NCDEQ INSPECTOR PRIOR TO REMOVAL OF
EROSION CONTROL MEASURES. MEASURES WILL NOT BE REMOVED
UNTIL AREAS ARE PERMANENTLY STABILIZED.
9. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED
IN ACCORDANCE WITH THE N.C. EROSION AND SEDIMENT CONTROL
PLANNING AND DESIGN MANUAL, AND DETAILS SHOWN IN THESE PLANS.
10. THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY
MAINTAIN ALL EROSION CONTROL DEVICES AND STRUCTURES
TO MINIMIZE EROSION. THE CONTRACTOR SHALL MAINTAIN
CLOSE CONTACT WITH THE NCDENR INSPECTOR SO THAT
PERIODIC INSPECTIONS CAN BE PERFORMED AT APPROPRIATE
STAGES OF CONSTRUCTION.
A CITY OF CHARLOTTE DEPARTMENT

S i r 1'1I1t^T
WOVEN FILTER FABRIC
0
I
N
6' MAX.
GENERAL NOTES:
1. WOVEN FILTER FABRIC SHALL BE USED WHERE SILT FENCE IS TO REMAIN FOR A PERIOD OF
MORE THAN 30 DAYS.
2. STEEL POSTS SHALL BE 5'-0" IN HEIGHT AND BE OF THE SELF—FASTENER ANGLE STEEL
TYPE.
3. TURN SILT FENCE UP SLOPE ENDS.
4. ORANGE SAFETY FENCE IS REQUIRED AT BACK OF SILT FENCE WHEN GRADING IS ADJACENT
TO SWIM BUFFERS, STREAMS OR WETLANDS (REFER TO SWIM BUFFER GUIDELINES). THE
COLOR ORANGE IS RESERVED FOR VISUAL IDENTIFICATION OF ENVIRONMENTALLY SENSITIVE
AREAS.
5. DRAINAGE AREA CANNOT BE GREATER THAN 1/4 ACRE PER 100 FT OF FENCE.
6. SLOPE LENGTHS CAN NOT EXCEED CRITERIA SHOWN IN TABLE 6.62A NORTH CAROLINA
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
7. DO NOT INSTALL SEDIMENT FENCE ACROSS STREAMS, DITCHES, WATERWAYS OR OTHER
AREAS OF CONCENTRATED FLOW.
#467 COARSE AGGREGATE 6" DEEP.
EXTEND 25' EACH SIDE OF BANKS.
2
�1
STEEL POST
SURFACE FLOW DIVERSION
//"--
FILTER FABRIC
U_ m Q�
FLOW
N
ico
ANCHOR SKIRT;
EXCAVATE
TRENCH AND
COMPACT STREA
BACKFILL
MAINTENANCE NOTES:
1. FILTER BARRIERS SHALL BE INSPECTED BY THE FINANCIALLY RESPONSIBLE PARTY
OR HIS AGENT IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING
PROLONGED RAINFALL. ANY REPAIRS NEEDED SHALL BE MADE IMMEDIATELY.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END OF
THE EXPECTED USABLE LIFE AND THE BARRIER STILL IS NECESSARY, THE FABRIC
SHALL BE REPLACED PROMPTLY.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH APPROX. HALF
THE HEIGHT OF THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE
AFTER THE SILT FENCE IS REMOVED SHALL BE DRESSED TO CONFORM TO THE
EXISTING GRADE, PREPARED AND SEEDED.
TEMPORARY SILT FENCE
FILL WITH CMUD
STANDARD RIP RAP
ROCK
1 ft. min.
�PE
SIZED TO CARRY
NORMAL FLOW WHEN
FLOWING HALF FULL
USE DUCTILE IRON
CMP OR RCP ONLY.
6" #467 STONE
I I
NOTES:
1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND DEPTH OF APRON
TO BE DESIGNED BY THE ENGINEER.
2. REFER TO THE CHARLOTTE MECKLENBURG STORM WATER DESIGN MANUAL FOR
RIPRAP APRON DESIGN STANDARDS.
3. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END
OF THE PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF
2:1 AND A HEIGHT NOT LESS THAN TWO THIRDS THE PIPE DIAMETER OR
CULVERT HEIGHT.
4. THERE SHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE
SURFACE OF THE RECEIVING CHANNEL. THE AREA TO BE PAVED OR RIPRAPPED
SHALL BE UNDERCUT SO THAT THE INVERT OF THE APRON SHALL BE AT THE
SAME GRADE (FLUSH) WITH THE SURFACE OF THE RECEIVING CHANNEL. THE
APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END.
5. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE BOTTOM
WIDTH OF THE RECEIVING CHANNEL. MAXIMUM TAPER TO RECEIVING CHANNEL 5:1
6. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95% OR GREATER.
7. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE RECEIVING
CHANNEL SHALL NOT BE ALLOWED.
8. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON WILL
BE PERMITTED.
""'^"' GRADE
CROSSING LOCATIONS
A16+25
A25+85
A26+65
A29+75
A34+55
A45+05
A64+35
C1+70
SURFACE FLOW DIVERSION
TEMPORARY STREAM CROSSING
SURFACE FLOW
DIVERTED BY SWALE
1�
I�
SEED AND MULCH W/-1 /
SURFACE BINDER
AGGREGATE BED OVER
GEOTEXTILE FILTER CLOTH
AGGREGATE APPROCH
1:5 (V: H) MAXIMUM SLOPE ON ROAD
SURFACE FLOW DIVERTED BY SWALE SURFACE FLOW
DIVERTED BY SWALE
J NEW ROAD
GEOTEXTILE FILTER CL ORIGINAL STREAM BSD
NOTES:
1. REMOVE THE STRUCTURE WHEN NO
LONGER NEEDED. (NOT TO EXCEED 1
YEAR).
2. AS A MINIMUM, DESIGN THE
STRUCTURE TO PASS 2 YEAR PEAK
FLOW WITHOUT OVERTOPPING.
3. ENSURE THAT DESIGN FLOW VELOCITY
AT THE OUTLET OF THE CROSSING
STRUCTURE IS NON—EROSIVE FOR
THE RECEIVING STREAM CHANNEL.
4. ADDITIONAL MEASURES MAY BE
REQUIRED BY THE EROSION CONTROL
COORDINATOR OR CITY ENGINEER
BASED ON SITE SPECIFIC CONDITIONS.
1/2 PIPE DIAMETER OR 12"
WICHEVER IS GREATER
RIP RAP
F_11 VIIY LLfN IV JILL rlrL `JLL 1'4 %J IL GJ
PROVIDE PIPE SIZE, INVERTS, SLOPE AND MATERIAL
FOR EACH CROSSING.
I I RIP RAP
STD. DET. #29
I I W
RIP RAP
TEMPORARY FORD CROSSING STONE RIP -RAP
H �I I�
B B
NOTES:
1. SLOPE APPROACHES TO CROSSING 2:1 OR FLATTER.
2. SPILLWAY LENGTH = BANK TO BANK WIDTH OF STREAM
OR AS SHOWN ON PLANS.
3. PIPE TO EXTEND COMPLETELY ACROSS PERMANENT
RIGHT OF WAY AND 1 ft BEYOND LIMITS OF RIP RAP.
NOTE: MINIMUM H=2/3
PIPE DIAMETER
PERMANENT STREAM CROSSING
r, ,, vvl STONE
LAYER OF FILTER FABRIC
SECTION B -B
(NOT TO SCALE)
TOP OF BANK
:SS — 1-1/2 TIMES DIAMETER
GEST STONE OR 2' MINIMUM.
DNE SIZE SEE SPECIFICATIONS.
CHARLOTTE CHARLOTTE WATER
W6TER CHARLOTTE, NORTH CAROLINA
7030700047-17-503
Job No. File No.
Scales
PLAN NTS
PROFILE
Hor. NTS
Vert. NTS
As Built Date
STEVENS CREEK
TRUNK SEWER PHASE I
EROSION CONTROL DETAILS
(SHEET 1 OF 3)
A 7/111 TED I ISSUED FOR 90% REVIEWSheet Of
L. ASSOC JEM TED MEB 9/11/1 23 25
No. Date By Revision Surveyed By Designed By Drawn By Project—Engr Approved By Date
A CITY OF CHARLOTTE DEPARTMENT

