20181314 Ver 3_Stormwater Info_20200213

Strickland, Bev
From: [e-mail]
Sent: Thursday, February 13, 2020 3:27 PM
To: Mcdaniel, Chonticha
Cc: 'Clement Riddle'; 'Anna Priest'; Homewood, Sue
Subject: [External] RE: Watauga / Boone Storage DWR - 20181314
Attachments: Civil_Set_2020-02-07.pdf, 0041_001.pdf
• 1 External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
[e-mail]
Chonticha,
Please see attached for our revised submittal for the Boone Storage project we submitted last March. The owner revised
his plans and went with a single story building. The building footprint increased so we decreased the parking footprint to
maintain the same disturbed area and stormwater treatment. Please see attached for the revised plans and calc packet.
Thanks,
Will
William S. Clayton, P.E.
President
Clayton Engineering & Design, PLLC
PO Box 2351
1209 9th Ave NE
Hickory, NC 28603
Cell: 828-455-3456
CLAYTON
ENGINEERING I G & DESIGN
1

Sediment, Erosion Control, & Stormwater
Calculations
For
HNH Futures, LLC
Boone Storage
Watauga County, NC
January 2019
JOB NO. 18023
CLAYTON
ENGINEERING & DESIGN
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CLAYTON
ENGINEERING &DESIGN
BOONE / WATAUGA STORAGE
BOONE, NC
Project Narrative
HNH Futures plans to develop this existing lot to construct storage units. The existing lot has wetlands that have
been delineated and a 401 permit has been approved. This parcel is located off of Whispering Pines and Old
Hwy 421 in Boone, NC. The site totals 2.157 acres. The PIN for the current property is 2931016509000.
The existing property is mostly wooded with low lying areas currently holding water. It appears the site was used
as a borrow area in the past. The site is bordered along the east by Whispering Pines and the south by Old Hwy
421.
The project will consist of construction of a storage unit building and parking lot. Stormwater control
requirements will be met with the use of grassed swales and infiltration basins and trenches.
Soil erosion will be controlled with the use of perimeter silt fence, a skimmer basin, and a series of diversion
swales. Approximately 1.51 acres of area will be disturbed during construction. Several temporary diversions
will be utilized to direct flow for erosion control. Silt fence inlet protection will be installed concurrently with the
installation of the new storm drain piping.
Erosion control measures were designed in accordance with NCDEQ Erosion and Sediment Control Planning
and Design Manual, 2006 edition.

DEMLR USE ONLY
Date Received
Fee Paid
Permit Number
Applicabl12 Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph H - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This fonn ntay be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans
specifications, letters, operation and maintenance agreements, etc.):
BOONE STORAGE
2. Location of Project (street address):
OLD HWY 421 & WHISPERING PINES
City:BOONE
County:WATAUGA Zip:
3. Directions to project (from nearest major intersection):
FROM HWY 421 TAKE EXIT FOR OLD US 421 AND HEAD WEST. PROTECT WILL BE ON THE RIGHT
UST PAST WHISPERING PINES ROAD
4. Latitude:36° 13' 36" N Longitude:81° 36' 32" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modificationt
tRmezoals zoith rnodifica[ioits also requires SKU-102 - Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) ,. and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certzficatioiz
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application, list the stormwater project number,
if assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control: 1.51 ac of Disturbed Area
❑NPDES Industrial Stormwater M404/401 Permit: Proposed Impacts WETLANDS
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:404 PERMIT NUMBER 39.... ACTION ID SAW-2018-01924
5. Is the project located within 5 miles of a public airport? ®No ❑Yes
If yes, see S.L. 2012-200, Part VI: htt li)rtal.ncdez7r:c)r */",eb ]r•'rule�-and-regulations

III.. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the projectl:
Applicant/Organization;_ (-Xis, J al��'5�'''
Signing Official &
b. Contact information for person listed in item 1 a above:
Street Address: 307 SC•Ph 2. A R a N.i Pr; v�
City: R00Ae State:. / lip: f
Mailing Address (if applicable): 707 R41A! 0)-1=' 'r-1
City 13oGls,.e State: /f-� Zip:
Phone: 2-3-1 Y/l (, ' 7- Fax:
Email; u c 1+5' Y SAS'
c. PIease check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located
FF on): ll�
Property Owner/Organization: C1, v�5 J di,s4r 1141V 4 Ir"J r15
Signing Official &Title: _ 'SGr��4 h" aJ frS)"- U'^-J-•? . ...,__
b. Contact information for person listed in item 2a above:
Street Address: /' —Snpn-e- mA P"we
City: qcw' State: NL Zip: Z '�
Mailing Address (if applicable): 307
eLrrxH ��i i�t
City: pivl� ' State: Zip:
Phone: (ZYZ ) Vi i Jj -75 { Fax:
Email:` G 1J isDriitSIV i (0`10 (1=s,6, f , rGrq'
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization: +�LLI-{IAM-S CLB_YTON._PE / CLAYTON ENGINEERING & DESIGN.,,,
Signing Official & Titie:WILLIAM S CLAYTON PE PRESIDENT
b. Contact information for person listed in item 3a above:
Mailing Address:PO SOX 2351
City:HICKORY State -NC Zip:28603
Phone: [phone] Fax:
EmaiI;WCI AYI'ON®CLAYI'ON-ENGINEERING.I\TET
4. Local jurisdiction for building permits: WATAUGA COUNTY
Point of Contact:NA Phone #:

IV.. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
STORMWATER RUNOFF WILL BE COLLECTED IN GRASSED SWALES AND DIRECTED
TO INFILTRATION BASINS
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b. If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph II - Post Construction
3. Stormwater runoff from this project drains to the NEW RIVER River basin.
4. Total Property Area: 2.157 acres 5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:2.157 acres
- Total project area shall be calculated to exclude flee followin : the norneal pool of hir ourdled stnectures, the area
between the banks of stremns aiul rivers, the area belou, the Nonnal High Wafer (NFi V) line or Mean High lVater
(MHW) lira, and coastal wetlanels landwa d from the NHI'V (or MIT ) line. The resultant project area is used to
calcetlate overall percent built upon area (B 1.IA). Man -coastal wetlands landward of the NH V (oi• MMAi) line tira�f
lie included bi the total project area,
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 0.44 %
9. How many drainage areas does the project have?1 (For high densihj, count 1 for each proposed engineered
stormwater BMP. For low densihj and other projects, use 1 for the whole properhj area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drainage Area _
Drainage Area _
Drainage Area _
Drainage Area _
Receiving Stream Name
Brown branch
Stream Class
Stream Index Number
Total Drainage Area (sf)
93958
On -site Drainage Area (sf)
93958
Off -site Drainage Area (sf)
0
Proposed Impervious Area** (sf)
-33t43,530
% Impervious Area** (total)
0•44
Impervious- Surface Area
Drainage Area _
Drainage Area
Drainage Area _
Drainage Area _
On -site Buildings/Lots (sf)
0-
24.300
On -site Streets (so
On -site Parking (so
19.230
On -site Sidewalks (so
Other on -site (sf)
Future (sf)
0
Off -site (so
0
Existing BUA*** (sf)
0
Total (sf):
43,530
Stream Class and Index Number can be determined at: lit/ iartcil.rzcdritr.or rt�eh or s csrc/Llassi rations
Imppervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sittcwalks, gravel areas, etc.

***Report only that ainoiort of existing BUA that will remain after development. Do not report any existing BUA that
is to be reproved and which zoill be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. na
Proiects_in _[Dion County: Contact DEMLR Central Office staff to check if the project is located tirithin a Threatened &
Endangered Species watershed that nzay be subject to nzore stringent stormwater requirements as per 15A NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromhtto-. ►,oi►%s:'su?bins-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
11ttp./ I porta I .ncdenr.urg/ ►► eb." ►►q!ws/su/states �N / formS_L1UCS. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at1.ncdenr.orgi %� bl Lc /Ns/ 5LF; r71ap. s.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from hap._ Iuutal.nczleni .ur1;.- ►� U/ ►<<r; ►,slsulstatesti• ;' Furii►s_docs.
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original mid one copy of the signed and notarized Deed Restrictions & Protective Covenants r�
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
h w%-w.envheli2-org/Ra5zes/onestol2exRress.htmi for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management F
6V
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within'/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
CA -
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).

p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify-
elevations in addition to depths) as Hvell as a neap of the boring locations with the existing
elevations and boring logs. Include an 8.5"xl1" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DEh4LR to verifil the SM-VT prior
to strbmithzl; (91[7) 796-7378.)
10. A copy of the most current property deed. Deed book: 117Page No: 7y�
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
hU:/ /wi4-%v-secTetafy.state.-nc.us/Corl2orations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from iittp:;, portaimcdviir.vrgi►. el� StOFITM tAtIL- 01-M!, dues. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:WILLIAM S CLAYTON, PE
Consulting Firm: CLAYTON ENGINEERING & DESIGN
Mailing Address:PO BOX 2351
City:MCKORY State:NC Zip:28603
Phone: f828 455-3456 Fax:
Email: WCLAYTON®CLAYTON-ENGINEERING.NET
IX. PROPERTY OWNER AUTHORIZATION (if Contact Infonmation, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) . 6h8ZL;-1±! Powst- ti �, certify that I
own the property identified in this permit application, and thus give permission to (print or fijpe name of person
listed in Contact Information, item 1a) with (print or fijpe name of organization listed in
Contact Information, item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
tome, the'property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Date: _1/41�z o ]_
I, Sr0�,,0 a Notary Public for the State of Nar4 0 0,rn�; Pic County of
CaiC J'AD, do hereby certify that C 11 -bk R'1)' & �P l personally appeared
before me This JY day of.rlUr. rV �0 7 and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
\,a
Notary
Public
X. APPLICANT'S CERTIFICATION
SEAL
My commission expires Mall
I, (print or hype name of person listed in Contact bifonnatton, item Ia) 6L }'& 9'111'r4z
certify that the infortnation included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H .1000 and any other applicable state stormwater requirements.
Signature:
Date:
I, Z o,-t o n —,a Notary Public for the State of &4na- County of
P do hereby certify that C� aA, 1:6 1) ti 's' " f personally appeared
before me this day of m 0 C \./ -�2 01 � , and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires_ -2 2y 9- __

Operation & Maintenance Agreement
Project Name:
Project Location:
BOONE STORAGE
OLD US HWY 421, BOONE, NC
Cover Page
Maintenance records shall be kept on the following BMP(s). This maintenance record shall be kept in a log in a known set
location. Any deficient BMP elements noted in the inspection will be corrected, repaired, or replaced immediately. These
deficiencies can affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the BMP(s).
The BMP(s) on this project include (check all that apply & c[
Bioretention Cell
Quantity:
Dry Detention Basin
Quantity:
Grassed Swale
Quantity:
Green Roof
Quantity:
Infiltration Basin
Quantity:
Infiltration Trench
Quantity:
Level SpreaderNFS
Quantity:
Permeable Pavement
Quantity:
Proprietary System
Quantity:
Rainwater Harvesting
Quantity:
Sand Filter
Quantity:
Stormwater Wetland
Quantity:
Wet Detention Basin
Quantity:
Disconnected Impervious Area
Present:
User Defined BMP
Present:
ng O&M tables will
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
oe aaoeo
NL`tiyt1:1
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed
for each BMP above, and attached O&M tables. I agree to notify NCDENR of any problems with the system or prior to any
changes to the system or responsible party.
' Responsible Party:
Title & Organization:
Street address:
City, state, zip:
Phone number(s):
Email:
NN -J G o ".371
7u� s
'301 5,y4� 'AL
�- t - �9s
L
Signature: Date:
I. ti a Notary Public for the State of a
County of �i �4� do hearby certify that
personally appeared before me this S day of �����, �� i _ and
acknowledge the due execution of the f g perativns99 and Maintenance Agreement .
Witness my hand and official seal, _ ` �n ai i, & ray .1 L-n
a Bra
Notary
Public
L
a Cout

Infiltration System Maintenance Requirements
Important maintenance procedures:
- The drainage area will be carefully managed to reduce The sediment load to The infiltration basin.
Immediately after the infiltration basin is established, the vegetation will be watered twice weekly if needed until
the plants become established (commonly six weeks).
No portion of the infiltration basin will be fertilized after the initial fertilization that is required to establish the
- vegetation.
The vegetation in and around the basin will be maintained at a height of approximately six inches.
After the infiltration basin is established, it shall be inspected once a quarter and within 24 hours after every storm event
greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance shall be kept in a known
set location and shall be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
BMP element:
Potential problem:
How to remediate the problem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to remove the gully, and then plant a
infiltration basin
erosive gullies have formed.
ground cover and water until it is established. Provide lime and a one-
time fertilizer application.
The inlet device: pipe or
The pipe is clogged (if
Unclog the pipe. Dispose of the sediment off -site.
swale
applicable).
The pipe is cracked or
Replace the pipe.
otherwise damaged (if
applicable).
Erosion is occurring in the
Regrade the swale if necessary to smooth it over and provide erosion
swale (if applicable).
control devices such as reinforced turf matting or riprap to avoid future
problems with erosion.
The forebay
Sediment has accumulated
Search for the source of the sediment and remedy the problem if
and reduced the depth to 75%
possible. Remove the sediment and dispose of it in a location where it
of the original design depth.
will not cause impacts to streams or the BMP.
Erosion has occurred or
Provide additional erosion protection such as reinforced turf matting or
riprap is displaced.
riprap if needed to prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by hand. If pesticides are used, wipe
them on the plants rather than spraying.
The main treatment area
A visible layer of sediment
Search for the source of the sediment and remedy the problem if
has accumulated.
possible. Remove the sediment and dispose of it in a location where it
will not cause impacts to streams or the BMP. Replace any media
that was removed in the process. Revegetate disturbed areas
immediately.
Water is standing more than
Replace the top few inches of filter media and see if this corrects the
5 days after a storm event.
standing water problem. If so, revegetate immediately. If not, consult
an appropriate professional for a more extensive repair.
Weeds and noxious plants
Remove the plants by hand or by wiping them with pesticide (do not
are growing in the main
spray).
treatment area.
The embankment
Shrubs or trees have started
Remove shrubs or trees immediately.
to grow on the embankment.
IAn annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device
Clogging has occurred.
IClean out the outlet device. Dispose of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.