A CITY OF CHARLOTTE DEPARTMENT
A
L = THE DISTANCE SUCH THAT POINTS
A AND B ARE OF EQUAL ELEVATION 9" MIN. 1.5'
MIN.1
A L B
6' TYP.
FILL SLOPE
NOTES:
SPACE CHECK DAM IN A CHANNEL SO THAT THE CREST FILTER
FABRIC
OF DOWNSTREAM DAM IS AT ELEVATION OF THE TOE OF
UPSTREAM DAM A
2' MI
2' MIN COMPACTED BERM
CHECK DAM SPACING
FINIS
NATURq�
SILT FENCE )
(SEE NOTE 2
GROUND
CLASS B RIPRAP
iygT
CONSTRUCTION SPECIFICATIONS: 12" OF NCDOT #5 OR #57
1. PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLAN ON A
WIDTH AND DEPTH U�4 G
ROUND
WASHED STONE
FILTER FABRIC FOUNDATION.
OF DITCH TO BE DESIGNED
2.
KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATURAL 2'7
BY ENGINEER (18" MIN)
GROUND LEVEL WHERE THE DAM ABUTS THE CHANNEL BANKS.
24" MAX.
3.
EXTEND STONE AT LEAST 1.5 FEET BEYOND THE DITCH BANK TO KEEP WATER
AT CENTER
FROM CUTTING AROUND THE ENDS OF THE CHECK DAM.
4.
SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP FILTER CLOTH
NOTE:
OF THE LOWER DAM IS THE SAME AS THE TOE ELEVATION OF THE UPPER DAM.
5.
PROTECT THE CHANNEL AFTER THE LOWEST CHECK DAM FROM HEAVY FLOW
1. DITCH SHOULD HAVE
LONGITUDINAL SLOPE OF 1%.
THAT COULD CAUSE EROSION. 4' TO 6'
-
6.
MAKE SURE THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM
2. SILT FENCE MAY BE REQUIRED BEHIND BERM
IS STABLE. SECTION VIEW A—A
7.
ENSURE THAT OTHER AREAS OF THE CHANNEL, SUCH AS CULVERT ENTRANCES
BELOW THE CHECK DAMS, ARE NOT SUBJECT TO DAMAGE OR BLOCKAGE FROM STONE SHOULD BE PLACED OVER THE CHANNEL BANKS TO KEEP WATER
DISPLACED STONES. FROM CUTTING AROUND THE DAM.
STONE CHECK DAM
TEMPORARY
SILT DITCH
NOTES:
1. A STABILIZED ENTRANCE PAD OF 2-3" OF WASHED STONE AND/OR RAILROAD BALLAST SHALL BE LOCATED WHERE
TRAFFIC WILL ENTER OR LEAVE THE CONSTRUCTION SITE ONTO A PUBLIC STREET.
NOTES
2. FILTER FABRIC OR COMPACTED CRUSHER RUN STONE SHALL BE USED AS A BASE FOR THE CONSTRUCTION
1. GRAVEL PAD TO BE 12'x 50' AND 6" THICK MINIMUM
ENTRANCE.
2. TURNING RADIUS SUFFICIENT TO
�pP�
3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT
���G
ACCOMMODATE LARGE TRUCKS IS TO BE
ONTO PUBLIC STREETS OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL
QJ
PROVIDED.
STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
S 0
3. ENTRANCE(S) SHOULD BE LOCATED TO
4. ANY SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY.
'y/N
PROVIDE FOR MAXIMUM UTILITY BY ALL
ANY AGGREGATE TRACKED INTO THE ROADWAY MUST BE SWEPT BACK ONSITE ON A NIGHTLY BASIS.
CONSTRUCTION VEHICLES.
5. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET.
4. MUST BE MAINTAINED IN A CONDITION
WHEN WASHING IS REQUIRED, IT SHALL BE DONE IN AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS
WHICH WILL PREVENT TRACKING OR
INTO AN APPROVED SEDIMENT BASIN SEE STD. NO. 30.11B.
"
DIRECT FLOW OF MUD ONTO STREETS.
6 MIN �F,
C TOPDRESSING WITH STONE
PERIODIC
DI
6. CDOT MAY REQUIRE A STANDARD COMMERCIAL DRIVEWAY (STD. 10.24 & 10.25) TO ACCESS THE CONSTRUCTION
P�'
SITE IF THE DRIVEWAY IS ON A THOROUGHFARE, OR ON ANY STREET WITH AN EXISTING SIDEWALK TO REMAIN
WILL NECESSARY; KEEP SOME HANDY.
OPEN DURING CONSTRUCTION.
J�
5. ANY MATERIAL WHICH STILL MAKES IT
, !�
ONTO THE ROAD MUST BE CLEANED UP
7. FOLLOW WORK AREA TRAFFIC CONTROL HANDBOOK (WATCH) FOR SIDEWALK CLOSURE OR DETOUR/DIVERSION.
COARSE AGGREGATE '�`L
IMMEDIATELY.
2-3"
6. CONTRACTOR SHALL INSTALL AT LOCATIONS
WHERE FREQUENT ACCESS WILL BE NEEDED.
THIS INCLUDES STOCK PILE AND BORE CROSSING AREAS.
100' MIN.
NOTES: APPLICABLE AT ALL POINTS OF
PUBLIC STREET
INGRESS & EGRESS UNTIL SITE IS
STABILIZED, FREQUENT CHECKS OF
THE DEVICE AND TIMELY
MAINTENANCE MUST BE PROVIDED.
EXISTING GROUND SOIL STABILIZATION FABRIC
UNDER 2-3" OF WASHED STONE
EX. CC
100' MIN. DRIVEWAY APRON
WITH SIDEWALK AT
BACK OF CURB
RETAINED DURING
TEMPORARY CONSTRUCTION ENTRANCE/EXIT
CONSTRUCTION.)
CC
w
z ~
w
�
N
1U
00
J
m
D
a
CHARLOTTE CHARLOTTE WATER
W6TER
CHARLOTTE, NORTH CAROLINA
7030700-503 STEVENS CREEK
Jobb No. No. File No.
Scales
TRUNK SEWER PHASE I
PLAN NTS
STABILIZED CONSTRUCTION ENTRANCE
PROFILE
Hor. NTS
EROSION CONTROL DETAILS
Vert. NTS
(SHEET 2 OF 3)
As Built Date
Of
A 7/11 TED ISSUED
FOR 90% REVIEWSheet
L. ASSOC JEM TED MEB 9 11 17
24 25
No. Date By
Revision Surveyed By Designed By Drawn By Project—Engr Approved By Date
A CITY OF CHARLOTTE DEPARTMENT

A CITY OF CHARLOTTE DEPARTMENT
TEMP. STONE
DITCH CHECK
SN�p. NOTES:
P PMEN�
USE CLASS 'B' EROSION CONTROL STONE FOR
STRUCTURAL STONE.
THE ENGINEER MAY DIRECT THE OPTION OF
CLASS "A" STONE FOR SITES HAVING LESS THAN
4' MAX. 8' MAX. PLACE POST
AT LOW POINTS
ONE (1) ACRE DRAINAGE AREA AND A DITCH
EDGE OF
STRUCTURAL STONE
PAVEMENT GRADE LESS THAN 3%.
5' MIN. 18"
�
G1• USE NO. 5 OR NO. 57 STONE FOR SEDIMENT
1' i N. 1 �3:
SEDIMENT
��� OQ�' CONTROL. PLACE SEDIMENT CONTROL STONE
5
CONTROL STONE
5� AS DIRECTED BY THE ENGINEER.
5 MIN.�,OQ�
?'1 5' MAX. 2'
STRUCTURAL STONE
ELEVATION
COARSE AGGREGATE
1 S S�Op
Z• F
BACK
SLOPE
2-3"
v�
3
8'
n� LINE OF POST
Mqk 18" z pW
O 0
12"
ISOMETRIC VIEW
BEYOND
,1
II SUPPORT WIRE
FILTER FABRIC
PROFILE SECTION
1' MIN.NATURAL GROUND
/r
POST 18"
SLOPE_ POST
MN6�1
9 TYPICAL
COMPACTED 14LASS A STONE
STRUCTURAL STONE OVERFILL 6"
DESIGN FOR SETTLEMENT
MD
TEMPORARY GRAVEL DIVERSION DITCH FOR VEHICLE CROSSING
SETTLED TOP 2 MIN.
dt-
2•� II
MIN. MIN.
T.,
CROSS SECTION
If
5' MAX. FILL EMERGENCY
VEE DITCH
BY—PASS 6"
4"
BELOW SETTLED
WEIR LENGTH TOP OF DAM
SECTION A — A
PLUS 5 FEETNATURAL
NATURAL GROUND
GROUND
1' MIN.
FOR POOR DEFINED CHANNELS
CROSS SECTION
A�
' MIN
NOTES:
COMPACTED SOIL I
2' MINS{
USE CLASS 'B' EROSION CONTROL STONE FOR STRUCTURAL STONE.
CROSS SECTION
TRAPEZOIDAL DITCH
USE NO. 5 OR NO. 57 STONE FOR SEDIMENT CONTROL.
MPX
DIKE MAY EXTEND ALONG MORE THAN ONE SIDE OF THE TRAP AREA. PROVIDE A
2. 7 2:1
TOTAL SEDIMENT STORAGE VOLUME OF 1800± CUBIC FEET PER ACRE OF DISTURBED
'yq,� 18" MIN FLOW
AREA. SOME OF THE REQUIRED VOLUME MAY BE PROVIDED BY OTHER UP OR
BASE OF DITCH
��
DOWNSTREAM CONTROLS.
4' MAX.
AN UNDERLAY OF STRUCTURAL STONE WITH FILTER FABRIC MAY BE REQUIRED BY
12" 12" MIN.
i
THE ENGINEER.
SEDIMENT
IFTRAP
A
6' TYPICAL
FLOW
PLAN
DRAINAGE AREA WEIR LENGTH
(ACRES) (FT)
6.0
-� I' 4-6"
REINFORCED STABILIZATION OUTLET
TEMPORARY EARTHEN DIVERSION DITCH
3
TYPE
-------
4 10.0
SILT BASIN 12" THICK SEDIMENT
5 12.0
CONTROL STONE
ELEVATION VIEW
TEMPORARY ROCK SEDIMENT DAM TYPE 'B'
TEMPORARY ROCK SILT CHECK TYP 'B'
3'-0"
BACKFILL TOP OF BANK SECTION
TOP OF DITCH SLOPE
4 FT
OF MATTING WITH MIN 6" TOPSOIL
TOP OF BANK
EXPOSE NO MORE THAN
12 IN
2 IN OF STAKE (TYP.)
BASE OF DITCH FORPLANTS
—V— DITCH >
7
30 IN
STAKE ALONG TOE OF
HERBACEOUS
(SWITCH GRASS)
SEED AND MULCH WITH
z
SLOPE AT 1 FT SPACINGS
COIR NET OVERLAY
SECURE EROSION CONTROL MATTING
ROLANKA BioD—MAT 70
OR APPROVED EQUAL
N
WITH 2 IN X 2 IN X 30 IN
NOTCHED WOOD DEAD STAKES
INSTALL ANCHORS
IN ACCORDANCE
WITH MANUFACTURES
SPECIFICATIONS
BASE OF DITCH
EROSION CONTROL MATTING
FOR FLAT
TOE OF SLOPE
SCOUR LINE 1•
BOTTOM DITCH
�Q�G
TOP OF DITCH SLOPE
STONE RIP—RAP
O
PLAN
KEY IN EROSION CONTROL MATTING
FILTER FABRIC, MIRAFI
160N OR EQUAL
TOP OF DITCH SLOPE
FOR A DEPTH OF 1 FT
PER MANUFACTURER'S RECOMMENDATIONS
O NOTES:
NOTES:
24" MIN a + 1. DETAIL #2 IS FOR MINOR STREAMS OR DRAINAGE FEATURES OUTSIDE
,�1• MECKLENBURG COUNTY S.W.I.M. BUFFERS.
1. BEGIN AT TOP OF SLOPE AND ANCHOR FIBER MATTING IN A 12 IN DEEP INITIAL ANCHOR
OTHERWISE NOTED
ON PLANS.
TRENCH. BACKFILL TRENCH AND TAMP EARTH FIRMLY.
LENGTH IN FEET EQUALS TWCE THE NADTH
BASE OF DITCH FLOW LINE
MINIMUM BASE OF DITCH FLOW LINE
2. UNROLL FIBER MATTING DOWNSLOPE IN THE DIRECTION OF WATER FLOW.
y
3. OVERLAP EDGES OF ADJACENT PARALLEL ROLLS BY 6 IN AND ANCHOR AT 12 IN
CENTERS.
0z
4. WHEN FIBER MAT MUST BE SPLICED, PLACE END OVER END (SHINGLE STYLE) WITH 12 IN
N
OVERLAP AND ANCHOR USING TWO STAGGERED ROWS OF STAKES AT 6 IN CENTERS.
CREEK BED
5. LAY FIBER MAT LOOSELY AND ANCHOR SUFFICIENTLY TO MAINTAIN DIRECT CONTACT
CLASS 1 RIPRAP MINIMUM OF 24" THICKNESS
WITH THE SOIL — DO NOT STRETCH.
FOR STONE SIZE SEE SPECIFICATIONS.
6. FOR SLOPES 2:1 AND STEEPER USE A MINIMUM OF 3 STAKES PER SQUARE YARD AND
FOR SLOPES FLATTER THAN 2:1 USE A MINIMUM OF 2 STAKES PER SQUARE YARD.
7. ANCHOR, FILL, AND COMPACT END OF FIBER MATTING IN 12 IN X 6 IN TERMINAL
R L O T T E CHARLOTTE WATER
ANCHOR TRENCH (MIRROR IMAGE OF INITIAL TRENCH).
/CHARLOTTE
�H�A
�/ �/ 6T E R CHARLOTTE, NORTH CAROLINA
ELEVATION
STREAMBANK STABILIZATION DETAIL J2
SILT BASIN TYPE 'B'
EROSION CONTROL MATTING DETAIL
7030Job 4No. -503 File No. STEVENS CREEK
Scales
TRUNK SEWER PHASE I
PLAN NTS
PROFILE
Hor. NTS
EROSION CONTROL DETAILS
Vert. NTS
(SHEET 3 OF 3)
As Built Date
Of
A 7/11 TED ISSUED FOR 90% REVIEWSheet
L. ASSOC JEM TED MEB 9 11 17 25 25
No. Date By Revision
Surveyed By Designed By Drawn By Project—Engr Approved By Date
A CITY OF CHARLOTTE DEPARTMENT