Tile receiving water
Erosion or other signs of
Contact the local NC Department of Environment and Natural
damage have occurred at the
Resources Regional Office.
outlet.

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FILED Amy J. Shook
Register of Deeds, Watauga Co) NC
Fee Amt: $26.00
C Excise Tax: $350.00
Bk 1979 Pg 742 (6)
Recorded: 06/29/2018 at 08:52:12 AM
Doe No: 669962. Kind: DEED
669962

MAIL TO:
HNH FUTURES, LLC
307 SCENE A RAMA
1!�QLOWING ROCK, NC
um
Excise Tax $350.00
PIN 2931016509000
NORTH CAROLINA GENERAL w
Prepared without benefit of title examination and/or survey. The drafting
Attorney and did not disburse any funds or closing far
Brief Description for the Index:
Parcel Five (2.39 acres), New River Tow]
THIS DEED, -made thisU day of June, 201 S, by and be
CKS and husband, EVEIETT E. HICKS wining solely as to hi
'01ning in an warranties of y title), TAMES L. BI1wTGA.1Vi (SIIGL
TAI1Iw�DOD FINCH and husband, BRUCE FINCH 'oir�in sole]
and n � � notjoining oining in any warranties of title), and JAMES T. STANWC
GRANTORS, whose mailing address is: c/o 1261 Roby Greene Roa I
25607 and UNH FUTURES, LLC, a North Carolina Limited Lial
GRANTEE, whose mailing address is: 307 Scene A Rama, Blowing
E.
E The designations "Grantors" and "'Grantee" as used herein sha
heirs, successors, and assigns, and shall include sin lar ptural, mas+
squired by context.
.. 11 TYrM T"C1flT-rnTT .Y

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name _ BOONE STORAGE _
2 Project Area (ac) _ 2.157
3 j Coastal Wetland Area ac 0
4 Surface Water Area (ac) _0
5 Ins this pnajec� High or Low bensir- High
6 Does this prijeCt use an off -site SCM? No
COMPLIANCE WITH 02H .1DD3{4]
7 lWidth of vagetated setbacks provided feet
8 _ __W_ill the vegetated setback remain v etated?
Yes
_
9 Is BUA other that as listed in _100 4 c-dout of the setback?
_
Yes T
10 Is stream bank stabilization proposed on this project?
No
I NUMBER AND TYPE OF SCMs:
11 Infiltration System
2
0
12 Bioretention Cell
_
13 Wet Pond
0
14 Stormwater Wetland
0
15 Permeable Pavement
0
0
16
an Filler
17
Rainwater Harvestin _(RWH)
Green Roof
0
18
0
19
Level Spreader -Filter Strip LS-FS
_ 0
0 ^ T
20
1 Disconnected Impervious Surface (DIS)
21
ITreatment Swale
0
22
1 Dry Pond 0
23
IStormFilter _ .0.
I Silva Cell ~ 0
1 Bavfilter _ 0
I Filterra 0
24
25
26
FORMS LOADED
DESIGNER CERTIFICATION
27
1 Name and Title: _
_ WILLIAMS CILA ONE PE _
28
Or anization:
CLAYTON ENGINEERING & DESIGN
29
Street address:
PO BOX 2351
30
City, State, Zip:
HICKORY, NC 28603
31
Phone number(s):
_
828-455-3456
32
Email:
_ _
WCLAYTONQCLAYTON-ENGINEERING.NET
Certification Statement'
I certify, under penalty of law that this Supplement-EZ form and al supporting information were prepared under my direction or
supervision; that the information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete: and
that the engineering plans, specifications, operation and maintenance agreements and other supporting information are consistent
with the information provided here.
Destaner
CAROB
.FPS Flo'- 4-�-
�2: Q 4r
— SEAL r-:
044768Ns
—
3ignat of ner
Date
3- fZ-(9

DRAINAGE AREAS
1
I Is this a hioh densi!y projert?
Yes
:TZ
If so, number of drainage areas/SCMs
1
3
Is all/part of this project subject to previous rule
versions?
No
FORMS LOA{]EO
DRAINAGE AREA INFORMATION
Fntire Site
1
4
Type of SCM
5
Total BUA in proiect (sq ft)
43529 sf
6
New BUA on subdivided lots (subject to permitting)
(sq ft
sf
7permitting)
New BUA outside of subdivided lots (subject to
s
sf
8
Offsite - total areas ft
sf
9
Offsite BUA (sq ft
sf
10
Breakdown of new BUA outside subdivided lots:
0
Parking (sq ft
29101 sf
Sidewalk s ft
Roof (sq ft
14428 sf
Roadway s ft
_
- Future (sq ft
Other, please specify in the comment box
below (sq ft
11
New infiltrating permeable pavement on
subdivlded lots Jsq ft
sf
12
New infiltrating permeable pavement outside of
subdivided lots (sq ft
sf
13
Exisitng BUA that will remain (not subject to
perrnittin2) (sq ft
sf
14
Existing BUA that is already permitted ft
sf
15
Existino BUA that will be removed (sq ft
sf
16
Percent BUA
44%
17
Desi n storm (inches)
1 in
18
Design volume of SCM cu ftj
5836 cf
19
1 Calculation method for design volume
ADDITIONAL INFORMATION
20
Please use this space to provide any additional information about the
dralnage area(s):

INFILTRATION SYSTEM
—1 ]Drainage area number 1 2
2 J Design volume of SCM (cu ft) -µ - _ 5638 of — --
GENER_At PAD FROM 024 1050
3
Is the SCM sized to treat the SW from all surfaces at build -out?
des
4
Is the SCM located away from contaminated soils?
Yes
5
What are the side slopes of the SCM (H:V)?
3:1
6
Does the SCM have retaining walls, gabion walls or other engineered side slopes?
No
7
Are the inlets, outlets, and receiving stream protected from erosion (10-year storm)?
Yes
8
Is there an overflow or bypass for inflow volume in excess of the design volume?
Yes
9
10
What is the method for dewatering the SCM for maintenance? _ _
If applicable, will the SCM be cleaned out after construction?
Does the maintenance access comply with General MDC (8)?
Other
Yes
_ Yes
11
12
Does the drainage easement comply with General MDC (9)?
Yes
13
If the SCM is on a single family lot, does (will?) the plat comply with General MDC
(10)?
Yes
14
Is there an O&M Agreement that complies with General MDC (11)?
Yes
Yes
15
Is there an O&M Plan that complies with General MDC (12)?
16 1
Does the SCM follow the device specific MDC?
Yes
17
Was the SCM designed by an NC licensed professional? Yes
5Y5 b FROM 62H .2051
IINFILTRATION
18
Proposed slope of the subgrade surface (%)
0°/e
19 Are terraces or baffles provided?
No
20 Type of pretreatment:
Forebay
Sails Data
21
Was the soil investigated in the footprint and at the elevation of the inSitration
system?
I Yes
22
SHWT elevation (fmsl) -E
487.00
23
Depth to SHWT per soils report (in)
3.00
j
24
Ground elevation at boring in soils report (fmsl)
490.00
25
Is a detailed hydrogeologic study attached if the separation is between 1 and 2 feet?
No
26
Soil infiltration rate (inlhr)
0.50
27
Factor of safety (FS) (2 Is recommended):
2.00
34
Length (ft)
35
Width (ft)
36
Perforated pipe diameter, if applicable (inches)
37
Number of laterals
38
Total length of perforated piping
39
Stone type, if applicable
40
Stone void ratio (%)
41
Is stone free of fines?
42
Is the stone wrapped in geotextile fabric?
43
Has at least one infiltration port been provided?
tlolumes/Drawdown
44 1 Design volume of SCM (cu ft) 5836 cf
45 Time to drawdown (hours) 1 7 hrs
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the inFiltfation
46 system(s):