SECTION 02601
PRECAST CONCRETE MANHOLES AND STRUCTURES
PART1 GENERAL
1.01. DESCRIPTION
A. Scope
1.
CONTRACTOR shall furnish all labor, materials, equipment, and incidentals required
to furnish and install all precast concrete manholes and structures as shown,
specified and otherwise required to complete the Work.
a. The Work includes, but is not limited to the following:
1) Precast concrete manholes.
2) Precast concrete structures and catch basins.
3) Frames and covers.
4) Inside drop manhole connections.
5) Manhole and structure testing requirements.
2.
Structures shall conform in shape, size, dimension, material, and other respects to
the details shown or as ordered by the ENGINEER.
B. Coordination
1.
Review the work under other sections and coordinate with the work that is related to
this Section.
C. Related Work Specified Elsewhere
1.
Section 02222 — EXCAVATION
2.
Section 02223 - BACKFILLING
3.
Section 02225 — TRENCHING
4.
All other related sections for piping, appurtenances and specials.
1.02. QUALITY ASSURANCE
A. Reference
Standards
1.
ASTM A 48, Gray Iron Castings.
2.
ANSI A 14.3, Safety Requirements for Fixed Ladders.
3.
ASTM B 221, Aluminum Alloy Extended Bars, Rods, Wire Shapes and Tubes.
4.
ASTM C 478, Precast Reinforced Concrete Manhole Sections.
Stevens Creek Trunk Sewer Phase 1 PRECAST CONCRETE
Charlotte Water Job No. 7030700047-17-503 02601-1 MANHOLES AND STRUCTURES

ASTM C32, Sewer and Manhole Brick (made from clay or shale).
1.03. SUBMITTALS
A. Shop Drawings
1. Submit for approval Shop Drawings of design and construction details of all precast
concrete.
2. Submit for approval manufacturer's certification of brick, block, gaskets, precast
sections, frames, covers, and all other accessories required.
3. Shop Drawings for the fabrication and erection of all casting assemblies and
miscellaneous metal work.
4. Copies of manufacturer's specifications, load tables, dimension diagrams, anchor
diagrams, and installation instructions for products to be used for miscellaneous
metal works and casting assemblies.
5. Certified copies of factory test reports for manholes.
6. All precast concrete structures shall be designed by a licensed North Carolina State
Registered Professional Engineer. Each Drawing for design shall be stamped and
signed by the Licensed North Carolina State Professional Engineer.
1.04. PRODUCT DELIVERY, HANDLING AND STORAGE
A. Delivery: All necessary precautions shall be taken to prevent damage to precast concrete
sections, cones, bases, frames and covers and other materials during shipment and delivery.
All materials shall be securely fastened to truck or rail car to prevent movement or damage
during shipment. Inspector shall examine all materials before unloading.
B. Handling: All precast concrete materials shall be handled to prevent damage. Precast
concrete sections shall not be dropped, rolled, or pushed off from any height on delivery,
storage or installation.
C. Storage: All precast concrete materials shall be stored in such a manner as to safely protect
the structures at all times.
PART PRODUCTS
2.01. PRECAST CONCRETE MANHOLES AND STRUCTURES
A. General: The following requirements apply to all precast concrete manholes and structures
furnished on this Project.
Precast Concrete structures shall be manufactured in accordance with ASTM C478,
latest revision, and shall be designed for HS -20 live load, latest revision.
2. Precast concrete manholes and structures shall be of approved design and of
sufficient strength to withstand the loads to be imposed upon them.
Mark date of manufacture and name or trademark of manufacturer on inside of
structure.
Stevens Creek Trunk Sewer Phase 1 PRECAST CONCRETE
Charlotte Water Job No. 7030700047-17-503 02601-2 MANHOLES AND STRUCTURES

4. All precast concrete structures shall be installed on a base of select backfill material
as shown on the Contract Drawings.
All concrete in precast units shall be stone aggregate and develop strength of 4,000
psi at 28 days and shall conform to the following specifications:
a. All concrete furnished for precast concrete manholes and structures shall be
in accordance with ACI 318 Code for reinforced concrete.
b. Materials
1) Cement: Portland cement, ASTM C150, Type I or Type 11.
2) Admixtures: Admixtures other than air entraining admixture shall not
be used. Air entraining admixture shall conform to ASTM C260. Air
content of concrete with 3/4 -inch maximum size aggregate shall be 6
percent plus or minus
1 percent volume.
Water: Clean and free from injurious amounts of oils, acids, alkalis, organic
materials or other substances.
Aggregates: Aggregates shall conform to ASTM C33, latest revision. Course
aggregate shall be size number 67 (nominal 3/4 -inch to No. 4).
e. Proportions: Proportions of materials in concrete and strength of concrete
shall be subject to the following conditions:
1) Minimum 28 -day compressive strength — 4,000 psi
2) Maximum water to cement ratio by weight — 0.45
3) Minimum cement content (pounds per - 600 lbs/cubic yard)
6. All precast concrete shall be manufactured by wet cast methods only, and shall be
approved design.
7. All precast concrete shall be steel reinforced. Reinforcing shall be designed for all
applicable loads and forces encountered. Steel reinforcing shall be ASTM A496 -A,
615, Grade 60-60 KSI.
8. Prior to backfilling, all below grade exterior faces of the precast concrete manholes
and structures installed on sanitary sewers shall be painted with an asphaltic sealer
as shown on the Drawings. Sealer shall be manufactured by one of the following:
a. RC -70 Protective Coating as manufactured by Midland Asphalt
b. Bitumastic 300M as manufactured by Carboline
Or equal
9. If cast -in-place bases are required, the concrete and reinforcing shall conform to the
Specifications as outlined under Section 03001
10. All holes and cutouts for adjacent piping shall be no less than 6 inches from any joint
in the structure at either the top or bottom of the line on any branch piping.
Stevens Creek Trunk Sewer Phase 1 PRECAST CONCRETE
Charlotte Water Job No. 7030700047-17-503 02601-3 MANHOLES AND STRUCTURES