W:\Projects\2018\18023 — Boone Storage\500 CADD\560 dwg\BSU18023COV-101.dwg, 1/13/2020 11:56:40 AM, a brewer
THESE DRAWINGS AND THE DESIGN THEREON ARE THE PROPERTY OF CLAYTON ENGINEERING & DESIGN AND MAY NOT BE USED IN WHOLE OR IN PART WITHOUT WRITTEN CONSENT OF THE ENGINEER / ARCHITECT AND ANY INFRINGEMENT WILL BE SUBJECT TO LEGAL ACTION
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THESE DRAWINGS AND THE DESIGN THEREON ARE THE PROPERTY OF CLAYTON ENGINEERING & DESIGN, PLLC. AND MAY NOT BE USED IN WHOLE OR IN PART WITHOUT WRITTEN CONSENT OF THE ENGINEER / ARCHITECT AND ANY INFRINGEMENT WILL BE SUBJECT TO LEGAL ACTION
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W:\Projects\2018\18023 -Boone Storage1500 CADD1560 dwg1BSU18023CGN_101.dwg, 1/13/202011:52:53 AM, a brewer
THESE DRAWINGS AND THE DESIGN THEREON ARE THE PROPERTY OF CLAYTON ENGINEERING & DESIGN, PLLC. AND MAY NOT BE USED IN WHOLE OR IN PART WITHOUT WRITTEN CONSENT OF THE ENGINEER / ARCHITECT AND ANY INFRINGEMENT WILL BE SUBJECT TO LEGAL ACTION
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THESE DRAWINGS AND THE DESIGN THEREON ARE THE PROPERTY OF CLAYTON ENGINEERING & DESIGN, PLLC. AND MAY NOT BE USED IN WHOLE OR IN PART WITHOUT WRITTEN CONSENT OF THE ENGINEER / ARCHITECT AND ANY INFRINGEMENT WILL BE SUBJECT TO LEGAL ACTION
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rt m S m S O fl �• S o d 0 0 d'0 S 3 -0 m O m m S = m 0 3 X (� m 7 a rto N• l 7 O' 00 ° m a m o �`< _ O N o rt O 0 m o < m•
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7 m C S f m < 0 O 7 a 7 0 o m m CD O `< O f p S m 3 o m f
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7 m m E S ff m ❑: m ❑ S -' m CD = C- 7 7 m= S O O" -_-. 3 (n 0 (D ❑ m (D m m m' n N -0-. 7 CD = m O< c O 3 ❑ O (D 0 m m (� m = D
a ' m m m m O y m <, 0= m = a o S C1 S p_ m CD c CD ❑ m 0 n_ 8- 3 3 CD o_ m= m ❑ 3' m O O m n 3
m S S < n y a m 0 - a C m m 0 7 7❑ - m 0 _d 0 m o p 0 m �• C 3 a <''0 0 O CD y N = rt S 0 f CL 3 0 0 0 ° ,o (D -m-. N rt' 0 D
f C- 0 0' 0 m = 3 a O m 7 O rt F 0 m = 7= 7 ❑ S C O 7 m o' = C ,
m �. O m . O f U CD o to = a 0 O O" D- m 3 U, m ❑_ O S O m a ❑- O m O N O p 3 rt`G 0 rt m 7 0 0 Cp n n ❑ N y c a N
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m o y =❑ 0" O o O C O n C o N O m a 0 0 Ort m C1 C- m a (D O' "'� rt 0 3 X a 7 m (D O m = 0 S o Cn a m m m m 0= N
-m-. 0 O •� m ❑ O 0, 'O S 0_ p 0 _<. i 3 0 �, 5 y S m 0 '0 m 0 O 3 _d O rto c m C1 to O O 0 p O m N❑ D_ cl p❑ 1 CCDDD o
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o _ N__ m _ ❑ _ 3 v o 7- 7 3 m o _ 3 m m 3 0- c o m
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CD c -_-. a p CD � I CD _. C m _0 m O S O o rt _0 to rt i O m m N 7 cD a O S O m
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m m m C N O O rt O m O O m Z7 m r m S 7 7 0 `G Z) 70 Z m Z F f O Z O Z Z m❑ 7 77
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O C n o(D m I m S m U �. m O ❑ ❑ Z m D D _ ,u "..'O a ton N O _O n X ❑ O'
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7 Cp ❑_ m D X m 7 (� c -0 (0 0 O N$ O O ❑ �' C c = -o _ o m (lD ClD ,G 3 z'a = ❑_ ❑ O rt S O 7 N O S O, m on o to 0 0 < m D m C
m m rtm '0 ❑ m a o <ort
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m= m c ❑ o o m <❑ So N
O'N ap m S--• m C r p - n m to m r3 O am CSCD =gyp Cp '0 0 -O C N O a m O
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0 3 sv c a m rtN 3 m ram m m m m o 3 = o o =0 p❑ o 0 m,o �m r o 3' o� N G�o.o ❑ om C o ra o00 = Dom y.3 _. m❑ ❑ (o 0 0. m o ❑ (D m e a m 3'a0 v ° TD c o ❑ (� a c
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0 0 3 f 7-p ❑ o I y m-o 3 Cn •s m N m N �^� 3 v ❑ rrto m _ _
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N _ _ ra m o om N _ srtw m m o _ z N ❑ 3 m n m ap oa ❑ m 3 rta m o m m 3 7 <
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art 0 D `L -_-. ° O ra m ,=.f S m _ m S❑ o m Q O a m y C m O �' m_ T. 3
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rtm 0 i f N m to O otCD W 0 (o A ❑ < m 0 ' � ❑ -to-O p to CAD -(n 0-= tO o •m CL �, m 0 D'mCD
< N on artc (D a n= N N m N A SO 7 N 3 m 3, y m❑ m - o O =- - 3 a CD
7 0 _. 7 a a y ' (D (D C 3' S ❑- �' o m m S y C O S 0 = 0 0 O c <• art a cD N '-_' N = 0 0 `t 3. CD 7 m O CD o• -o o S 3 0- o m tLm] CD 0 3 S m C m CD 0 C O `< < m CT W
_• ❑ a 0-� S -o -cap 7' O X O O 0 C 0 I 3 (p o 7= 0 Q m O S c C m r0 �: d ra m ra m 0- O 0 3 (n f (GD '- d- O O Q 7 -O• (D CD 0 m N N SD c 0 m f, N- 00 S o n on a O (D (D 0 O 0 O'
-� N (D 0 m ❑ m"_ _? 7 m X (D O CD y' S ❑ F O a a �`
Cp Q�• a m a m 0 `❑ C O 0 m' 0 fin l ❑. o m 0 c( O N '� a �_ Q m y 7 S 4. Q S = Z C < = N 0 a S 3 X < O CS O S 3 3 O to O i n N o N O m ra p C%1 = O, �. 3' S o F�• C
so m mFon o ON c a o a omo too< m,�•a m (moo f O m m o -°a <m_ m030 0"7-m <v 3'3-0 �0-0 0CD-o'S' _ = onn o'o = ❑ o=a m c o n
_ 7 rt a ton O N O 7 d- S m c
3° 3 a 0 S (D m= Cmn 3 N .m-. N CCD C7 00 (� F' = O p 0 N m ❑' ton N a o 0 0 C C) 0 (n o �• Cap i o a O 0 0 c m o tp m S N m ❑❑ S q ❑ _ (D m ti. O �. -y-. a0 �• m j• C1 p C f) N C 7 d m o
❑ 7 7 0_ ra m rt '< 0 3 m c O m a_.-
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m 0 m oN. •m ❑< 0 3' ❑ o �o '9 I ❑ c m❑ a7'� ❑ o o = ❑ m m 7 vo'O 3 3 m o_ f 0 rt = ❑ n m �' o? o m o 8 m 3
_ p `G a❑ N m 7 a o m fcn N c X (D' o_ �. m d
O o= N S .Z) -_-. O m O" m O" - m O O l O= m O O C N m° - m 3 N -o ° O ? CD O C O �. p_ Q m rt S 0
m o o o w❑ oI a(D rtc a, m a W� o m cp v o' 3 N° 3'❑ C m❑❑ am c y'm a m ❑ 00 0 ❑❑ 3'rt- 7 (D o o? 7 0 0 7 ono m� omm m= ra n �,o v 3 c❑ ❑_ _ m O c m 0 = o
f 3rt< v o o cam. m m3 m cn m 7 -o rt ca m o(� 0 o o < oo ❑_ o n 3 0 0 ❑
sv m p v m 10 y o N rt n ,< o �. j 3 04 0 (� 7° 0 m Q a o N❑ S N o rt, o a ca o �' �' 0 o c N m° ' s a w a m rtm x rt f = 7 D ° N o o s n 7 C m a o 0 ❑ m rt o m a ° n Q
0 0 0 C D j 0 ° rt 7 0 l y Q N O ❑ C 0 0 O c rto = 3 3❑ 7 0 n y cD cD CCD D _S rt o O O O 0 (D C- O p m m V (D. S (D ❑ S U m y CD CCD 7 ° m
7- o rt N 3 a 3' z o ,�so o (n ❑ o G� rt 3 o m c c o S N (� Sow < N ao m o s p m
D O rt N N C Q d O m D O -0 0 (� m tL0] 3 O• to d o N S = cD 0 CDD 3 m 0 3 N o O 7 S S c 7 0 0 7 art _� S c N O m N C='1 C1 ap m m m F� S-p' 2 (n o m �. O m CD rt N m 3 m (D CSp n C on •-•
n -3 a ❑' O ❑ =. _ 0 0 Zl m C1 =<❑ S rt < m aC 0 m N CD =Cap a0 N D -N CD 0 p1 = 1 0 O C m
a m O rt S a S 7 0 m m m to m ❑
cD 0 m" m N S (n -0 `G O 0 3 (� I m -0 m (D S m (n 7 o m 0 �• O m �: (n -_-. m o _o m 3 . 0 _ cD ❑_ n 3 = O 7 a S
7 S •+ ❑ 7" S O -0 7 ❑ 3' 0 0 0 0 m = �, - O' rt m - �. y 3 7" C1 7 C1 3 C ❑ o C CoD = S -0 < O _. cD S S (�D l S 0_ ❑ 0 0 „m,F N C < x n C7 .+ 3' m 0 m 3
a O N S p CD A❑ m 0 7 0 W 0 U3 3 p O Cn CD ❑ m (n m rtrt ' y rt o S O = -_= N, m ❑ 0 O_ = cD CD f m m O c cD C- C (lD m 0 (0 0 -• . o S -. 0 ra m
A N CD d N N N N= m j m (mil rt, 0 3 ,\(rq W o f 0 O N S O o. (mil = n' m S- O _0 a 3 0 �• N 0 0 0 A C1 COD O m S N - 0 y S '< 3 O. -0 0 S 0 n O CCDD a m o S rt N `G 3 'O' �' Vml m 0 �• �• a S to W= F 0 0
m o a 0-0 - m Cp a3 m 0 0 rt 0 7 = a_ S S=❑ m 3 N'0 V) ❑ 7 m c n 3 N =� 3° = CD Sm N 3'�.❑ 0 c OO C1 �' t� to N w m m F
Q rt_ (D to m f 0 a* p 7 m C Z 3 m 7 m ,_.. m tp -_-. O 3 a a N C m m- ❑_ = N 7 _a m S = O '0 CD N C 0 o O= `<
m 0 0 p 0 S ,_.. CD a S'O m 0 0 0 '... .Z7 C7 0 N (D-O 7 0 3 0 S S F O 0 N fD CD m C m 3. o a m X o" 0. 0 C1 0 N o 0= C N ClD S C -_-. 3. j m C C N O n on
a 7 m p o .ap -0 �T. 3 m 7 N ton S m O m o ° S O' N ❑ o O S S p_ ' p rt O N -0 _. 3 �� 0 `G O' () d m •_ O 3 m m❑ = c (�
m m N 3 CD 3 �< v o s 0- cD rt 7- o'
m m m s o ❑ 7 S3 m ❑ 0'o z W_ ❑ 07 m v 7 iro 7 0' a vw o o ❑ c a i2's(� - o ox 0'c m e s- on p m ❑ m m 7'= 0 DN p 3 m O" m �'= o
O 0 O c 7 m a m 0 f, N m = c= S 7 ra p N ❑- � 0 m 7 C• C p 0 = O (D 3 `G _ a❑
m = O 3 cD n ❑ 0 rtp a = c 2 rt.=' s3 a m CD ❑ m o c❑ << m m 7 m o Z m =
O (D C m O a m 0 m 0 m N C7 l rt O (� O �- S CD m < o m �p CD c 7
= a rtso 0 X�• m s 3 aWo 3 m m a 0•an O p Qv oy = N 7 < c y y I o-o a(� a N N.CD =m 3 .a 3 o ao o- o o .0 _.rtm 3 0a .< o- C _ ate.
m COD i� < ° _0 rt m ° D a= 3 O to o= Cp 0 O m O a d C1 CD rt m m = . O ~` - O, tp m U N N S 0 0 0 f N o m o-2 0 0 p C c N S 7 O m 'O 0 = C7 CD a qD
O (n 7 rtm d o (� o C7 m e m CZJp -y-. CD O m CT 3• V 0 m o m m 0 m 7 (n m O rt. rt (p < m S m m S 0 a O' to O O y_ Cp S fn S N O = a rt m 7 ❑ to c m CT O m = F 3
m< m O (D O c T O C 7z '0 7 N CD a m 3' S 3 O o N = O Cp Cp N ra n m O C C m S F m S o n T D O o 0. O = CD m< JC m< m e Cp 0 m
7 m❑ N O' O m m (D = m to rt N m 0 3 ?1 fn 3 O m ton CD m , 0 S n 3 C O �. m =. 0 O' = 0 n < ❑ _• 0'� a 0 d d `G N, y 7. y o 3 p m �, m C C 00 m O o' N N 3 rt D m _S �.
a FL m Cmn 7 0 m c rt O 0 y-0 0 O N r N `G• S C : m o 0 N 0 0= COI, S O 0 0- N N S 0 m 0 . 0 m 7 ❑ o o n 7 0 '0 tp F O rt = = m 7
rt7 m 3_ c rt r o o rt o 5. m o' m ? c (n - ? m m o° srt --• rt v rto = ❑ o �rtN 3 A o 3' m
o v a m = m 3 = v 3�. p 7 0 v� Cn 0 m f n n n m rt < n 7 m -_ N o m 0 0 ❑ r F s
2 N Ort (� 0 o S p- c= 0 -o d on 0 I o m v m O 3 v m n rt d (SD 3' C1 Cm-1 a0 o d O: rt. f, v= ra m .C=n =' O Cp S- ❑ m o r: O St0 F -O = a a o - = 0 o S m Cpil 0 O O �. Co S r c N rt o
❑ 3 m o, c, N C d `❑ p CCDD = a ➢ ❑' Co m CD ,Q 0 S a rt 0 0 0 O cD fn S p (D• ❑ f rtm j CS-p " m N m m CS 0 N (3D r F
< o o f o❑ r < m o 0 0 0 _� o o❑ 0 c rt S o 3 o m a 7 0 0 0 o s _� ra m o o m rn-
rt N �- fn ,_-. m O 3' n -Z7 (D o• O' 0 O 0 a < Ort m tp 0 ❑- 7 X ❑ f = m CS 7 0 o rt a c a O N = -O
,L O a �: to m O' ❑ �G 0 O' 0 0 - (D m S y 7 o S 7 N 0 CD n (fin m O S 7' 3 S 7 `� o m 0' U N = `� O O' - (�. a 0 3 (Sp ,_.. d= m '0 0 S D O m fD O -- 3 N In
O m `G X m N 7 O - _ m ❑ c Con m ❑ 3 O m `G -0 rtm r` 7 D
7 S on m 7' S O 0 �. Cap v v m D _u 4 n 0 3 N to ❑ m 7 m CD (p O 6 C�- (� 3 o O 0 rt o ❑ m o m _a S = m N ❑ a =• o �. m-
N' y O" rt O 7 p a O _ rt O (� - m 0 m cDD TI o U O =' O 0 0 N 0 F 3 n m £ N Cmj m n' 0 _ - m 0 3 0 Cn m<
o m o.<m 3S ao7 Nm 00 <y0a0my 0' CD a0 3 xrt 3 aoc . _ -•n. rt 3 3p .m o-3 o c
ND fvv 3 ,� S 0 rn am m m c °_ = 7-_0 ? O n c o _ o mac m' m o r: o ym o_0 mrt 0 �. m 3 = m my m (o rn 0 3 m� ° o N �• c v�% O� ❑ 0- D 0• so N(n
Nov° c. p m o o �� m o❑ ❑ o o �3 0 0 o v o� ov o n_o 3 CD N 3 ❑ o s 0 oc a N SN m o � m m ° 0 7 0� on o ao so s o p m s�3 ❑ y m 0 N o❑ (�,_ = m Q y_o