2.02. PRECAST CONCRETE MANHOLES
A. In addition to the general requirements for precast concrete structures outlined above, the
following shall apply:
1. Precast concrete manhole bases shall be monolithic reinforced concrete and shall
have an O-ring gasket as outlined for the manhole sections. Thickness of the bottom
of precast concrete manhole bases shall be a minimum of 6 inches for 48 -inch
diameter manholes and a minimum of 8 inches for 60 -inch diameter manholes.
2. Precast concrete manhole bases shall be provided with a base flange extending no
less than 6 inches beyond the outside walls of the monolithic base.
3. Unless a larger size is required by the Drawings, the barrel of the precast concrete
manholes shall be constructed of standard reinforced concrete manhole sections.
The barrel shall be constructed of various lengths of pipe in combination to provide
the correct height with the fewest joints. Wall sections shall not be less than 5 inches
thick for 48 -inch diameter manholes, or less than 7 inches thick for 60 -inch diameter
manholes.
4. Joints shall be rubber gasket and concrete using O-ring gaskets, conforming to
AWWA C302. For rubber ring joints, the base of the bell shall be buttered with 1:"
cement -sand ratio to provide a uniform bearing for the spigot of the entering pipe.
5. A precast slab or precast eccentric cone with a minimum opening of 24 inches shall
be provided at the top of the manhole barrel to receive the cast iron frame and cover.
The slab or cone shall be of acceptable design and of sufficient strength to safely
support an HS -20 loading. Concrete slabs shall not be less than 8 -inches thick.
6. Manhole sections shall contain manhole steps, 12 inches on centers, accurately
positioned and embedded in the concrete.
7. Where the proposed piping passes through exterior walls of a precast concrete
manhole on structure, the manufacturer shall provide an oversized opening and
mechanical type seal or shall provide an assembly consisting of a flexible rubber boot
with clamp assembly. The boot assembly shall meet the requirements of ASTM C-
923 and shall have a stainless steel power sleeve and clamps.
8. Product and Manufacturer:
a. Precast concrete manholes shall be manufactured by:
1) Kistner Concrete Products
2) Or approved equal.
2.03. PRECAST CONCRETE CATCH BASINS
A. In addition to the general requirements for precast concrete structures outlined above, the
following shall apply to precast concrete catch basins:
Precast concrete catch basins shall be manufactured as one- or two-piece units with
integral bottom and wall cast in one pour per piece so that there are a minimal
number of joints present in the sections.
Stevens Creek Trunk Sewer Phase 1 PRECAST CONCRETE
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2. Catch basin base and walls shall be of acceptable design and of sufficient strength to
safely support HS -20 loading.
3. For precast concrete base section, the minimum thickness of base slab shall be 6 -
inch thickness or other thickness as recommended by the manufacturer.
4. Precast concrete walls for catch basin shall be 6 -inch thickness except at knockouts
where the minimum thickness shall be 2 inches.
5. Pipe connections to catch basins for storm drainage piping shall consist of a
knockout in the catch basin wall for installation of the proposed piping. The void
between the proposed piping and the wall of the catch basin shall be grouted with
cement -mortar grout and shall be approved by the ENGINEER.
2.04. MISCELLANEOUS METALS
A. Steps and ladder rungs (manholes)
1. The CONTRACTOR shall provide steel reinforced copolymer polypropylene steps as
follows:
a. Conform to requirements outlined in ASTM 2146 under Type II, Grade
16906.
b. Steel reinforcing used in steps shall be continuous 1/2 -inch diameter
reinforced rod.
C. Steel reinforcing rod shall be Grade 60 and conform to requirements of
ASTM A-615.
d. "Press Fit" step hand driven by hammer into preformed holes in the precast
concrete manhole sections.
e. Steps shall be in conformance with ASTM C-478, paragraph 11 and shall be
in conformance with all applicable OSHA standards.
f. Space steps uniformly at a maximum of 12 inches on centers and project
evenly from manhole or chamber walls.
2. Product and manufacturer: Provide one of the following:
a. M.A. Industries, Inc., Model PS -2 -PFS
b. Or equal.
B. Frames and covers: (Manholes)
1. For manholes, provide frames and covers as follows:
a. For sewer manholes, frames and covers shall conform to the following:
1) Made from merchantable gray cast iron, tough, even -grained, and
free from all flaws or defects, ASTM A48, Class 35, cast iron, or
equal.
b. Frame and cover shall be rated for HS -20 loading, latest revision.
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C. Machined to ensure proper fit and even bearing in all positions.
d. Covers shall be solid covers and shall be furnished without lettering.
e. Covers within the 100 -year flood plain shall be furnished with watertight
gasket and two (2) camlocks.
f. Covers outside of the 100 -year flood plain shall be furnished with one (1)
each, 1 -inch diameter vent holes, and two (2) Cored Pickbars as shown on
the Drawings.
g. Manhole frame and cover shall be furnished in accordance with the details
shown on the Drawings.
2.05. DROP MANHOLE CONNECTIONS
A. Drop manhole connections shall conform to the design and details shown, or as directed by
the ENGINEER, and shall be constructed where shown on the Drawings.
B. Install inside drop manhole connections at all sewers entering a manhole where the proposed
sewer enters the manhole at an elevation of 24 inches or more above the manhole invert.
C. The inside drop manhole connection shall be constructed of the following components:
Inside drop bowl assembly, Model A-6 as manufactured by Reliner/Duran Inc. or
equal.
2. Schedule 35 PVC piping and fittings to complete installation.
D. The drop connection shall be attached to the manhole wall using 1/4" x 2" stainless steel strap
with two (2) anchor bolts. A minimum of two clamping brackets shall be installed for each
drop connection.
E. Connection between the drop bowl assembly and the PVC drop piping shall be completed
using a Fernco coupling.
F. Install suitable bend at bottom of drop connection to direct flow into the existing manhole
invert/bench.
G. Installation of drop manhole connections shall not interfere with the existing manhole access
or steps.
PART 3 EXECUTION
3.01. INSTALLING PRECAST CONCRETE STRUCTURES
A. Precast concrete structures shall be installed and set in accordance with the manufacturer's
recommendations and as outlined herein.
3.02. MANHOLE BASES AND CATCH BASINS
A. Precast and cast -in-place manhole bases and concrete catch basins shall be set on a
concrete or crushed stone foundation base as shown. Bases shall be set at the proper grade
and carefully leveled and aligned. Cast -in-place bases shall conform to the details shown on
the Drawings and shall be constructed in accordance with Section 03001.
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B. Set sections vertical with steps and sections in true alignment.
C. Install sections, joints, and gaskets in accordance with manufacturer's recommendations.
D. Lifting holes shall be sealed tight with a solid rubber plug driven into hole and the remaining
void filled with 1 to 2 cement -sand mortar.
3.03. MANHOLE CHANNELS
A. Inverts shall conform to the size and elevation of the adjoining pipes. Side inverts shall be
curved and main inverts, where direction changes shall be laid out in smooth curves of the
longest possible radius which is tangent to the centerline of the adjoining pipelines.
B. For straight through flow, channels shall be formed from polyvinyl chloride (PVC) pipe laid
through the manholes. A bench of 4,000 psi concrete shall be built up to the 2/3 point of the
vertical sewer diameter before the top of the sewer pipe is broken out.
C. Where side channels and curved sections occur, the channels within the manholes shall be
formed of 4,000 psi concrete and shall be given a hard trowel finish.
3.04. GRADING AT MANHOLES AND CATCH BASINS
A. Precast concrete grade rings shall be used for all precast manholes, structures and catch
basins where necessary to set frame and cover to final elevations. Grade rings shall be
maximum of 6 inches (2 -inch, 4 -inch, or 6 -inch), and shall not exceed 12 inches in total
height, constructed on the roof slab or cone section on which the frame and cover shall be
placed. The height of the grade rings shall be such as is necessary to bring the frame and
cover to the proper grade. However, no more than two grade rings will be allowed.
B. Concrete blocks or bricks shall be used to set new frames and grates on new or existing
catch basins.
C. All manholes in unpaved areas shall be built as shown or directed to proper elevation.
3.05. MANHOLE WATERTIGHTNESS
A. All manholes shall be free of visible leakage. Each manhole shall be tested for leaks and
inspected, and all leaks shall be repaired in a manner subject to the ENGINEER's approval.
B. After installing manhole sections and making O-ring joints, CONTRACTOR shall trowel on
inside and outside face of joint mortar coating, "PRECO-PATCH" or equal.
3.06. PIPE JOINT
A. Materials required for pipe stubs shall be of the same make and manufacture, including lining
and coating of the main adjoining piping.
3.07. CONNECTIONS TO EXISTING MANHOLES AND CATCH BASINS
A. The CONTRACTOR shall make connections between the proposed manholes and the
existing manholes where shown on the Drawings, and between proposed catch basins where
shown and required.
B. The CONTRACTOR shall core drill into the existing manhole at the locations shown on the
Drawings and at the elevations shown on the Drawings and at such an angle so that no
reverse flow conditions will be created and so that the core drilling does not interfere with the
existing pipes.
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C. If the existing manhole has a bench and channel, it shall be removed and reconstructed to
permit flow through the manhole as it exits now and also into the new outlet pipe. The
CONTRACTOR shall be responsible for diverting flow or pumping water so that a channel
and bench may be constructed in a dry condition.
D. Diversion of the water flow shall only be done with the approval of the ENGINEER and the
agency involved.
E. Subsequent to construction of the connecting pipe and the connection to the existing
manhole and before the diversion or pumping procedures are stopped, the CONTRACTOR
shall install a plug in both the inlet and outlet ends of the pipe connections of the proposed
manhole and the existing manhole. The plugs shall be secured to a chain which shall be
secured to the manhole in which it is installed. The plugs shall be watertight.
3.08. ADJUSTMENT OF FRAMES, COVERS AND GRATES AND INSTALLING NEW FRAMES,
COVERS AND GRATES
A. Frames, covers and grates shall be adjusted to new grades necessary to match final
pavement surface.
B. Limits of excavation and pavement removal shall be kept to the minimum necessary to
complete the work.
C. Provide all blocks, bricks and appurtenances necessary for grade adjustment.
D. CONTRACTOR is responsible to ensure, check and verify all grades.
END OF SECTION
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SECTION 02733
SANITARY SEWER PIPING
PART1 GENERAL
1.01. SECTION INCLUDES
A. Gravity flow sanitary sewers, fittings, accessories, including outfall sewers, materials and
installation.
B. Connection of sanitary sewers to manholes.
C. Tests and inspections.
D. Pipe Schedule.
1.02.
RELATED SECTIONS
A. Section 02225
- TRENCHING
B. Section 02228
- COMPACTION
C. Section 02734
— MANHOLES AND COVERS
D. Section 02735
- LEAKAGE TESTS OF SEWERS
1.03.
REFERENCES
A. Ductile Iron Gravity Sewer Pipe
ASTM A746
Ductile Iron Gravity Sewer Pipe
AWWA C151
Ductile -Iron Pipe, Centrifugally Cast
AWWA C104
Cement -Mortar Lining for Ductile Iron Pipe and Fittings
ANSI/AWWA
Push -On Joints and Mechanical Joints
A21.11/C111
B. Plastic Gravity Sewer Pipe
AWWA C900
Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated Fittings, 4 In.
Through 12 In. (100 mm Through 300 mm), for Water Transmission and
Distribution
ASTM D1784
Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and
Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds
Standard Specification for Joints for Plastic Pressure Pipes Using Flexible
ASTM D3139
Elastomeric Seals
ASTM D2412
External Loading Properties of Plastic Pipe by Parallel -Plate Loading
Standard Specification for Resilient Connectors Between Reinforced
ASTM C923
Concrete Manhole Structures, Pipes, and Laterals
Elastomeric Seals (Gaskets) for Joining Plastic Pipe
ASTM F477
1.04. SUBMITTALS
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A. Submit under provisions of Section 01300, Submittals.
B. Product Data - Provide data indicating conformance to ASTM/AWWA codes, pipe material,
sizes, class, dimensions, joint type, and pipe accessories.
C. Manufacturer's Installation Instructions - Indicate special procedures required to install
Products specified.
D. Results of shop tests, if required.
E. Manufacturer's Certificate - Certify that products meet or exceed specified requirements.
1.05. PROJECT RECORD DOCUMENTS
A. Submit documents under provisions of Section 01700, Record Documents.
B. Record location and length of pipe runs, connections, manholes and rim and invert
elevations. Invert elevations to be of the pipe invert at a point where the pipe enters or exists
a structure.
C. Identify and locate on record drawings the discovery of exposed uncharted existing utilities
and services.
1.06. REGULATORY REQUIREMENTS
A. Conform to applicable NCDEQ code for materials and installation of the Work of this Section.
B. Conform to requirements of permits obtained by Owner and attached to these Specifications.
1.07. FIELD MEASUREMENTS
A. Prior to construction, verify by field measurements and exploratory excavations that existing
facilities locations and elevations are as shown on Drawings. Notify Engineer of potential
inferences and allow Engineer sufficient time to determine any changes required as a result
of such interferences.
1.08. COORDINATION
A. Coordinate work under provisions of Sections 01039, Coordination and 01500, Temporary
Facilities, including field engineering, maintenance of traffic, access to private driveways,
emergency vehicle access and areas with shared with other contractors.
B. Coordinate the Work with termination of sanitary sewer and connection of existing sewers
with Charlotte Water.
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PART PRODUCTS
2.01. GRAVITY SANITARY SEWER PIPE MATERIALS
A. Ductile Iron Pipe:
1. Ductile Iron Gravity Sewer Pipe - ASTM A746, Class 250 and 350, bell and spigot.
2. Ductile Iron Pipe Joint Devices - ANSI A21.11 rubberjoint device.
B. Plastic Pipe (8 inches to 24 inches) — AWWA C900, ASTM D1784, Cell Class 12454, Poly
(Vinyl Chloride) (PVC) material; minimum pipe class DR25 (Rate 165 psi); bell and spigot
style with rubber gasket conforming to ASTM D3139 and ASTM F477 respectively. Pipe color
shall be green.
2.02. PIPE ACCESSORIES
A. Fittings - Same size, material and class as pipe molded or formed to suit pipe size and end
design, in required tee, bends, elbows, cleanouts, reducers, couplings, adopters, traps and
other configurations required.
B. Trace Wire - Magnetic detectable conductor, green plastic covering, standard #12 AWG
copper tracer wire.
C. Pipe Connections
1. Male End of New Sewer Pipe to Female of Existing Pipe - Fernco Inc. Standard
Flexible Couplings; or equal.
2. Male End of New Sewer Pipe to Male End of Existing Pipe - Fernco Inc. Standard
Flexible Couplings; Dresser Model 360 "All -Around" Pipe Repair Clamps in Stainless
Steel; or equal.
D. Identification
Each pipe length and fitting shall be clearly marked with:
1. Manufacturer's name and trade mark.
2. Nominal pipe size and class.
3. Material designation.
E. Connections to Manholes
1. 8" pipe to 16" pipe - Provide flexible watertight boots cast in as integral part of
manhole base or installed in cored opening with stainless steel compression band
conforming to ASTM C923.
2. 18" pipe and larger may be furnished with manhole precast bottom section with
flexible boots, flexible seals, or concrete collars. Flexible seals shall be A -Lok or
Contour Seal. Connections shall meet ASTM C923 and connections details in
Contract Drawings.
2.03. SHOP TESTS
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A. General
1. All shop tests of pipe and pipe materials required by this section and/or the
applicable ASTM/AWWA Specifications shall be performed at the Contractor's
expense.
2. When no specific shop tests are required, the manufacturer shall submit a
Performance Affidavit certifying his product meets or exceed these specifications and
the applicable ANSI/ASTM and AWWA requirements. If required by the Engineer,
certified test reports of prior tests shall be submitted with the performance affidavit.
3. Tests shall be conducted at the pipe manufacturer's plant or when approved test
facilities do not exist at the point of manufacture, the tests shall be conducted in
certified private testing laboratories approved by the Engineer.
4. All testing machines, gages, laboratory apparatus and other devices used for the
required shop tests shall be in first class condition and accurately calibrated. Shop
tests shall be conducted by qualified personnel.
5. The Contractor shall submit to the Engineer the name or names of the proposed
manufacturers of pipe for this project, including shop drawings of the proposed pipe
and appurtenances. Each pipe manufacturer shall notify the Engineer and the
Contractor when shop tests on the lot or lots of pipe for this project are to take
placed, allowing sufficient time for the Engineer to send a representative to witness
the tests.
6. Tests shall be conducted in accordance with the applicable ANSI/ASTM or AWWA
specifications except as modified by these specifications.
7. Wherever in the appropriate ANSI/ASTM or AWWA Specification tests are required
to be performed for all pipe furnished for this project, certified copies of all test (and
retest) results shall be submitted jointly to the Engineer and the Contractor unless the
foregoing Paragraph No. 3 applies.
8. Specific modifications and/or amendments to the applicable ASTM Specifications are
as follows:
a. Crushing Strength - Crushing strength tests shall be conducted using the 3 -
edge bearing method except that the lower bearing strips utilized in these
tests may be of hardwood or hard rubber material complying with the
applicable ASTM Specification, unless such option is precluded under the
companion ASTM Specification which covers the pipe itself.
9. Specimens showing obvious leakage in the pipe wall or at the joint, which will prevent
compliance with the required leakage tests in the field, shall be tagged and rejected.
If the joint assembly itself is suspected as the only cause for leakage, another test
may be run on the same specimens using another set of gaskets and couplings. If
this leakage test is met, the original gaskets and couplings shall be rejected, although
the pipe sections themselves may be shipped.
10. Upon completion of shipment of the pipe furnished for this project, the pipe
manufacturer shall provide the Engineer with a certificate, signed by an officer of the
corporation or firm and witnessed by a notary public, attesting that the pipe and
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appurtenances furnished were manufactured and successfully tested in full
accordance with these specifications and the applicable ASTM Specifications.
11. Any section or lot of pipe, fittings or specials which does not meet the requirements of
these specifications and the applicable ASTM/ANSI or AWWA Specifications under
which the product is required to be manufactured, will be rejected.
PART 3 EXECUTION
3.01. EXAMINATION
A. Verify that trench cut, excavated base and pipe bedding is ready to receive work and pipe
bedding dimensions and elevations are as indicated on Drawings.
B. All pipe, fittings, and specials shall be carefully inspected in the field before lowering into the
trench. Cracked, broken, warped, out -of -round, damaged joints, including damaged pipe
linings or coatings, or otherwise defective pipe, fittings or specials, as determined by the
Engineer, shall be culled out and not installed. Such rejected pipe shall be clearly tagged in
such manner as not to deface or damage it, and the pipe shall then be removed from the job
site by the Contractor at his own expense.
C. Any pipe showing a distinct crack with no evidence of incipient fracture beyond the limits of
the visible crack, if approved, may have the cracked portion cut off by, and at the expense of,
the Contractor before the pipe is laid so that the pipe used is perfectly sound and will form an
approved joint. The cut shall be made in the sound barrel at a point at least 12 inches from
the visible limits of the crack.
D. If authorized, cutting of the pipe shall be done in a neat and workmanlike manner without
damage to the pipe lining. All pipe cutting shall be done by means of an approved type of
power cutter and in accordance with manufacturer's instructions. The use of hammer and
chisel, or any other method which results in rough edges, chipped or damaged pipe, is
prohibited.
3.02. PREPARATION
A. The Contractor shall have on the job site with each pipe laying crew, all the proper tools,
gauges, pipe cutters, lubricants, etc., to handle and cut pipe for pipe laying and for joining of
the pipe.
B. Prior to installing the foundation, trenches shall have all water moved and all work performed
in a dry trench.
C. All pipes, fittings or specials which are to be installed in the open trench excavation shall be
properly bedded in, and uniformly supported on pipe foundations of the various types
specified in Section 02225, Trenching, and shown on the Contract Drawings.
D. Flat -bottom trenches of required width shall be excavated to the necessary depth as required
and maintained in accordance with Section 02225, Trenching.
E. Bedding material shall be spread in maximum of 8 -inch layers for the pipe foundation and
each layer shall be compacted until the required total depth of bedding has been built up.
F. Suitable holes or depressions shall be provided in the pipe bedding to permit adequate
bedding of bells, couplings or similar pipe projections.
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G. Compaction methods include hand tamping with T -bars, flat heads, shovel slicing, as well as
mechanical compactors.
H. The Contractor shall perform his bedding operations with care to maintain line and grade.
3.03. LINES AND GRADES
A. The Contractor shall furnish all labor, materials, surveying instruments, and tools to establish
and maintain all lines and grades. The Contractor shall have personnel on duty or on
standby call, at all times, who are qualified to set and check grades of sewers and manholes
as they are installed.
B. Easements, property lines, manholes and pipe centerlines necessary for locating the work as
well as elevations used in the design of the work are shown on the Drawings. Bench marks
are shown on the drawings or the contractor will be provided a list of bench marks.
C. The Contractor shall use this information to set line and use laser equipment to set line and
grade. The Contractor shall check the grade of pipe by use of level instrument and rod at not
more than 50 -foot intervals.
D. The use of string levels, hand levels, carpenter's levels or other crude devices for transferring
grade or setting pipe are not permitted.
E. During construction, the Contractor shall provide the Engineer, when requested, all
reasonable and necessary materials, opportunities, and assistance for setting stakes and
making measurements, including the furnishing of one or two rodmen or chainmen as needed
at intermittent times.
F. The Contractor shall carefully preserve bench marks, reference points and stakes,
established by the Engineer or Owner, and in case of willful or careless destruction by his
own operations he will be charged with the resulting expense to re-establish such destroyed
control data and shall be responsible for any mistakes or delay that may be caused by the
unnecessary loss or disturbance of such control data.
3.04. TOLERANCES
A. Pipes shall be laid to the lines and grades shown on the Drawings.
B. Pipes shall be straight between manholes or between points of connection to structures or
existing pipes.
C. The grade of the sewer between manholes and from pipe length to pipe length shall not vary
from the design grade shown on the Contract Drawings by more than 0.15 times the design
grade, unless a change in grade has been ordered by the Engineer, in which case the same
tolerance shall apply.
D. Invert elevations at any location shall not vary from the design elevations by more than 0.05
feet, unless a change in invert elevation has been ordered by the Engineer, in which case the
same tolerance shall apply.
E. Any sewer grade or invert elevation which exceeds these tolerances shall be corrected by the
Contractor at his own expense in a manner prescribed, and to the extent ordered, by the
Engineer.
3.05. INSTALLATION
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A. The Contractor shall furnish slings, straps, and/or approved devices to provide satisfactory
support of the pipe when it is lifted. Transportation from storage areas to the trench shall be
restricted to operations which can cause no damaged to the pipe or lining or castings.
B. The pipe shall not be dropped from trucks onto the ground or into the trench.
C. Pipe laying shall proceed upgrade with spigot ends pointing in the direction of flow.
D. Each pipe section shall be placed into position in the trench on the pipe bedding in such a
manner and by such means required to cause no injury to the pipe, persons, or to any
property.
E. The pipe fittings and specials shall be firmly bedded in the pipe foundation so that the pipe
barrel is uniformly supported and graded throughout its length.
F. Blocking will not be permitted under the pipe, except where the pipe is to be installed in
concrete encasement or concrete cradle.
G. Holes and depressions in the pipe foundation shall be provided to receive bells, couplings, or
similar projections to assure proper bedding of the pipe barrel.
H. When the pipe is in proper position, it shall be joined or coupled to the mating end of the
previously laid pipe, using the required joint and, the manufacturer's recommended assembly
procedure.
I. After the pipe has been joined, the pipe bedding material to be placed and spread in
maximum 8 -inch layers to the midpoint of the pipe.
J. Each layer shall be compacted using mechanical compactors, hand tamping with T -bars, and
shovel slicing so that pipe barrel is firmly embedded in the pipe bedding material.
K. If inspection of the pipe indicates that the pipe has been properly installed as determined by
the Engineer, the Contractor may then continue to spread the pipe foundation material to 12 -
inches over the top of the pipe.
L. The pipe foundation above the midpoint of the pipe shall be spread and compacted in 12 -inch
layers to 12 inches above the top of the pipe.
M. When PVC or polyethylene pipe is used, do not compact directly over pipe until the depth of
backfill has reached 2 feet above the top of the pipe.
N. After completing the pipe foundation to 12 inches above the top of pipe the Contractor may
then backfill the remainder of the trench in accordance with Sections 02225, Trenching and
02228, Compaction and the typical trench details shown on the drawings.
O. At the end of each day's work or at intervals of length at the option of the Engineer, the
Engineer, with the Contractor, will check the grade and inspect the pipe for alignment with
lamps or mirrors. Defective work shall be dug up and reinstalled to the satisfaction of the
Engineer.
P. The completed assembly of pipe sections shall form a sewer with uniform slope.
Q. Manufactured pipe plugs or temporary bulkheads shall be placed in the open ends of sewer
lines whenever pipe laying is stopped overnight, over weekends, or whenever dirt or debris
could enter the pipeline during construction.
3.06. CONNECTION TO EXISTING STRUCTURES
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A. Where sewers are to be connected to existing manholes, or other structures, and where no
stub or opening has been provided for the connection, the Contractor shall cut an opening of
minimum diameter through the side wall of the structure for inserting the pipe, at the required
location.
B. In making connections to existing manholes or structures, care shall be taken to avoid
damage to the manhole or structure or allowing debris to enter the pipe lines. Any damage
resulting from the Contractor's operations shall be repaired and made good by the Contractor
at his own expense.
C. After inserting the pipe, the annular space remaining outside the pipe shall be completely
filled with an expanding joint sealer (activated oakum or compressed foam) and covered with
non -shrinking watertight mortar and such joint made watertight so that leakage of water into
the structure is prevented.
D. The pipe shall be positioned so that the finished or trimmed end of the pipe is flush with the
inside wall surface of the structure. The mortar filler shall be struck off neatly to form a
smooth, dense surface flush with the inside wall surface of the structure.
E. For PVC, plastic or polyethylene pipe, furnish and install a rubber joint waterstop ring around
exterior of pipe or provide a manhole adaptor to make a watertight manhole connection as
manufactured by Fernco Type "CMA" adaptor: The General Engineering Co. Type "CT"
adaptor, Certain -teed, Johns -Manville, or equal.
F. Benchwalls in existing structures shall be altered to form a new trough so the new connection
will enter the existing flow channel at a 45 degree angle in the direction of flow.
G. Benchwalls to be extended upwards to the top of pipes as shown on Drawings.
H. Existing flow to be maintained through manhole or by bypass pumping or piping.
3.07. LEAKAGE TESTING
A. All installed sanitary sewer pipe and manholes shall be subject to a leakage test as described
in Section 02735, Leakage Tests of Sewers.
3.08. FINAL INSPECTION
A. Prior to final inspection, the Contractor shall thoroughly clean all new pipes by flushing with
water or other means to remove all dirt, stones, pieces of wood, etc., which may have
entered during the construction period.
B. Each section of installed sewer between manholes, or structures will be inspected by the
Engineer before final acceptance. Such inspection will be visual by traversing the inside of
the pipe, by closed circuit television inspection. DVD recordings shall be made available to
Owner and Engineer for review. Defective work or materials shall be repaired as directed by
the Engineer.
C. Deflection tests shall be conducted on plastic pipe (PVC). Deflection gauge mandrel meeting
ASTM D3034 and F679 shall be pulled on each run of pipe between manholes. 5% deflection
mandrels shall be used for testing.
D. The pipe and fittings shall be true to both line and grade, shall show no leaks, shall show no
obstruction to flow, shall have no projections of connecting pipe into the line, shall be free
from cracks and protruding joint materials, and shall contain no deposits of dirt, debris or
other material which will in any way reduce the full cross sectional area of the pipe.
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E. Any section of sewer or drain, or portions thereof, which do not comply with the inspection
criteria defined above, shall be promptly corrected or repaired by the Contractor at his own
expense.
F. Pipe which is cracked or collapsed shall be dug up and replaced with new pipe; pipe which is
out of line or grade shall be dug up and re-laid to the correct line and grade.
G. Deposits of dirt and debris shall be flushed with water through to the downstream manhole
and removed.
H. At points of leakage, the pipe shall be dug up and replaced or repaired with approved repair
clamp couplings (stainless steel Type 304 with stainless steel bolts and nuts or cast iron
coupling with stainless steel bolts and nuts) so as to permanently stop the leak in a manner
which shall receive the prior approval of the Engineer.
I. All manholes shall be watertight. All joints between precast wall sections, between cast iron
frame and brick, and between brick units themselves shall be neat, continuous, and flush with
the adjacent surfaces. Dirt and debris shall be removed from all manholes.
3.09. PIPE SCHEDULE
LOCATION SIZE TYPE OF PIPE TYPE OF JOINT LINER REMARKS
See Contract 8" DIP Class 350 Pushed Joint w/ Mortar w/
Drawings Rubber Gasket Asphaltic
Coating
See Contract 12" PVC DR 25 Pushed Joint w/ NA Restrain joints where —
Drawings Rubber Gasket indicated on drawings
See Contract 12" DIP Class 350 Pushed Joint w/ Mortar w/ Restrain joints where
Drawings Rubber Gasket Asphaltic indicated on drawings
Coating
See Contract 16" PVC DR 25 Pushed Joint w/ NA Restrain joints where
Drawings Rubber Gasket indicated on drawings
See Contract 16" DIP Class 250 Pushed Joint w/ Epoxy Liner Restrain joints where
Drawings Rubber Gasket indicated on drawings
See Contract 24" DIP Class 250 Pushed Joint w/ Epoxy Liner Restrain joints where
Drawings Rubber Gasket indicated on drawings
See Contract 24" PVC DR 25 Pushed Joint w/ NA Restrain joints where
Drawings Rubber Gasket indicated on drawings
END OF SECTION
Stevens Creek Trunk Sewer Phase 1
Charlotte Water Job No. 7030700047-17-503 02732-9 SANITARY SEWER PIPING

SECTION 02735
LEAKAGE TESTS OF SEWERS
PART1 GENERAL
1.01. SECTION INCLUDES
A. Leakage testing by air pressure methods.
B. Manhole vacuum testing.
1.02. RELATED SECTIONS
A. Section 02732 - SANITARY SEWER PIPING
B. Section 02734 — MANHOLES AND COVERS
1.03. REFERENCES
A. Uni-Bell Plastic Pipe Association - UNI -B-6-98 Recommended Practice for Low Pressure Air
Testing of Installed Sewer Pipe. Refer to example calculation at end of this Section.
B. ASTM 1598 - Standard Test Method for Time -to -Failure of Plastic Pipe under Constant
Internal Pressure
C. ASTM D2122 - Standard Test Method of Determining Dimensions of Thermoplastic Pipe and
Fittings
1.04. SUBMITTALS
A. The CONTRACTOR shall submit proposed materials, methods, equipment, and operations
regarding cleaning and testing of gravity sanitary sewers to the ENGINEER for approval prior
to the start of cleaning and testing operations.
1.05. TEST REQUIREMENTS
A. Backfilling of the sewer trench to ground or road surface shall be in place and completed for
30 calendar days or as approved by Engineer, prior to start of testing of each Section of
sewer.
B. Testing shall be completed prior to final paving and final restoration.
C. Low pressure air test shall not exceed drop of 1.0 psig for time period listed in attached Table
02735-1. Test procedure shall conform to ASTM C828 except as modified by the UNI -Bell
Plastic Pipe Association Publication UNI -B-6-98, for Low Pressure Air Testing Of Installed
Sewer Pipe. Refer to Table 02735-1 for maximum allowable time for a 1.0 psig drop.
D. Deflection Test - Maximum deflection 5 percent. Refer to Section 02732 for detail of GO -NO-
GO mandrel.
E. Maximum test length shall not exceed 1,000 feet.
Stevens Creek Trunk Sewer Phase 1
Charlotte Water Job No. 7030700047-17-503 02735-1 LEAKAGE TESTS OF SEWERS