O -O Q Q (i Cn a D rt S,G m N 2 m N o 7 0 N 3 N '00 N o m a n 7 m m 0 �, N c 3 S 0 O' o m p' O 3 N 'O N v 0 7❑ m 7 d = rt S S N CCDD `0 O rt =• -m-. c - D 0 �` 0
m m v N O O 0 m O C..l -0 a O 7 -0 m m o' rt S O m C N O O O O c �. S a cD O m O 7 m 7 0 7 p 0 o rt O N O O O y a❑ S❑ a 7 m O 7 0" O' < O M
0 m rt 0 = 0 0 f,� 0 0 0 (� 0 f. m `G O 0 m Q CmD _•0 ? 0 0 7 rt m m 3 7 o m j m� �. �- O a CD c ❑ 3 V!' m S 7
o=o o �03• o b 3s� f =_ _�. _ rt m yc� CD c -3 a On�mac mho 3 m =omrnv_ <vin 3'�NOF 0-0 �'3 c
fn S m _• 3 'O ❑ _ m O a N' Ort S ❑ 0 7 m 7 m X C 3 S a m `G m S rt A m ton a
3 a CD m o S S = y_ n C< C D _o I ❑ m 7- 7 m 't O m❑ m S m C y ❑ n C 7 1]m S< cD N D m 0 3 a p O d 0❑❑ 0 CD m o 2 ❑ N m S a 3 C N S N - OS S
y rt O ❑ m 3 m O Cp 7 7 y ❑_ O m Cp C7 .+ y p 0 7 ra m
m °- '� m v m o o❑ 0 (D o v ,< y ' 3 (n o a 7 3 m 0 s m 3 o c m' m v m N f T 0 _• .= m
❑- O o m S S O ❑ :3 S 7 Co m o Cp m CD S rD <' a o (n ❑ _ (� N o c o m 3 3 Cp v m O v < (D ❑ ❑ a ❑- 17' p S c �. _ _ ❑- 0 3 rto o cD F rn �` ❑
m y-(n m, �p-o •m a0' �,q as $ ❑ m 3'n o 7 0 ❑ m o O N aa, z f o x 0= ra m 0 a o 'c o ❑ m o �0 7 rn 0'N p o m Sa
o _0 rt .c m 3 3 om (n o o p c f
D• = m p 3 l m -O S 7 o C O O= f ❑ ❑ = 7' a 7 7 3 ❑ m
0 0 rt a 1. - O Z o m' S CD S o. • CO a S-0 to 7 rt cD m -('�1. c o c (D - v ❑_
< rt O ° ❑ a v m ❑ _❑ ra n a n o m rt c o 0 3 ❑ v = 3 c o - v 7
0 • v o- o ❑ '-'• c• (n o 4-a ❑- o -(n o ❑- = a❑ - o _9. ❑ 3 ra m o a❑ N m e ° m o 3 m •❑ 7 =_ N ❑ s c -o ❑ (p o �, 3
CD 3m m O'm3�rt c ➢ - _• v�rt N o -o a c(D0 CD cm o o' m o - _pm❑ o Tom° c-, °osc�n omNv o = o
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CD N N O N• O O (on N -� 0 m 0 O O = c CD O 3' m 'o ort to 3' 0 0 CD n 0 0 0 O' 0 M N m -o O `G y m N° S = -'O, (m7 D on x- n o 0 S on N N
m o o f 3 3 rtm = s n c a 7 3'3 o S (- o 3 r; _
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CD rt.o c v c om 3 aN 0`� a=` a 3 (Dn 0 00 o�'m f ao v a a m A a oN m o 0 0 vN m m =r 3' v n m -0v' mrt c = a-0 0 o'rtm v 3' c m a
CL m m = o- 3 cl (� W n o- y s s =< 0 ? 3 m o _0 0 m c s ° < 3 �< m, o 0 m v, ❑art' p n o m a v o m Cp ❑ 3• (n - o < 0 3 0 0 ❑ m
,rto 3 (A rt� S -• O S 3 7 O' = y p S 7 C o m p 0
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0 m 0 ton ❑ C 7 to a0 CCD `G O �. C7 n .1• - m o = ton m CD n I CD p m p p m o y m 0 0 O CaD p 0 7 C �.
7 c 7- = mrn o o N 3 ❑ a o v s o'N o- a o 3 c c oao m o 3• ��,N-omS 'y'm m solo m m
a0 c o❑ N rt� 0'0 �_ c o o f o� 0-0 ? j ❑' a CD o c oo N-(=ilac p o 7'3 D n;3 a, W ❑`< 3° m ° (omm D o m Frty o m m o ,c o �• 3. m c o -(A o
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coo. Say N3• o N ❑omm c n 7D rt� c m a ovo ❑ o ❑ = ortpn o m rt O�Nm ❑�.orn m ❑ 7omg0 Oona m(x)m m =
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0 O m o m S a rt O Cp Cp o a O O O S 0 O O O O m 7 3' c on = -_-. m m S CD O (n m =-0 S --. O 7 W' ra m
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rt N 0 0 m- O N O m m 0 O O n 0 0 7 m ('1 O m c ton
❑ 7 O" 7 �l O m 7' O' _ _ (n'O = C 0. O X m O a m 0 X C - CD O
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rt m o r l N v o m 3 o m (D c ❑" N o f a 0 (D 3 7 D 3 v a y o -O w❑ m< n c o _ < m
m o 7 (D v o r ❑ o o CD 0 ❑ m
to -0 a 0 0 m 0 -5. _, f 0 a O N o 0 m N m 0 7 0 _0 3 '0 C_ n 0 3. 'O ❑ _.
= 0 m e O S O m 7 S C7 S C<p a s N m 3 0 m C S O' N v c70 a Q 0 c .m-. o N C O O o N
o g c ❑ ❑ o = m v c cc❑ s m o m o m o o m a 3 N y 3 n o D❑ ort , m 3�rt(D -__ m = o (D m a
v ' a c�3 mo pm vo 7 m mr° o o m 0 n = m, 00o m rt a a =< D0 O 0 70 c 3
a d rt f m N `G o ❑ m 0 0 m CD O O (� O - CD S -O'. (� N a O 0
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a O C CD 0 0 0 m m m r 3' 0= O O CD 7 ,O.F -m-. m rtm p -o S 7 O O O' •❑ O- rtm 0 0 o- O S -0 O m m 3 0
S 0 m CT D_ = 3 O_ 0 T, O m rt O m Cron N• ° ,< (D �: m 0 'O N m 0 n _
S S _ m CT p p a p 7 Cp 0 m 0 o O o Cap S 7 N O S O" 8- 0 `G SCE O C O .°-.
n 0 m m & a N' 3 0 D D m X = t❑ l< a m= 7 a = (D tp N CD C1 S (D m 'c 3 =' CD O Q 3 p �. E: m -0 O o 3 cFD 0 O ° O
f o� m -�• o N N o m N m� m o o ❑ a CD a 0 p a (D m 3 3 m o s o l o art_❑ off _ o = s° a -o'= < -� s o o = O N
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N m C .,< V1 o CD CD Co < o -0 CD -O y (D 7 Cp c m 3 rt m o m 7 0
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7 m 42 p m 7 = 0= CA CD _ a q o O _rt O (=. 0 ra n ,G 3 y_ 0 m S
(� O S C ".. -=y-.m O ° OD 7 d a rt�< m (D CAD CD 0 o- drt�. O a ❑' 0 S fpnrtN O'm S 0 < S Sm O 0 N'3
7- m ❑ (0 3° 3 $ o ❑ 0 m' m r ra m m 3' o m 3 0 3 rn rt m o rt° 3' p -., ❑ 0- m �' o w �0 rt c 0' 7- m
m m ° o v 3 m y 0 (° o ❑ = o o c c 3 (i 7 c o 0 3 3 o CD o c 0- o n n =
S Z7 0�_ 0- rt'-m0 m n I S (D CD m c p 0 0 O 0 = O" 3 C O' m 3 to S CD m <' C(� C m (D D' M CCD N CD N 7 O' m
m m m 3 C m 0 0 C, Cn �, _. N C<D S 0 7 O m a ❑ 0 0 a0 �. 3 . 3 0 O m to ort Cp _, = N p' N CD m = 0- - �• N n m N N
`G m �< CD 0 0 0 0 m c o rti 0= d m m a = O 0 N° O 0 as o 0 0 0 .m-. O c O - �' F S O -O = = C) C a= 0- __ m Q p
o m _ 7 CT o N c o CD 3' N S 3' o - c o 3 ❑ c m 7 c o 3 0 0 p m < �' s C 7 0 7 7 c 3=< O D
f c c, 3 =0 7 s� m 3 CD m - o s3 =❑ o rn
m N m 0 o CD Sp O 0 0 0 o Y m 0 0 m S ¢ a 8 O D D 0 0 Ol N o 0 (D 3 O- 0 m y 0 = 3' rt S d o p a m o' ° O
N N 0 cop m 3 0 N a f a m' CD _ = CD 0 0 0 m _0 < O O rt rt n p S m m a o o (p ,< o c 0 = y
X O CSD N - m a 7 m O y' S ti, c O m S CD O c = < (n 0 S O = 0 m f m _O Cp O c y y ° -O C O CD Cp C m o 7 0
m 0 n m a 0 O C O 3 O 0 m m (� 7 7 =
m 0 3 =. D CD p' O ti m ❑ O O m 3 CD X m ❑ O ° (° 0 C c<lD m _ = v f ❑ =F N 7 C O m (D d N m m n
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C C O G 0" m m 0 41 O CD �. O m O O N• c N o m S 0 0 O S �1 S S 0 7 C CD C o C-
7 = 7 7 7 m Cn O .,L O O ❑ = Cp O S _ N m m o O 0 0 = O N 7 O a 7 m 0 O 0 0 m 0 7 m 0 N S 7 S S O O CD a rt m
a as a a m a m O = an = = m - s m m S m m m m a �` m O m = (D = a m a m �' n m l a m m m - 3 m
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HICKORY, NC 28603
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THESE DRAWINGS AND THE DESIGN THEREON ARE THE PROPERTY OF CLAYTON ENGINEERING & DESIGN, PLLC. AND MAY NOT BE USED IN WHOLE OR IN PART WITHOUT WRITTEN CONSENT OF THE ENGINEER / ARCHITECT AND ANY INFRINGEMENT WILL BE SUBJECT TO LEGAL ACTION
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n 0 o n c CD n m o a o S 0 0 - �D C o n X F o< O c 3 s m -. c �.
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con rt 7 3 m y 0 3 n to m 0 g n n T. (n < C S n 0 o n c S 0 S -O °' X. n 3 0 0 y O 0' m
(n n n =; 0 0 S m m C C_ 7' (D o _cn - .y-rt n: m O. N S rt `G O S n o 0- Q �; CD rt o 0 n 0 a
0 C m oa C n m y o� rt-o rt rt 3 3 O m o o:� y s3 o n>> o c o c� 3 �-3 C non 3 o C m 0 3 S o 0
0 C m (n c, v c o o'o no = - o m rt 0 m rt ort � cD M= m m � 0 3� Dan n m o' m o 3
0 m o o 0- 0 m= m� C n < 0 n rt< 3 0 y 0 O g �_m m e nm 0 cn n > > < n 3
CD < n 3 m m m o o p' d n (D o 0 0' o y to `- m m
o m a _3 0 O �'� _. o" o rt c) o V s 0 0' o o m 0 rt-O �. s g 3 O C n n 0 0• c= 0 y y - m O o
rt o 0 00'n c 3o no 0 3 o m cD 0'-0 nCso m Om om 0 3 0 m cl) m s 0 o 0 0' o
O C_ 3- •�� aoo - n o ? s m 0 S 0 �3•m D o m n a0 cn 0' n m 3 0 - 0
S C c •+ 0- m - rt �• O n � S W �_ p- n n .0-F n O -O 0 o d 0 3 O i (�D o 0 0 0 C N C to 3 0 C (�D
�D N 3 m (n �^ 3 0 o m O _< m CT O S a o O n -o' rt S" C_ o n �' S o m 0' a G y O (D y 0
m c=i y o' 3• l 0 o o cD tT 3 m o y I 0- m n
s m? 0 �' 00 0 0 no3 G N 7 o mom
n > > 0- m
(T D C7 C7 y 0 0 o y rt y n n n IT 0 m m D �-O -O 0 D ?� n D m< D p rt 0- < c7 -- 0 0- o 0 0 0- D p c y n m-0_ -O m 0- D D C 0 0 y Cn rJ y F y c7 -o c y f y -o = n y W y D D< _n (T 0 (T G) G) (T y v 0• 0 0 n (T c c o o D D �-O 0 n n �• C7 n y n
m 0= O S O O S S c Q 7 CD 7 < O C 0 0- CD - n G n O 0 p O S 0 S O y 0 m S X O= 0 _• y a c _� o N C C m- n 0 c 0 O- C S= n 0 m O O n n O S m 0 7 7 O? m 0 -O C D O O = O O S 7 O 0 S _�
o rt n y m 0_ 0 0 0 • n (n `G B O O U << - < O 0 0 0 0 m m -O C y 0 -O m 0� 0 C `G = -O U 'O n rt o rt 0 0 m -O 0 n <� n 0 n n < n n -O A O m m m m S O 0 -O m W 0 rt N rt fi C 0 0
. n _ 't S .� S n :� ,.Nr 3 n W o N o o ,n+• Q 0 n (0n C) C) _ ,O-F �. -p c 7. tC' nT. m 0 �p -O' o X c l y D O• _O, _O (n (n 3 S S y c 0_< o C o T O n_ y �p C Gi 3 (p (n c N o S 0 0 0 0 (n
m O o n T m C o o rt o o m D v < n S rto y z o O m O' m m 0 y c m C mn m o rt `- m 3 o C c y rt n a
3 n Ttc m o mm n s o n cD 0 c) 0_��c�3 3v �(D y rn 0 < 0= .�' m c 0 n o _. 0 u'v 3 3 c o o.m m cnm m 0 n m v f o o� o m c 3 o n� c xa o 0 m o m Dno n ooc�D o �oCD fl Drt'0 cnD 0 0 c�D
o n y y 0 y n C< D S o C- Cn 0 0 �' 0 a o c0 n-o 0 < �. m o m a m n o n 0 rt x y n y n< S m o S rn 0< D o m cD G n m rt 3' y (S CD G) D D o y G) 3 3 G7 m y 0 m G) O >> O m n n 0 rt
< n y O (D 0 m 0 n m 0 CD -O 0 n n 0 S \ C' -• 0 0 n -0 0' O n (lD _
m m n y' 0 S� o �' = c O x S C n S C O n CD n O - < O n n 0 <� 0 C O n 0-0 CD 10 n O n n rto rt y o o n 0 D O M D n fn C M O �_ y S D p y< 0 < W n 0 0 N _ 0 y n n y 0 G n m� S D r m C n n O
n O < - O x y y 0 n m m r c _ _ C n O `< N m (D O rt 3 p n n y O O
n .S o m c< y.- 3 0 0 0 0 r 0 0 .0 m G x o -C CD 3 so Sm 0 r:v om n C- �n0 0 < ny o m m -o (`<n nCD -•� 0 0 m <a0 o m� o sm o ay - �(D nm �� o'� o 0 0 0 m m y cD n o n �D o n m O n o 0 oc,'< 0 0 0 0
C of 0 Ci p 0 O m C 0 N C �' d -0� n- C T Z T A. N Cn y< N y W U c Q S 0 N m n 0 n m S .-. 3'U p -O S D rt o O con O_ n y (D m Q Q �• N m C0 (n O Q C �- m y �• rt voyi -00 Cam' N 0 3< C ,cn+ O O y 0 n` m O G m �: art, N a cri) n' �• 3 con O D �' C7 y O• S �' (n 0
y rt 0 o f m n 3 0 0 CD n 0' 0 3 9 m o o m m o m y rto 0 0 �rt 0 Da f 0 0 n 0
0 - 0 n - C `C y f S y m S O C O Cp _ '� 0 = 0 m m cn m S 3 m S O' O y S- y y 0 Vl n 0 C7 < n n (n rt
n Q 0 - j n 0 0 C 3 N C cm O n y C7 0 N 0 S n 0 n x 0+ C 0' rt m 7 0 n m OD C 3 T D 0- y' y O n 7 Z 0 y y = N y 3- y W C n C m n n G S o c O< n_ 0 < n o O
0 m d d (�D 0 C_ o C rt o rt o -O f(n (A o 0• S m Cp n m= m y y m S y o C 0' 0' 0 c m o y n S S c x S Sly-- n O 0 (n O C N D n< 0 a rt<- m l 0 Z 0- C m 0 0
O O n 3 x -O c CD W 0 S-O n n- 10 o. 0 0 (n m 0 0 S n n 3 0 y m y n m < y 0 n 0 0 m O n 3 CO - m 3 m n m (D' n 0' y m y y O n rt 0 (n