In the case of sewers laid on steep grades, the length of line to be tested at any one
time may be limited by the maximum allowable internal pressure on the pipe and
joints at the lower end of the line. The recommendations of the pipe manufacturer
shall be followed in this regard.
F. The Engineer shall witness all tests.
G. Leakage Tests - Replacement of Existing Sewer Systems - Leakage tests shall be performed
on new sewer and manholes, replacing existing sewers and manholes, using one of the
two methods described as follows:
Where existing live sewers and live laterals have been replaced with new piping,
leakage tests shall be performed by the above-described methods if (a) the section
has no laterals between manholes; (b) can be plugged off without affecting existing
connected facilities; and (c) the flow at the upstream manhole can be pumped around
the section to be tested.
2. Where the section to be tested has live lateral connections, test methods shall be
performed by television inspection and joint testing methods. Where the new piping
fails to pass inspection or joint tests, the failed pipe or joint shall be re -excavated and
replaced with a permanent repair satisfactory to the Engineer (using chemical sealant
to stop leaks in new pipe is not an acceptable method).
1.06. PROJECT RECORD DOCUMENTS
A. Submit documents under provisions of Section 01700, Record Documents.
B. The following copies of forms for testing are attached to the end of this Section.
1. Low Pressure Air Testing of New Sewers.
2. Table 02735-1, Low Pressure Air Testing of Sewers, including attached Appendix I.
Manhole vacuum tests.
1.07. FIELD MEASUREMENTS
A. Low Pressure Air Testing
Measure length of section to be tested.
2. Measure time interval and pressure drop.
3. Record measurements on GHD Form 169.
1.08. COORDINATION
A. Coordinate maintenance of traffic with local authorities.
PART PRODUCTS
Not used.
Stevens Creek Trunk Sewer Phase 1
Charlotte Water Job No. 7030700047-17-503 02735-2 LEAKAGE TESTS OF SEWERS

PART 3 EXECUTION
3.01. EXAMINATION
A. Backfill has been in place the required time before start of test.
B. No connections to live sewers or live laterals have been made unless directly replacing
existing sewer.
3.02. PREPARATION
A. Pipelines and manholes have been flushed and cleaned of all debris, stones, silt, etc. such
that all surfaces of pipe and manholes are visible.
B. The Contractor shall have on the job all the proper tools, pipe plugs, air bags, gauges,
pumps, wires, water trucks, compressors, etc. necessary to properly test the pipe and
manholes.
3.03. TESTING
A. Low Pressure Air Testing
1. Prior to start of test permanently repair all visible leaks.
2. Isolate each section to be tested with air tight plugs.
3. Low pressure air testing procedures shall conform to ASTM C-828 as modified by
UNI -B-6-98.
4. On ductile iron pipe sewer sections, no pressure drop is permitted.
5. On PVC sewers, the maximum allowable drop in pressure from the test pressure
shall be 1.0 psig during the minimum holding time.
a. Test pressure shall be calculated using the following equation:
P = 3.5 + H (psig)
2.31
where:
P = Test pressure, maximum of 10 psi
H = Height of groundwater above invert
6. All pressurizing equipment used for low-pressure air testing shall include a regulator
or relief valve set no higher than 10 psig to avoid over -pressurizing and displacing
temporary or permanent plugs. In no case should the starting pressure exceed 10.0
psig.
7. Either mechanical or pneumatic plugs may be used. All plugs shall be designed to
resist internal testing pressures without the aid of external bracing or blocking. If
pneumatic plugs are utilized, a separate hose shall also be required to inflate the
pneumatic plugs from the above ground control panel. Plug the upstream end of the
line first to prevent any upstream water from collecting in the test line. This is
Stevens Creek Trunk Sewer Phase 1
Charlotte Water Job No. 7030700047-17-503 02735-3 LEAKAGE TESTS OF SEWERS

particularly important in high groundwater situations. When plugs are being placed,
the pipe adjacent to the manhole shall be visually inspected to detect any evidence of
shear in the pipe due to differential settlement between the pipe and the manhole. A
probable point of leakage is at the junction of the manhole and the pipe, and this fault
may be covered by the pipe plug, and thus not revealed by the air test.
8. To facilitate test verification by the Engineer, all air used shall pass through a single,
above ground control panel. The above ground air control equipment shall include a
shutoff valve, pressure regulating valve, pressure relief valve, input pressure gauge,
and a continuous monitoring pressure gauge having a pressure range from 0 to at
least 10 psi. The continuous monitoring gauge shall have minimum divisions of
0.10 psi and an accuracy of +0.04 psi. The equipment to include a separate certified
test gauge for periodic checking of the accuracy of the basic equipment gauges.
9. Two separate hoses shall be used to: (1) connect the control panel to the sealed line
for introducing low-pressure air, and (2) a separate hose connection for constant
monitoring of air pressure build-up in the line. Low pressure air shall be slowly
introduced into the sealed line until the internal air pressure reaches 4.0 psig greater
than the average back pressure of any groundwater above pipe, but not greater than
10.0 psig. After a constant pressure of 4.0 psig is reached, the air supply shall be
throttled to maintain that internal pressure for at least 2 minutes or until the
temperature of the entering air to equalize with the temperature of the pipe wall.
When temperatures have been equalized and the pressure stabilized at 4.0 psig, the
air hose from the control panel to the air supply shall be disconnected.
10. The continuous monitoring pressure gauge shall then be observed while the pressure
is decreased to no less than 3.5 psig (greater than the average back pressure of any
groundwater over the pipe). At a reading of 3.5 psig, timing shall commence with a
stop watch or other timing device that is at least 99.8 percent accurate.
11. If the time shown in Table 02735-1 (at the end of this Section) for the designated pipe
size and length elapses before the air pressure drops 1.0 psig, the section
undergoing test shall have passed the leakage test. The test may be discontinued
once the prescribed time has elapsed even though the 1.0 psig drop has not
occurred.
12. If the pressure drops 1.0 psig before the appropriate time shown in Table 02735-1
has elapsed, the air loss rate shall be considered excessive and the section of pipe
has failed the test.
13. If the section fails to meet the above requirements, the Contractor shall determine at
his own expense the source, or sources of leakage, and he shall repair or replace all
defective materials and/or workmanship to the satisfaction of the Engineer. The
extent and type of repair as well as results, shall be subject to the approval of the
Engineer. The completed pipe installation shall then be retested and required to
meet the requirements of this test.
14. The times shown in Table 02735-1 are for the length of main sewer tested. For
lengths other than those shown, the time to be interpolated. Further, the tables do
not have any reduction of time for length of laterals connected to the section of sewer
being tested since it normally is not significant. For all precise calculation of time
allowance including laterals, refer to UNI -Bell UNI -B-6 publication and the sample
calculations and formula shown at the rear of this section.
Stevens Creek Trunk Sewer Phase 1
Charlotte Water Job No. 7030700047-17-503 02735-4 LEAKAGE TESTS OF SEWERS