n n3 0 3 3< O n SDv n m� - 0 y sr° 3 0 CD O _no 0 y CD a c 0 n 0 sm y- o =n g nv 3m c _o(o o _= m s n n c m m 30 cD _ n 0 c D y rt no 0 o s(n 0 3 S y n u nsSo z
sc < D o n on o 0 0 z ? 0 3 mm m o o (o mo n 0 -rtc�o 0' n 3-O m
(n o n_ < n a- m m n n v a < o - nrt y n (n o- o y n y_ -o to m n vi
0 0 y n m m 0 C rt C y - 3 c o S o N n c O o c
m D C N (D D CD m G �' n S f rt C 0 O rt n m 3 0 (D 0 CD 0 m o 7 T C o O- c -' y Cl< n 0 rt CD< 0< 0 0 U C- G . y a- yr 0 o n y N N () - _. o D n S Fn
m 0 o �D-6 O n o s =] 3 m 0 0< n m 0 y m y m m O n m (� < < 0- sn m m o 0 3 Cs0 n =
- y �. C O U O n Cn � S Z 7 'O -• S
y a o y c y m 0 a m o m n O o o m n
_. y' =on m o_ rtm �< o m _ 0 0 m c 0 y o
< m� 0 m 0 nm n CD no =c _ �' - So' n 0 0 rt _ 0 0'� n y 0 0 o m n 0 �D in n o y o
-O S 0 m = 0 C m p C7 (S D O S y m m 0 G D 0 `G rt 3 > [S O m m n 0 m m O n 0 y m m Cn -O -O O Q n S 7 c m (") n n m n rt D m 0 S S n 0 0 3 0o to 0
n 0 n n - p �G m 0 n - ,-.
0 0- `G CD y o (S Cp - m y rt o O - 0 0' _. y < 0 C -O m O p 0 m m S 0 0 -O y d n < m - ,N+ rt C �. n 0 y m m m o 0
-O -O 0 0 �. n C- '� ,+ 3 0 n - O m n 0 m o m m 0 cn O m y -O n -' 0
N' CD S p y _ (S o y n o m n N to T N y O N N S rt-00 0• n y m 7 (D y C C n V) S o C < -O y y y n c n p n 0 y n m Z m m 0 cn c 0
3 n s 0 _ x o _3 0 C m 'rt o m .S y ry n n o mm o n -� �'o 0 0 0 0 0 O O
rt(n o 3 0 a m �.v o �y �'v m (D n mcDv m o o S 0 n in �, n� 0 0 3 m O n s rt o ocn �,cn 0 n n 0 s n n 0 o O n s< 0 s y O cn 0 o m m G rt D n n
n m 0 -O - p< o S O 0 D -O C G m n S m S - G �< (S m O 0 n CD m y O o m rt 3 y < m y y < Q`G CD O m 3 3 rt j !y-r o 7 (D 0 3 0 cD n n o C p S O y `< 0 3 n N S O G7 �. O Cn -• n n n
�_ �' -n m 0 n n c O -O sn c n 0 O c .m (n m m y m 0 n y m mo C' m 3 n 0 r 0 < 7 m
m n y S D n Ci -• n S o m 0' c 0 o O p EC 0- S 3 n n c m m n n C' D n m 0 y y
�. n C O N -O O O 0 - o D 0 0 S -• x n N y N C m OS v o 0 n 3 c' S (n 3' C• �. n S S C S ' 0 S O x m- ry o N C 0 3 0 !n yF - n o c N C- C n 0< o n n_ W n O 3' < L] O S m o 0 O• n 0.
min C n o c 0 3 3 y m rt o - < o C 0 c o 2 m '0 m a _ �m o g� o o nggm o n c' n� c 0 o > > _ m 0 0 W c 0 3 rnn o S0 a ' �• n
_ 0 3= O o O o n rt m _
cD 0 = y C N 0 N m 0 N C n p S n Z �' 0 U = -00 0 C o Q? S 7 a (D N D n n n C m O y c 0 7< m D N (SD c' W C p m tmn N m O m 0 C O 0* o nrt 0 m p S 3 N rt C) a 0 p < c �� 3 fl 0
_ m s a 3 (n v c 0 m c0D m
coo 3 O n o < c n n rn ( n 3 m y
S 0- n n� 0 C S rt _• rt - n _ m Cn 0 S S 0 `t -C < 0 '� 0 7 c m o m m 0o Srt C 0 m n 0 y S S 0 0 3 0 0(n n 1 0• n -' 0: G -• C 0 0 G = a m Cn fl 3 O C7 (T CD TT 0
n o =m c o n 3 m o 0 0 0 = 3 0 `m n n o (D Sn 3'0 0 0> >' o c n sS?3. 00 0 c> > y rt I 3 3 a y nrt n o o- o s0 sn 0 =omm 0 v' 0 m 0�3 n 0 n n osm c� o m
=c o m y n - ncD o-0 n (� = y 0 v< ,� (n 0 n0 =o rt -o -• (n W- 0< •c y M o• m 00 rtm, n CD y o< o on 0 0 (n 0 D o 3 _ 0 m
3 m y y O N n: n o S n m 7 (y S 3 0 N O I c n n O n m m 3 n O 0 S D o C d �: _
m 0 0 - o y 3 3 O n o m _n n n _ m o o c o f S m O (n 0 m c _0 (n 0 o c`�D > > 0 3 < (T o cn o m < _ _
O-<D n of m 0 nm 0 o y 0 f o 3 n m so _ rt 0.� n 3 in'� oo n_-0 o m m a o C C C o n m =rto 0 z� m 0 0 o m Wrt0 0 ��n > > m o o �n oG nN m 3 0 0_ 0 0 7
m y< U _ 0 y 3 y m ' O O T m cr 0 0 c n f c (n q 0 C7 o c m Cl C y S n cn CCDD m _ m m 0 m m n o 0 0
_ on C c o= o c �m o c 0 0 n ?oo y n ='r 0 m o n'0 0- n n m mmo - y _ -0 m �'� n o (n
3 0 O- 0 0 �. n n S n n n o o S - c 0 S n- n n n y 0 m 0 0 C 3'� n O� 0 r° n y o c< sSm rt� C �n0(0 m o _rt_c3 3 �m o 0� O D 3'n y CD mrt o0n c fl �� rt5' c•o
m 0 v o o m 3 0 3 y n _
0 g o fl 0 0 3 m o- 0 m -0 0 0 FD n Sn m o o(n CD o < m oC c m m o < D 0 m y 0 o y n n y 3 n< 0 0 (n 3 C< o Sy O O;< m \S < m rt rto 3 c m o ya
• m m y' = S S y - n o 0 0- < 0- y S y 0 < OT. 0 0 0 x- y = CC N' 0 O 0 c _O to m m 0 S m n
n 0- 0 0 S o rt n o o - o �X > > m m o o- m y o'CD (� m O rt� 0 0v 0 =cD 0 0 m'c o o-o m CD rtO 0 (T�mo 3 0 n 0 0 m 3 n 3'0 �m O 0 s o 0 n 0 sm cn o n _o o� m 3 3.
0' n Q O Q (,J (n - n n O m 0 0 y rt 0 n 0 S n 0- 0 S 0 n rt o 0 - O< rt y W C) - fl' S D 0 �) � `�
m e 0 m m r. S O m n O) m c O n C n O CD C n S n CO n C C O 0 O y S 0 O O S CD 7 m C S S m C O rt m O x -• S cn - s n S S �. S n i ] O C ]' D rt S
0 0 y y n G 3 rt 3 3 S 0 m O m n < O . E n -O -� m n n m S m () -
m n o y? sm (� n 0 `Sc n v f 0 m 3 n y m 0 x O 3 �) o m 0 O o _fl o g 0 0 om 0 o'a 0 (° CD 0' 0 n m _c �' one o o -n o O o S -? 0 m m n m o) o (n (n =.
n 0 c n n n v, �' o m 0 o n so o c 0 c f .CD y 0 rn n m m 3 -O.m� m 0 S mn CD O o c y _.s n y n 0
y S y o ma na 0 < m o o cD.O n N-0 m C m o? rt o< rn o-o ao 0 = n n m n m m �o o _rto y =3 30 n cyi ��_?� 0 a O_ c o so 0 0 n m 0 � 0 0 n 0 0 o 0 m 0 o 0 0 3'0
m o . 0 rt 0 v m < 0 �' n 0 0 -• < m S o O m n rt v_ n F o o m o n D c 0
C S S S O ° 0 S G -O -O < m o - n 0 y cn CD n cn o '-'• j m 0 'O `G 0 `G S m 0< � C C m Srt rt• -o Cn 0 m O y (n O C S CD y c n �. m=
_ y n o o n n O (� n _ c 0 S n M 3 N o? n o�.m o 0 0 0 O N. 3 c o 0 0 n 0 0 n 30 0< C 3 (� -N m r. n o m o' m
> > m 0 n 0 m m 3 c y f< o < n o 0 0 < o 0 o s 0 o rt 0 m m 0
n 0 1 m m S rt m 0 m 0 -O �, 0 0- < (n • S S m U C fn S D 0 ,+ 0 � -O 0 m n rt m n U y (D n o O -O n 0 O 0
tn' S 0 m (n m n n-O 0• x n n m S �< an o rt �' p 0 O 0 0 n\G m O y 'O N S n m n o n -�O O N C_ S nS O 3 m rt lD c y _. m m O N S 0 0 X D 3 (lD O n 0 C_ n
S o O o c 3 m _ 0 0 3•m 0< o- o sn 3 n o m m �" n s y c m Dcoi 0 D 0 m 0 g m nv oy O in o �c _ �= 0 0 0 3 __ rt n N CD m =. c 0.
0 o n D 3 �� m -0 0 F-0 0 n �' < (n rt f, c m 0 -0 m on o n n" X y =3 n 3 n 3 y m C n n mom n0 c 3 m =� 0 < u m 3 n o O o 0 0 m m� y ".
o n 3n o n s cD orts n`.n:S O-n 0-0 3o3c) m ca0 y w mn cD y� om= - = o' oo m - 0o O ccoo 0
m y o -p m CD c p �< y y C n n m 6 m m n (� �< S 'D S S n y n m �' (D 0 0
0' 0 m 3 s m m cD - O o 0 n ny CD N nn a = y 0 3 C n 0• nn rt m o a o rtn� O rn� �. 3•o s� o= o
o s 3 m y (7 0 m rt n S S D m o y 0 o m it rtc 7 m n. y o S �' O o (� y C_ < G� 0 y
n O n 0 O U C m v = O 3 3 O prt S n m n �' m 0 0 rt !n y O S 0 m 0 n to 3 S O m C-Cn .y+ n `L O j' N N n o n m n y _ _
nrt =� 3 rt 0 m n m m m m o n� y m o rt m m o rn o v n- _ (n = 3 c m Dm o c> 0 m� n y cD D n N.0 mn�.
m f o >> rto 0 .0 m n f- o rt ��' O O 7 rt 0- n o_ n n 0 n _ n 0� m m rt <� rt rt o 0- o
0 0 m y 0`< o o s 0 v a3 m o .v 3 < W so 0 0� 3 n oC-? o y ooy 0 m o-i m n .� m o 0-O 3 m 0 m m' CD mnm �. o o C o o' 0 0 �,�' 0 m -� y '�.
I o' 0 0 s n o _6. O N s o 0 c cD o rt m 0 m c m M o x y -0 m 0 y 0= rn o 3 0 y o n v o ry n m csD m c y n
m- m n O O O m O' 3 n y S n < c rtm _ O y O O m. 0 m n S 0 y O CD S y O y n 0 o D CJ n 0 0 CD n CD rt p' y n S
o 0 0 a m < n rt' o co = m y a o 0 0 o -. S O n rt o c o y m < C 0 < < < n o n 0 0 O 3 0-
0 on s\�'o 0 0 0 3 0 m 0 c _ m o n 0 m _ c o n -O n 0 S n n 0 -o rt - n n n m 0 o < m y m rt o c 3 n n n 3 O
O m = m o o x S 3 o m o n m f 0 0 �cD o c c 0 s� rt rt D o o. 0 m c<-D' o smo
o O c o O 0 f, 0 -• �' n y rn l< 3 S• m c c (n' 0 0 0 0' co 0'� 0 0 m o - O o- rt< 0 (0n �. 3' D� (n n �' -0 y m m o m '�� (D S m c rt o �' m 0 m D o n 0 -o o m C - _ - 0 3 0• < o rt 0 r: � O m 0 O n
O m * m cn - _� rt o 0 So nn 00 c m nn nm cD n S s o m v M m m y s 0 (Tn o� n< o c.=m n o n cD o =oa
nm o 0 ns= _ m s (o rtn f,0 3 m x 0 n x : 0 3 0 0 0 S < m O m 0 m o m n o m e - < n o m 3 0 0' m y n O
S o m 0 = Q' m m o c 0 CD S n N S O• �, (S 3 0' O (D mrt Q 0 0 0 O. y O p' - y -O_�. CD n o F 0 0 < < y' 0 c S y C O y S N O- 0 m 0 0 - 0 0 C c 0 n c) o S D S y N
g n rt O 0 3 0 (' o m 0 yc _. y o3 C0 �o y 0 0 S 0 0 0 0 0 S 0 nm o m c nnm
O' n rt m y O 0 3 y 0 7 0 S t0 y 0 0 0 `< c O S D n S m m 3 tin S- C tOn n N N N 3 N m m S C_ o V, (D o y �• D_ (n C C o _ -
CD' N n cn m �' = O c', n 3 y m n 0 O O m m n T. n CD O n 0 0 o n - 3
=(n -0 0 0 n _ o m m 3 S� o zE CD o m 0 W 0 c C' _,o m n m y n c =3 m nrt 0 0 o rt 0 0• 0 0 �o m
o n =m 3 nn m s m C 3 0 rt x m m< 0 0 rtn (n 0'�c n a cn m
C D O tC o M c S c (iJ „ o S CD -O C_ O < O m tT to C y C o rt y ..� C - 0 N 'O 3 rt 0 m m S S 0 S .y-F n V) rt g n O Cp S O m 0 10 S n- CT n o rt
O o S s 0 o Ssno rt cn C-3 n o 0 3 0 0 o y (� < m < O y S y S
n0 nm S rt rt'v o0 0 (� 0 m
m y 0 n o 0 Q 7 n OF m c 3 0 o rt 0' = o- 3 o n. 0 o< (n CAD 3 c CD 0 y y A m n n T - �. C- y o N - S n 0 �'
• 0 rt N= -O Cp 'Ni 3 y G m O Cl, c C CA m
v -o m sn <c w 0 c �m m o n 0- m 3 n n �0 n y -' < o y n c.< =rto (D o o _0 0 rt.0 c v'?rt n C- m 0 �' O n o iD o 3 c
>> n - o S m' o 0 0' o n 0 y m y O
n 0 m n n n- (D O' S0 n `< 6 0 0 m m y �n o m 0 <' y mo 0 0 _<0 3 0 a m 0 C c 3 cDv c y n v3'm n'o y S a m omm- y S m - <D
-O 0 c 0 m m F < S-0 S 3 y S D y n m 0 y n m `G - CD n m C 0 0 0 m 0 0 S m' -O S n D- o m- 0 C m m =- d
in a- -o n x y <' o -- 0 n m o 0 0o m �. m- o S 0 2 n o < m -o m 0 n 0 rt o- m
0 n 0 3 cD o X CD (7 -O N C- l' S S m m c• O n C tL]' �' (n `< 0 O m C - O C- m m C_ (> > _. 0 7 3 0 C -O = 0 Cp n 0 0 p O m C - cn 7 cCn Cn N 0
c m m � .� rt= -0 y o y o 3 o in D y S n 0 n m 0 n - rt-o y S `n 0 C: rt y 3 m (n 0' 0 0 m C n n m n 0 - m - 0 n o 3 �' 0' m-
Xa n 0 0 3 = m o 3(0 3 ov - ° 0 a cD �33� a _ afl o n go n 0 O- < y rvm o y m o �� oWn� n C �3 m 0 00 n o y n O- $o O y c n 0 m.
0 m O _T n (',' --O 0 -O m O C O D_ N - y !c-r -• S y m S y O f 0 O `G m < 0 0 D O n - �• - 0• 0 `z (D D m
N 0 C 7 n N- 0 00� o �• n 3 U '-r 0Q N m m CD O< O m O- fl o S to tn' c 0 c CD y m 0- N f n m (D n rto �' 0 �• y n n n 3 3 n 3 a S - C- y y
m 0 0 0 o m v 0' m m 0 0 0 c D =c �m m' c0
cn S g 0'3 m n 0 0 6 0 0� o c m ms < n o m =< coo � v 0 0 0 -y < rt
y n c rto m m -o c) m m m 0 0 rt n �, o m m m CD ,� -O 0 o o m 0 n_ (n 3
0 n 3 n� 0' o 3 = o rt n m 0 y n o CD D � n o V y o c n m o CD n o n = 2� 3 y g 0 s 0 m n 0 n o n n
y 3 m o m n =. - (A 0 cn 0 `< y ZT N 0 m (n 0 n (n - -O � �. n - Cn C C 0 n S o 0 C n n ort 0 ,0+ `�
(n S o rt O Q D_ C = y =. CS -0< rn rn o Q (n ._-. O. cn o 0 C m rt a CD C CD n rt (/) S n `< O m Srt O O D n m n
3 o o - 3 T� n C m m W .� pv - « 0 3' Da rto �_ _ mD rtf mrtc O m O m C (n n rto a
n m rtrt 'nn s0 ma y o m mo �.o rtC m oa m 0 3 n n C 0' o n (D cn co y n C'0 c n o
< y n- 0 O m . 0 o m o 0 m m S 0 s o 0 O n m (0 n D 0 n o i o n y 0 (n c=i, c7 n o c y 3' C) 0 m o 0 0 =3 y 0 o m cSp c y
y m 0 m y W D C m o `L O n m `L G -O m y S o l O < _
n 3 0< o n n o m m m m m o n 3 m o m m O n (n 0 -o m o 0 0 y n 0 n < n- 0 S rt 0
� m rt (0D O' n C n- n p Cn (n �� O S 3 S n O n � CD 0 cn N m q• N �- n� V, n o � 3 0 O m C c. n C m m n 0 -O m n a
s o N _vo n < 0' m 3 < m m n m y n 0 _ _
fl Q p 0 rt 0 0 �. :�G S C_ y- G _n �• O 0 (n \<. = o rtm 0 m �, ,m+ o y (n o 0 to n o 0 to (n O) Cn m D 0- - C n _ O n 3 m 7 3 O n s m ,n-r O
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ENGINEERING &DESIGN
304 15th STREET SE; PO BOX 2351
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SECTION 02500 - LEAKAGE TESTING
1.1 INTRODUCTION
All structures are required to be watertight and all pressure and gravity piping and pipelines shall be tested by the Contractor as directed by this section and/or the Engineer/Owner. All tests shall be
or anized b the Contractor at the En ineers convenience. All labor a ui ment water materials au es meters and an other items shall be furnished b the Contractor at his ex ense. In the case of a
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failed test, minor defects
will be corrected and retested immediately. Any failure due to a major defect will constitute stopping the test and rescheduling with Engineer/Owner.
1.2 STRUCTURES
All fluid containing structures shall be subject to a gravity pressure test by filling the structure with water to overflow, or as directed by the Engineer, and observing the water level for a period not less than
24 hours. Leakage will be considered to be within the allowable limits for structures when there is no visible sign of leakage evident by either moisture on exposed surfaces or water level drop in excess of 1
inch within the 24-hour period. All wall castings or penetrations shall be plugged temporarily during the test period. If leakage exceeds the allowable limit, the work shall be repaired by removing and replacing
the defective portions, waterproofing the inside and outside or by other
methods as approved by the Engineer.
1.3 PRESSURE PIPING
All pressure piping shall be subject to a hydrostatic pressure/leakage test in accordance with AWWA C605-13. Upon satisfactorily constructing the pipeline, including all appurtenances called for on the
associated lans and effective) backfillin the trench the h drostatic test shall be conducted. The Contractor shall re are a testin Ian schedule to be a roved b the En ineer which will effective) test
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the entire section to be constructed and at no time test more than 4000 If of i eline at one time. As the i eline is bein filled with water in re aration of the test all air shall be ex elled from the
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i e. If sufficient exit oints are not available the Contractor at his ex ense shall install air reliefs of a t e and location as a roved b the En ineer. The i eline shall be subjected to a h drostatic
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pressure of 150 psi or 50 psi above existing line static pressures, which ever is greater, for a period of 2 hours or as specified by the Engineer. Pressure shall be applied to the line by means of hand
pump for lines 2" and smaller or by approved mechanical means for larger lines
Allowable leakage shall not exceed that determined by the following formula:
L = SD Pl
148,000
L = Allowable leakage in gallons per hour.
S = Length of line under test in feet.
D = Nominal diameter of pipe in inches.
P = Average test pressure in psi.
Any visible leak shall be corrected to minimize water leakage no matter of the allowable leakage calculation. All pipe and appurtenances found to be defective during the hydrostatic test shall be removed
and/or corrected at the Contractors expense and Engineers approval. All materials shall be subject to manufacturer's recommendations for storage, pretesting, etc. After a successful test has been obtained
the Contractor shall notify the Engineer in writing and request written recognition from Engineer of acceptable test results.
SECTION 02611 GRADED AGGREGATE BASE COURSE
1. GENERAL
1.1. RELATED DOCUMENTS
Requirements of the General and Supplemental Conditions apply to all Work in this Section. Provide all labor, material, equipment, and services indicated on the Drawings, or specified herein or reasonably
necessary for and incidental to a complete job.
1.2. DESCRIPTION OF WORK
The work includes the placement of a graded aggregate base course upon a prepared subgrade and a prime coat, when directed, at locations shown on the Drawings.
1.3. RELATED WORK SPECIFIED ELSEWHERE
Excavation and Backfill Section 02220
1.4. QUALITY ASSURANCE
1.4.1. Referenced Standards: Unless otherwise indicated all referenced standards shall be the latest edition available at the time of biddin . An re uirements of these S ecifications shall in no wa
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invalidate the minimum requirements of the referenced standards.
NCDOT North Carolina Department of Transportation Standard Specifications for Highway Construction, Latest Edition
1.4.2. Qualifications Of Workmen: Assign at least one person who is thoroughly trained and experienced in the skills required, who is completely familiar with the design and application of the work
described for this Section, and who will be present at all times during progress of the work of this Section and direct all work performed under this Section.
1.4.3. For actual finishin of as haltic concrete surfaces and o eration of the re uired a ui ment use onl ersonnel thorou hl trained and ex erienced in the skills re uired.
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1.5. JOB CONDITIONS
1.5.1. DUST CONTROL: Use all means necessary to prevent the spread of dust during performance of the work of this Section. Thoroughly moisten all surfaces as required to prevent dust being a nuisance
to the ublic nei hbors and concurrent erformance of other work on the job site.
2.PRODUCTS 9 P 1
2.1. GRADED AGGREGATE BASE COURSE
2.2. Comply with the applicable material requirements of NCDOT Standard Specifications for Highway Construction.
2.3. PRIME COAT
2.4. Com I NCDOT Standard S ecifications for Hi hwa Construction Bituminous Materials for base rimin when s ecified on the Drawin s or directed b the En ineer.
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3. EXECUTION
3.1. INSTALLATION, GENERAL
3.1.1. Subgrade: Preparation of the subgrade is covered in the applicable provisions of Section 02220, EXCAVATION AND BACKFILL. Construct the subgrade to consist of compacted fill material specified in
the referenced section.
3.1.2 Loose Material: Remove all loose material from the com acted sub rade surface immediate) before lcin base course.
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3.1.3 Proof -Roll: Proof -roll prepared subgrade surface to check for unstable areas and the need for additional compaction. Notify the Engineer of unsatisfactory conditions. Do not begin base course
work until such conditions have been corrected and are ready to receive paving.
3.1.4 Thicknesses: Install thickness of base course as indicated on the Drawin s. In- lace com acted thicknesses will not be acce table if exceedin the followin allowable variation from thicknesses
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shown on the Drawings:
3.1.5 Base Course: 1/2-inch
3.1.6 Surface Smoothness: Test the finished surface of the base course for smoothness usin a 3.1m strai hted e a lied arallel with and at ri ht an les to centerline of aved area. Surfaces will
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not be acceptable if exceeding the following tolerance for smoothness:
3.1.7 Base Course Surface: 1/4-inch
3.1.8 Grade Control: Establish and maintain the required lines and grades, including crown and cross -slope, for each course during construction operations.
3.2 GRADED AGGREGATE BASE COURSE
3.2.1 General: This work shall consist of a graded aggregate base course composed of materials as described in NCDOT Standard Specifications for Highway Construction, placed on a prepared foundation,
mixed, shaped, compacted, and primed (when directed), all in accordance with these specifications. The base course shall conform to the lines, grades, dimensions and cross -sections shown on the Plans
or as directed by the Engineer.
3.2.2 Installation Requirements: Comply with the requirements of NCDOT Standard Specifications for Highway Construction.
3.2.3 Prime Coat: Com I with the re uirements of NCDOT Standard S ecifications for Hi hwa Construction.
PY q P 9 Y
(End of Section 02611)
SECTION 02612 BITUMINOUS PAVING
1. GENERAL
1.1. RELATED DOCUMENTS
1.2. Requirements of the General and Supplemental Conditions apply to all Work in this Section. Provide all labor, material, equipment, and services indicated on the Drawings, or specified herein or
reasonably necessary for and incidental to a complete job.
1.3. DESCRIPTION OF WORK
1.3.1. GENERAL:
1.3.1.a. The extent of bituminous paving is shown on the Drawings and includes (but is not necessarily limited to) bituminous paving of roads, driveways, and parking areas.
1.3.1.b. The work includes the placement of an graded aggregate base course upon a prepared subgrade, a bituminous tack coat and wearing surface of asphaltic concrete.
1.3.2. RELATED WORK SPECIFIED ELSEWHERE:
Excavation and Backfill Section 02220
1.4. QUALITY ASSURANCE
1.4.1. REFERENCED STANDARDS: Unless otherwise indicated, all referenced standards shall be the latest edition available at the time of bidding. Any requirements of these Specifications shall in no way
invalidate the minimum requirements of the referenced standards.
NCDOT North Carolina State Highway Department Standard Specifications for Highway Construction, Latest Edition
1.4.2. QUALIFICATIONS OF WORKMEN:
1.4.2.a. Assign at least one person who is thoroughly trained and experienced in the skills required, who is completely familiar with the design and application of the work described for this Section,
and who will be present at all times during progress of the work of this Section and direct all work performed under this Section.