B. Manhole Vacuum Testing
General
a. After the manhole has been completely constructed, the frame installed
thereon, and the trench backfilled, a vacuum test shall be performed.
b. Any damage caused to properties due to sewage handling and/or sewage
backup while vacuum testing shall be the responsibility of the Contractor.
2. Vacuum Testing Equipment - Furnish testing equipment as specified in the
manufacturer's written instructions. For this procedure, pressure gauge MUST read in
inches of mercury, not in psi.
Vacuum Test Procedures
a. Perform vacuum testing in accordance with the testing equipment
manufacturer's written instructions.
b. Draw a vacuum of 10 inches of mercury and close the valves.
Manhole will be acceptable when vacuum does not drop below 9 inches of
mercury for the following manhole sizes and times:
1) 4 -Foot Diameter - 60 seconds.
2) 5 -Foot Diameter - 75 seconds.
3) 6 -Foot Diameter - 90 seconds.
Repair or replace defective manholes and retest.
4. If the manhole fails to meet the above testing requirements, the Contractor shall
determine, at his own expense, the source(s) of the leakage, and he shall repair or
replace all defective materials and/or workmanship to the satisfaction of the
Engineer. The extent and type of repair, as well as results, shall be subject to the
approval of the Engineer. The completed repairs shall then be retested and required
to meet the leakage requirements of this test.
Stevens Creek Trunk Sewer Phase 1
Charlotte Water Job No. 7030700047-17-503 02735-5 LEAKAGE TESTS OF SEWERS

TABLE 02735-1
LOW PRESSURE AIR TESTING OF SEWERS
PIPE
DIAMETER
(INCHES)
*SHORTEST
TIME
(MIN:SEC)
LENGTH
FOR
SHORTEST
TIME (FT.)
TIME FOR
LONGER
LENGTH
(SEC.)
TIME (MIN:SEC) FOR LENGTH (L) SHOWN
100 FT.
150 FT.
200 FT.
250 FT.
300 FT.
350 FT.
4
3:46
597
0.380 L
3:46
3:46
3:46
3:46
3:46
3:46
6
5:40
398
0.855 L
5:40
5:40
5:40
5:40
5:40
5:40
8
7:34
298
1.520 L
7:34
7:34
7:34
7:34
7:36
8:52
10
9:26
239
2.374 L
9:26
9:26
9:26
9:53
11:52
13:51
12
11:20
199
3.418 L
11:20
11:20
11:24
14:15
17:05
19:56
15
14:10
159
5.342 L
14:10
14:10
17:48
22:15
26:42
31:09
18
17:00
133
7.692 L
17:00
19:13
25:38
32:03
38:27
44:52
21
19:50
114
10.470 L
19:50
26:10
34:54
43:37
52:21
61:00
24
22:40
99
13.674 L
22:47
34:11
45:34
56:58
68:22
79:46
27
25:30
88
17.306 L
28:51
43:16
57:41
72:07
86:32
100:57
30
28:20
80
21.366 L
35:37
53:25
71:13
89:02
106:50
124:38
33
31:10
72
25.852 L
43:05
64:38
86:10
107:43
129:16
150:43
36
34:00
66
30.768 L
51:17
76:55
102:34
128:12
153:50
179:29
*Time allowed for 1.0 psig drop in pressure.
Stevens Creek Trunk Sewer Phase 1
Charlotte Water Job No. 7030700047-17-503 02480-6 LEAKAGE TESTS OF SEWERS

;F['1_tillj)! 1
usrl aroit 17 641:nudA,
ISI AI 4,0WA0LF Alf; IDIS HATE
Iacefel aewera h.1,■ been a8nassJ: she Best
10.6 EXAMPLE Cl
A Q value u(0 We Coble fess pas uuseuie
lune &hall The 841.'wnnpu4Ed 40 la:Judr all
go 9 Fl+rapllik
A wbmik-4c I.1 efoaabuir terlh of
pet sgoA14I 9009 6114H be uIII9964 fes a9SL1ae
Iala6al Kwdsa 108141g Ilia 1011016•IAS 1`00111101■:
JOIN pulpa" of Ilial App4nJtx is au 11lus•
14 Inch pipe Is C! feta 1unF. W.
fake Owns# 44 quality plea nia&rrlals. Vsod
line 14.4 pauper applicallua of 4141, I41:P+n-
sequlfed tsar 9ialir 1..1 is O .i pias
worl6n.a&41p, and li1ha jn181t.
t,.esded practice wish $alar.$ in appearelele
J+uPit
9 1 T EST IrSM9 CAI CULA TION
ry •i -0#L • . , to N[
it .1 Aiutr a• 14 Il,u. 10.44. 5 no pit a al. .4 64
S..181n b
($10' 7ahl. 91 no -to Star
Al! Iasi 9(.010 mh+ll b1, t'+Frul-646d 1051ssg
`-,I,]
►- Pea Tit•7i=l y+ •-.•u�e1.`V
ina lot 15.16 ■ vaIis9i of candhlnal which
a it S rov pma4bua4 aloe 46 1ptclrl.
Ile nli.Is+'a equa11.1a-
'"by be 11bc4,waleleJ In Ilia field,
Its 7 EXAPLIN
gz fess a Itaa H.ni gess 79 fa.
. [1K
'
F A
1154ti.l41.1 with lame wlialuwra salt
T 0 UIS
�
A neanw1,.t o
lls nlanhalc mca,16 f nn fttlaak
■ 34 lucl. pip -Lite. 1lksi nslnirnl.ne
Worth: 7 � S11091461 shut, in 14.witals,
0 ta.1r pipe is ISO 1861 lung. 140 lam.$
54811 apply. Thus, tilt requuccl
1YJmee�: T - ShuAatl Ione, in ■econds,
allowed 11-1 Ihs &IN pan-
:samr:n.p41 6.186 to Ihs reach. Whet 9s tht
sec a 0 S psis pit at -#t de up Poll1
a110..9J fur like 1'i, pees-
suit to dt.kei e.0 p818
rsqulted lest Ilene (0s, a 04 pit$ paeeuNa
(11 inilwlraanJ ti0ir:nttd,l
Sure 464mnr 1-Opdg.
{( + 00013$19 (1`111.1 as "a L, •
dti,li
lo.i E14A1Ir4c c
K - 0 kMI10 111., Moe nut lei
■ Ilal&1, bug 1101 be as
8-4"Oln&- Tile required tell Flint aaa be
A 411 (oat ataltni of #ansbul
Than 10.
99550 1.0,
its 1 d64csly final T-6%lt It, Fur )SO feel
lower pops has been rr-6ditJ Joe a•
Q - 1] f0II cub{: Its I11wh1u0e/
mil I'- Iwcl1 plest. 111E it quit 94 ie sl line■ it
A ealal of III fact afnaminal6 1
&quirt (cal of snscrn.l
Q � O rasa 4o./sg.1`e.
9. SI 49 lain o;cs and Is accondl].
a$ 1-iping an -:1 1411 fees of analht
i' P 1
&s.r12:e.
i e l mum
al inlrr,lig w+fi:a;
18.31KAUPJLF O
lalc.al piping baancl off Of 9%e
IS 1,11,.1414141 (•spa d,anrcacs in
A 7511 fmi.,e ascl4,a of 000145.1 I I In k Alpe
sewer lips- AW Jart+als he-* 6cs•
lot beg. and
IN asady for [titins. A $alai of 130 lots of
■0d%D& pl..gitJ aaJ a dl be 1.0led
4 !.&+1814 of pine %.list$ lest-
111j,11j). - NiWnLnal dlamearrr of aloe
4 jostle $al ost saws@ pipe Is :a0m;A sc4 so
Wilk Slit 95 inch lwafn line. IIIm&
ed 1.1 feti-
■rte. dlffeianl sisc piers beim=
she 350 flak $*clean and will 45 In.:ludsd
pee8110ae ding' .a.licll will be &ern
IrltsJ.
In ns,► 4951. What will be she +equaled sees
pilot What 19 rhe mpps1,•p6149e less
_
FDr 40041' 4IN-isnl ieallnl uF Inns evil
Ibi s1, far a 5 pe Ig V asusee dr.op?
alit peps nrar-ofl;?
ace,h•n6 6ndju, Ntttlk.nb of 151ote. ds.neeaer
1-e. Ll, Ita&ptilive Icngltkr 1,.f lilt
Sal -jaw- I lasest sswele loans, Cs dlssssutj•
S.•fufi+n: All las,oal icw,s ,foga an
#'free. a 11119EJ peesune deep all V S peas
ear. d+flcf6ns $!be pipe% being
Ed rhea 6asec9bls $aid tine■ lice Se:lisn
near be dialcgs6dr.i linea @heir gas
0464V be pied les lieu of it's 1 O raiz limotd
lisle J.
9 41. 1 hctconse. lbs @aquhrd itst sine will
gcnually out 11$016.-401 enough as
p116.61N■ J#.qa. ff a O S psis rlerawe dr.q• IN
1-: she Sane as (am kaawlple. A. It., Yntta.
camppuNstn lstfra 10 Sanr..m 9 4
mimed. like ■ppl.mpela4& isqui+ed Iia& al-Ikes
It slit ss.o.tmpuldd late $k ne Is abuse ennugk
e.ikr. and Sg accunds.
It roust be Slacks fan a O.5 pail
shall ht r1'a:ily fall as It -no al lhae0 011-
la ailLow 114 at Ca ion &sped to go os. Hera% tits
Nora: if latcNal "Witt lied awl bar• dh•
chap. T11e foul let salusnn In Sas 11
rained using Ilafas:itA% afpsas4on floe T
earlitill 111-11 lift p14atmn■i41 10 b1, less of
ScBa&dmA. Har eequ6■Nd im time woull be
vides $ht spriaplless Aitonvle for
ailed above.
4c(4Ns anJ varnplg r.l1h Iiia Spec{fka4i+n-
Ill anlnutea and 1) lcrondl, it.. Daily 34
Ing Slot Itqulsed Itll Being bec8uet
9.4 TESTIN9114AJN $111WEAI WI■11
Safi SPECIi(FA IrIMI TARkE=
&c:o#LdS Iwrsr4.
Is 1-06.4, 1166.1 Is.. 116.4 calurwas
I.ATE11AL SEW! fIS
Ta 14:1114aar 411e ptopse use ami $ties rstnm•
90.4 Ex^"?I E C
159 Iasi,
11 is clean is,rlvcnlcell N+lnauda iAnniiaed
snend:d piscikt I.as air 4s&lin6. she follow.
W1125 J1P10J4 She «qulled fall $ltnr lee fJr a
8016461 &cw&Ba when feeling aSWtB 111.41■
[no hide's ate plasided. Table I tewlitne
10 pals prta&uet daup In 117 [ca. ..f nun%-
T • I 67s 1- - i 671 .S 411 - 1.141t.
114001 initial fewcts- If i•rllil &ewaaa 4,1'
Alma 11.4 "Ise d fob l+din"on 11ent&segtali a4 1.1 is
usat 1 40.1■ dianulw pip■ b441vrsa aw.a
-
Included 4s ahs less, 9llelr kwgl9es+n6y ben•
1 O p&Il err -late daup roans E tlrrling Via a.
msnhuicel
The required Iasi #mend It 1,41$0 at
sully W ilynurtd flit COmpmilln$ esg4mjled
guts of ■1 stage 1.5 pall gssales $ban life
S •isei.tt: The ttlacl arta Isms IS fealty
a nils kalca a.rJ :O c. .%A
lees 111sles. 11.16 can bs dibble I.tr.use in
aiN+rgt beta, pasittaos of 6nV #+uuwd+r&&re
ra1.-uliied ler "eine] Table k T66es 4 14
paaelkt. Jtnaeblag time beaw.i.. I.e9.ai, 0s,
@Ware abs y.eps'a JaveNa. Table 11 ,anasip,
uead 6i:au5s 6 9.0 VSA4 rmesau.c El.or Is
-
house ea.wra■ wage nunnally 161,•.54" it..
91.c9lf-14 mnlwlnsusn 4LW146fig qua641d foe ke O-5
mprrlfkd. S11k is 317 1'.it t1..•f9ls 1,l.& 29s,
■a..dly of 81-9 air lama wbenewrr the Bufed
eslot prm■au.. d,ar Goin . jr :.....
fwm 9-nlll, asa.wiatad Wilk nae ,0in4wun5
.a.r.c..... 46 kill Ilio 615 agn6641 Idea w
of as 1-6464 1'.1 pJs i.46,ee than cake 6,449#4
Base sense far on it Jerk psptllne. eke frnsrsl,
likes aha loses some of N41leclbw ulaYnnly ba
buck p.suure of any Asaundw.me@ •beta
sit Italian In Table 1 shalt be used 1k# qu41IV
Incesuud &bout 7.1.- Il she legal @salad Sum•
Ihs pipe'& invest
eauwlats glia required less ahue at fukla..l:
f4c& are■ IS gatsles Ilsan 41% Silsbee, feel,
JBronllog else laleold Kwela wgll only slislliy
T s 8,S109.. 1.11 if 317 r 497 ae:0ndi
dde@rabt lest as wemisy of 11.9 $.14,
In life evens a 1901 scc4lo$o, fatoing a
Thsnfarr, Ihs Requited fes t[nte 1`o+ a 1.0
told udeaslal sulf6rr 2048 1s4a ahue Els
pJ$ pIvia usa drop is 497 seconds, as, 4 ►nles-
ugU6111 /4141, fill, 90 pabe $he ala 1414 w1s60
Stevens Creek Trunk Sewer Phase 1
Charlotte Water Job No. 7030700047-17-503 02480-7 LEAKAGE TESTS OF SEWERS

LOW PRESSURE AIR TESTING OF NEW SEWERS
Date: _
Project:
Contractor:
Weather:
Job No.
Contract No.
Section
Tested (List
Manholes)
Length
(Feet)
Diameter
(Inches)
Material
Time
Start/Time
Finish
Time
Interval
(Minutes)
Air Pressure
Initial/Final
(psig)
Total
Pressure
Loss (psig)
Pass/
Fail
to
to
to
to
to
to
to
to
COMMENTS:
WITNESS:
OWNER/ENGINEER
Name
WITNESS:
CONTRACTOR
Name
Title
Title
Signature
Signature
Stevens Creek Trunk Sewer Phase 1
Charlotte Water Job No. 7030700047-17-503 02480-8 LEAKAGE TESTS OF SEWERS

MANHOLE VACUUM TEST
Date: _
Project:
Contractor:
Weather:
Job No.
Contract No.
Manhole No.
Inside Diameter (Feet)
Required Test Time
(Seconds)
Initial Vacuum
(10 inches)
Final Vacuum
I Pass/Fail
COMMENTS:
WITNESS:
OWNER/ENGINEER
Name
WITNESS:
CONTRACTOR
Name
Title
Title
Signature
Signature
END OF SECTION
Stevens Creek Trunk Sewer Phase 1
Charlotte Water Job No. 7030700047-17-503 02480-9 LEAKAGE TESTS OF SEWERS

SECTION 09880
PROTECTIVE COATINGS FOR CONCRETE
PART GENERAL
1.01 SECTION INCLUDES
A. Multi -coat, chemical resistant, lining system.
B. Surface preparation and testing.
1.02 RELATED SECTIONS
A. Section 03301 - CONCRETE
1.03 REFERENCES
ASTM D638
Standard Test Method for Tensile Properties of Plastics
ASTM D695
Standard Test Method for Compressive Properties of Rigid Plastics
ASTM D790
Standard Test Methods for Flexural Properties of Unreinforced and Reinforced
Plastics and Electrical Insulating Materials
ASTM D2240
Standard Test Method for Rubber Property—Durometer Hardness
ASTM D4060
Standard Test Method for Abrasion Resistance of Organic Coatings by the
Taber Abraser
ASTM D7234
Standard Test Method for Pull -Off Adhesion Strength of Coatings on Concrete
Using Portable Pull -Off Adhesion Tester
1.04 SYSTEM DESCRIPTION
A. On the interior walls of concrete manhole, Contractor shall install a polymer epoxy lining system.
The system shall be designed specifically for protection of the concrete surfaces from hydrogen
sulfide corrosion.
1.05 SUBMITTALS
A. Prior to submittal, provide specification to product manufacturer to review project requirements
and to make project -specific product recommendations, if appropriate.
B. Product Data - Provide manufacturer's data on specified products, describing physical and
performance characteristics.
C. Samples - Submit sample, minimum 3 -inch x 3 -inch in size illustrating color and standard finish.
D. Manufacturer's Installation Instructions - Indicate required pre–application testing, surface
preparation, primer, perimeter conditions requiring special attention, top coat, and total material
thicknesses.
E. Submit qualifications statement (letter) from manufacturer stating Contractor's training,
qualifications, and approved status to install products.
G. Submit maintenance information.
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H. Submit manufacturer's inspection reports for surface preparation.
Submit minimum one year manufacturer's warranty.
1.06 QUALIFICATIONS
A. Manufacturer - Company specializing in manufacturing the Products specified in this Section
with minimum five years' documented experience.
B. Applicator - Company specializing in performing the work of this Section with minimum five
years' documented experience demonstrating five successful projects and a letter of approval
by manufacturer.
C. Supervisor - Trained by product manufacturer.
1.07 MANUFACTURER'S REPRESENTATIVE
A. Manufacturer shall provide on-site representative to review all installation procedures and to
inspect surface preparation.
1.08 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials to project site in original, factory -sealed containers or packages labeled with
identification of contents, manufacturer's name, address, trademark, date of manufacture,
specification number, batch number, color, instructions for use, and recommendations for
protective measures against toxicity.
B. Materials shall be stored in a dry, enclosed area protected from exposure to moisture.
Temperature of storage shall be maintained between 50 degrees F and 75 degrees F.
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C. Store materials for three days prior to installation in area of installation to achieve temperature
stability.
1.09 ENVIRONMENTAL REQUIREMENTS
A. Maintain ambient temperature required by manufacturer three days prior to, during, and 24
hours after installation of materials.
1.10 WARRANTY
A. Warranty - Include coverage against protective coating delamination from substrate,
degradation of surface finish, and spalling.
1.11 MAINTENANCE DATA
A. Maintenance Data - Include maintenance procedures, recommended maintenance materials,
and procedures for repairing surface.
PART2 PRODUCTS
2.01 MANUFACTURERS
A. Raven Lining Systems, Broken Arrow, OK.
B. Carboline, St. Louis, MO.
C. Sauereisen, Inc., Pittsburgh, PA.
D. Approved equal.
2.02 LINING SYSTEM
A. Raven Lining Systems - Products: Raven 495 epoxy coating system.
B. Carboline - Products: Plastie 5371.
C. Sauereisen, Inc. - Products: Sewergard Glaze 210GL.
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PART 3 EXECUTION
3.01 TESTING
A. The contractor shall complete the following test prior to application of any coatings. Test results
shall be reviewed by the material manufacturer's representative and approved in writing.
1. Moisture Content, ASTM 04263
2. Tensile Strength, ASTM 04541
3. Surface temperature, surface dial thermometer.
3.02 SURFACE PREPARATION
A. Concrete surfaces shall be prepared in accordance with manufacturer's instructions and SSPC-
SP 13/NACE 6.
B. New concrete shall obtain a minimum age of 28 days prior to testing, surface preparation, and
application of primer.
C. Remove substrate ridges, fins, and other irregularities.
D. All concrete surfaces to be coated shall be abrasive blasted to remove weak concrete and
surface laitance. Finished surface shall have a texture of medium grit sandpaper.
E. At masonry and concrete surfaces, after application of primer, fill bug holes and surface
imperfections with a scratch coat epoxy or vinyl ester mortar.
3.03 INSPECTION REPORTS
A. Prior to application of coatings the product manufacturer's representative shall inspect surfaces
and submit a brief report with required corrections and/or approval. Sewer and manhole
installations shall be complete and tested prior to installations of epoxy coatings.
3.04 INSTALLATION
A. General - Mix and apply each coat of resinous lining system in compliance with manufacturer's
directions to produce a uniform, monolithic surface of specified thickness.
B. Apply multi -coats as required to achieve a minimum final thickness of 125 mils.
C. Finish to smooth or non -slip level surface without open areas, cracks or voids.
D. Follow manufacturer's instructions for application of coatings.
3.05 PROTECTION OF FINISHED WORK
A. Barricade area to protect coating until cured.
3.06 QUALITY CONTROL TESTING
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A. Finished coatings shall be tested in accordance with ASTM D4787 to locate holidays for repair.
A minimum of 100 volts per mil of coating thickness shall be used to detect holidays. All holidays
and defects shall be repaired according to manufacture instructions.
B. Adhesion testing shall be conducted in accordance to ASTM D3359 Method A for evaluation of
pull -off strength of coating from substrate. One test shall be performed for every five(5) manholes
installed. Test results including procedure, equipment, materials, adhesion values(psi), and
photos shall be submitted for evaluation and approval.
END OF SECTION
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