1.4.2.b. For actual finishing of asphaltic concrete surfaces and operation of the required equipment, use only personnel thoroughly trained and experienced in the skills required.
1.5. JOB CONDITIONS
1.5.1. WEATHER LIMITATIONS: Apply bituminous tack coats only when the ambient temperature in the shade is above 50 degrees F. and when the temperature has not been below 35 degrees F. for 12
hours immediately prior to application. Construct bituminous surface course only when atmospheric temperature is above 40 degrees F., when the underlying base is dry, and when the weather is not rainy.
Base course may be placed when air temperature is not below 30 degrees F. and rising, unless otherwise directed by the Engineer.
1.5.2. DUST CONTROL: Use all means necessary to prevent the spread of dust during performance of the work of this Section. Thoroughly moisten all surfaces as required to prevent dust being a
nuisance to the public, neighbors, and concurrent performance of other work on the job site.
1.5.3. PROTECTION: Use all means necessary to protect pavement materials before, during, and after installation, and to protect the installed work and materials of all other trades.
1.5.4. REPLACEMENTS: In the event of damage, immediately make all repairs and replacements necessary, to the approval of the Engineer, and at no additional cost to the Owner.
1.6. PRODUCT DELIVERY
1.6.1. GENERAL: Transport asphalt cement mixtures from the mixing plant to the project site in trucks having tight, clean compartments. Provide covers over asphalt cement mixture when delivering to
protect the mixture from weather and to prevent loss of heat. During period of cool weather or for long-distance deliveries, provide insulation around entire truck bed surfaces.
2. PRODUCTS
2.1. GRADED AGGREGATE BASE COURSE: Comply with the applicable Subsections of NCDOT Specifications, GRADED AGGREGATE BASE COURSE (with prime).
2.2. HOT MIX ASPHALT SURFACE COURSE: Comply with the requirements of NCDOT Specifications, HOT MIX ASPHALT SURFACE COURSE.
2.2.1. COMPOSITION OF MIXTURE: Comply with the requirements of NCDOT Specifications, Composition of Mixture, Type 1. Furnish samples if requested by the Engineer.
2.3. PARKING LINE PAINT: Provide white lane marking paint with chlorinated rubber base, a factory -mixed, quick -drying, non -bleeding material complying with FS TT-P-115, Type III, unless otherwise
acceptable to the Engineer.
3. EXECUTION
3.1. INSPECTION
3.1.1. Examine the areas and conditions under which the bituminous avin will be installed and notif the En ineer in writin of conditions detrimental to the ro er and time) com letion of the work. Do
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not proceed with the work until unsatisfactory conditions have been corrected in an acceptable manner.
3.1.2. Verify that pavement may be installed in strict accordance with the original design, all pertinent codes and regulations, and all pertinent portions of the referenced standards.
3.2. INSTALLATION, GENERAL
3.2.1. SUBGRADE: Preparation of the subgrade is covered in the applicable provisions of Section 02220, EXCAVATION AND BACKFILL. Construct the subgrade to consist of compacted fill material specified in
the referenced section.
3.2.2. LOOSE MATERIAL: Remove all loose material from the compacted Subgrade surface immediately before placing bituminous materials.
3.2.3. PROOF -ROLL: Proof -roll prepared subgrade surface to check for unstable areas and the need for additional compaction. Notify the Engineer of unsatisfactory conditions. Do not begin paving work
until such conditions have been corrected and are ready to receive paving.
3.2.4. THICKNESSES: Install thicknesses of base courses and surface courses as indicated on the Drawings for varying traffic and loading conditions. In -place compacted thickness' will not be acceptable
if exceeding the following allowable variation from thickness' shown on the Drawings:
Base Course: 1/2", plus or minus
Surface Course: 1/4", plus or minus
3.3. SURFACE SMOOTHNESS:
3.3.1. Test the finished surface of each as halt concrete course for smoothness usin a 10' strai hted e a lied arallel with and at ri ht an les to centerline of aved area. Surfaces will not be
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acceptable if exceeding the following tolerances for smoothness:
Base Course Surface: 1/4"
Wearing Course Surface: 3/16"
3.3.2. Check surfaced areas at intervals as directed by the Engineer. Test crowned surfaces with a crown template, centered and at right angles to the crown. Surfaces will not be acceptable if the finished
crown surfaces vary more than 1/4" from the crown template.
3.3.3. GRADE CONTROL: Establish and maintain the required lines and grades, including crown and cross -slope, for each course during construction operations.
3.4. FRAME ADJUSTMENTS:
3.4.1. Set frames for manholes and other such units, within areas to be paved, to final grade as part of this work. Include existing frames or new frames furnished in other sections of these
Specifications.
3.4.2. Surround frames set to grade with a ring of compacted asphalt concrete base prior to paving. Place asphalt concrete mixture up to one inch below top of frame; slope to grade, and compact with
hand tamp.
3.4.3. Adjust frames as required for paving. Provide temporary closures over openings until completion of rolling operations. Remove closures at completion of the work. Set cover frames to grade, flush
with surface of adjacent pavement.
3.5. EQUIPMENT:
3.5.1. The method employed in performing the work and all equipment, plant, machinery and tools, used in handling the materials and performing any part of the work shall be subject to the approval of
the Engineer before work is started, and when found unsatisfactory shall be changed and improved as required. All equipment, tools, machinery and plants used must be maintained in a satisfactory
working condition.
3.5.2. Comply with the requirements of NCDOT Specifications.
3.6. CONSTRUCTION REQUIREMENTS:
3.6.1. Comply with the requirements of NCDOT Specifications.
3.7. GRADED AGGREGATE BASE COURSE
3.7.1. GENERAL: This work consists of a base course composed of course aggregate, together with fine aggregate or binder material with water which is mixed, compacted, and primed, all in accordance
with these Specifications and in conformity with the lines, grades, and typical cross section shown on the Drawings or as otherwise specified.
3.7.2. INSTALLATION REQUIREMENTS: Comply with the requirements of NCDOT Specifications.
3.7.3. PRIME COAT: Comply with the requirements of NCDOT Specifications.
3.8. HOT MIX ASPHALT SURFACE COURSE
3.8.1. INSTALLATION REQUIREMENTS:
3.8.1.a. Comply with the requirements of NCDOT Specifications, Equipment Requirements, and Construction Requirements.
3.8.1.b. Conform to the lines, grades, and cross sections indicated on the Drawings with thickness shown after full compaction.
3.8.2. TYING TO EXISTING BITUMINOUS PAVEMENT: Where new pavement ties to existing pavement, cut the existing pavement to a straight line and completely remove all materials on the new pavement side
of the cut and replace with new materials. Coat the cut line with a tack coat to furnish a bond between the existing surface course and the new surface course. Do not allow the new work to overlap
the existing work. Notify the proper authorities at least 10 days before beginning the work of tying to the existing work.
3.8.3. DELAY OF SURFACE COURSE INSTALLATION: Install the base course during construction of the project. Immediately prior to the completion of the project, bring the base course to the specified
thickness, true the edges, apply a tact coat, in accordance with the type of base course used, then apply the surface course.
3.8.4. DRAINAGE: Crown or slope all paved areas for complete water drainage under all weather conditions. If required by the Engineer, hose down the surface to demonstrate proper drainage at the
preliminary review when the project is completed and again at the end of the one year guarantee period. Remove and replace any area that shows puddling 30 minutes after hosing, at no additional cost
to the Owner.
3.8.5. REMEDIAL MEASURES: Upon direction of the engineer, cut out and/or rework all surfaces and subgrade areas which do not meet the requirements of this Section; perform all remedial measures at
no additional cost to the Owner.
3.8.6. PARKING LINE PAINTING: Paint parking lines 4 inches wide and of lengths indicated on the Drawings. Paint with mechanical equipment providing uniform straight edges, applied in 2 coats at the
manufacturer's recommended rates.
3.8.7. CLEAN UP: Upon completion of paving, remove all surplus materials, dunnage, cartons, and other debris resultant from work of this Section. Leave entire work in satisfactory, acceptable,
broom -clean condition.
(End of Section 02612)
SECTION 02722 - EXTERIOR SANITARY SEWERS AND APPUTENANCES
PART 1 -GENERAL
1.1 GENERAL DESCRIPTION: This section covers the furnishing of supervision, materials, labor, equipment and miscellaneous items necessary to construct sewers and
appurtenances as shown on the plans and as specified herein, complete, tested, and ready for service. All pipe and appurtenances shall be of the class and type as
indicated on the plans and designated hereon.
1.2 GENERAL INTENTION: The work covered by this section consists of all supervision, excavation, bedding, laying pipe, jointing and coupling pipe sections, and backfilling
necessary to install the various types of pipe required to complete the project.
PART 2 - MATERIALS
2.1 MATERIALS: All materials shall be first quality with smooth interior and exterior surfaces, free from cracks, blisters, honeycombs and other imperfections, and true to
theoretical shapes and forms throughout. All materials shall be subject to the inspection of the Engineer at the plant, trench, or other point of delivery, for the purpose
of culling and rejecting material that does not conform to the requirements of these specifications. Such material shall be marked by the Engineer and the Contractor
shall remove it from the project site upon notice being received of its rejection. As particular specifications are cited, the designation shall be construed to refer to the
latest revision under the same specification number, or to superseding specifications under a new number except provisions in revised specifications that are clearly
inapplicable.
2.1.1 Handling and storing materials: The Contractor shall unload pipe so as to avoid deformation or other injury thereto. Pipe shall not be rolled or dragged over gravel
or rock during handling. When any joint or section of pipe is damaged during transporting, unloading, handling, or storing, the undamaged portions of the joint or section
may be used where partial lengths are needed, or, if damaged sufficiently, the Engineer will reject the joint or section as being unfit for installation. If any defective pipe
is discovered after installation, it shall be removed and replaced with sound pipe or shall be repaired by the Contractor in an approved manner and at his own expense.
2.2 Pipe and Fittings:
2.2.2 Polyvinyl Chloride Pipe (PVC): Polyvinyl Chloride Pipe (PVC) pipe shall meet the requirements of ASTM D 3034, latest editions, and be suitable for use as a gravity
sewer conduit. The pipe shall be SDR 35 unless otherwise specified. The pipe shall be supplied in standard laying lengths of 20 feet and 12.5 feet.
2.2.2.1 PVC Pipe Joints: All PVC pipe joints shall be of an integral bell and spigot of the same material as the pipe with a solid cross-section rubber "O" ring securely
locked in place at the point of manufacture. Service saddles and other fittings shall be supplied by the pipe manufacturer and shall be of the same material and type of
construction as the pipe material.
2.2.3 Ductile Iron Pipe (DIP): Ductile Iron Pipe shall be manufactured in accordance with ANSI Specification A 21.51. All ductile iron pipe shall be Class 50 unless other
wise specified and shall be lined with cement mortar not less than 1/16"-inch thick conforming to ANSI Specification A 21.4.
2.2.3.1 DIP Joints: Slip or "push -on" joints shall be manufactured in accordance with ANSI Specification A 21.11. Bells of "slip" joint pipe shall be contoured to receive a
bulbsha ed circular rubber asket and lain ends shall have a sli ht to er to facilitate installation. The i e manufacturer shall furnish the lubricant used in makin u
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the joints. The jointin shall be done b uidin the lain end into the bell until contact is made with the asket and b exertin a sufficient com ressive force to drive
1 1 9 Y9 9 P 9 Y 9 P
the joint home until plain end makes full contact with the base of the bell.
2.2.4 Reinforced Concrete Pipe: Reinforced concrete pipe shall be furnished in sizes and classes shown and specified on the Contract Drawings and the Bid Schedule. All
pipes under this Section shall conform to the latest revisions of ASTM CC-76 - Reinforced Concrete Culvert, Storm and Sewer Pipe. The provisions of ASTM C-655 may
also be utilized. Reinforced concrete pipe shall be anufactured by centrifugal or vertical casting methods. For vertical casting methods, mechanical vibration shall be
provided to insure proper consolidation of concrete. Density of cured concrete shall be 150 lbs./ft. or greater.
2.2.4.1 Concrete Pipe Test: All shipments of pipe shall be tested at the Contractor's expense in accordance with ASTM C-76 Section 11 (2) except as modified.
Preliminary testing for extended deliveries shall include 3-edge bearing tests to the .01-inch crack on three (3) sections of each size pipe. Testing shall be by an
approved testing laboratory. Specimens up to 0.5 percent of the number of each size of pipe furnished shall be tested, except that in no case shall less than two
specimens be tested. The laboratory making the tests shall furnish the Engineer with three (3) certified copies of these tests. No pipe shall be laid before the Engineer
approves test reports.
2.2.4.2 Concrete pipe shall be manufactured in joint lengths of 8 feet or greater.
2.2.4.3 Results of absor tion tests erformed on the i e shall not exceed 6.5 ercent.
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2.2.4.4 The alkalinity of the concrete cover over the inner reinforcing steel on the inside pipe wall at the crown shall be no less than 0.50 (50 percent) expressed as
calcium carbonate a uivalent. The manufacturer shall determine the alkalinit of the concrete cover at intervals determined b the En ineer. Sam les for alkalinit
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determination shall be obtained b drillin one -inch diameter holes in the i e interior to the reinforcin steel. The round concrete from this drillin shall be the sam le
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material used for the alkalinity determination. Core holed in test pipe may be suitably repaired by a method approved by the Engineer and used on the project. The
laboratory making the test shall furnish the Engineer with three (3) certified copies of these tests. No pipe shall be laid before the Engineer approves these reports.
2.2.4.5 Bell and s i of reinforced concrete sewer i e shall be joined with an 0-rin rubber asket t e joint conformin to the a licable rovisions of ASTM C-361
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latest revisions. A roove shall be rovided in the s i of end to receive the rubber asket and it shall be so formed that when the joint is com lete the asket will be
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deformed to a near rectan ular sha a and confined on all four sides. All inside surfaces of the bell and outside closure of the joint and at an de ree or artial closure
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shall be parallel within one degree and have an angle of not more than two degrees with the longitudinal axis of the pipe. The gasket shall be the sole element utilized
in sealin the joint from either internal or external h drostatic ressure. Gaskets shall be the roduct of a manufacturer havin at least five ears ex erience in the
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manufacturer of rubber askets for i e joints. The askets shall have smooth surfaces free from blisters orosit and other im erfections. The joint shall be assembled
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in accordance with the standard directions of the gasket manufacturer.
2.2.4.6 The pipe manufacturer shall design walls to meet the following requirements.
2.2.4.6.1 Pipe wall sections shall meet the structural requirements for pipe classes stated in the Bid Schedule for each size pipe.
2.2.4.6.2 Concrete cover over the inner reinforcin ca a shall be a minimum of 1 inch reater than that re uired to meet structural ro erties. This ma be accom lished
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by moving the inner reinforcing cage towards the outside of the pipe, by adding concrete on the inside of the pipe, by adding concrete on the outside of the pipe, or
both. Inside pipe diameter shall not be decreased.
2.2.4.6.3 Reinforcing shall be sufficiently strong so that the pipe, without the additional interior cover, will meet the 3 edge bearing test requirements of ASTM C 76 for
the .01-inch crack.
2.2.5 Steel Sanita Sewer Pi e: Steel sanita sewer i e shall conform to ASTM A-53 Grade B or ASTM A-139 Grade B standards ecifications. Steel sewer i e shall
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have minimum yield strength of 35,000 psi and a minimum tensile strength of 60,000 psi with a wall thickness of .375 inches. External and internal surfaces shall have
rotective coatin s. Coatin shall consist of a coal -tar rimer followed b hot coal -tar enamel at least 1 16-inch thick or a roved a ual.
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2.2.6 Steel Casin Pi e: Steel casin shall conform to ASTM A-53 Grade B or ASTM A-139 Grade B Standards ecifications. Casin i e shall have a wall thickness as
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follows:
30" 0.312 inches wall thickness
26" 0.312 inches wall thickness
16" 0.250 inches wall thickness
External surfaces of steel casin i e to have a rotective coatin . This coatin shall consist of a coal -tar rimer followed b hot coal -tar enamel at least 1 16-inch
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thick, or approved equal.
2.3 Manholes: See Section 02601 Manholes, Drop Manholes and Conflict Manholes
PART 3 - EXECUTION
3.1 Preparation of pipe foundation: The pipe foundation shall be prepared to be uniformly firm and shape be true to the lines and grades as shown on the Contract
Drawings. Any deviation or field adjustment will require the approval of the Engineer. The Contractor shall be responsible for the finished work conforming to proper line
and grade.
3.1.1 Bedding: Whenever the nature of the ground will permit, the excavations at the bottom of the trench shall have the shape and dimensions of the outside lower third
of the circumference of the pipe, care being taken to secure a firm bearing support uniformly throughout the length of the pipe. A space shall be excavated under and
around each bell to sufficient depth to relieve it of any load and to allow ample space for filling and finishing the joint. The pipe, when thus bedded firmly, shall be on
the exact grade. In case the bed shape in the bottom of the trench is too low, the pipe shall be completely removed from position, and earth of suitable quality shall be
placed and thoroughly tamped to prepare a new foundation for the In no case shall the pipe be brought to grade by blocking up under the barrel or bell of the same,
but a new and uniform support must be provided for the full length of the pipe. Where rock or boulders are encountered in the bottom of the trench, the same shall be
removed to such depth that no part of the pipe, when laid to grade, will be closer to the rock or boulders than 6 inches. A suitable tamped and shaped foundation of
approved material shall be placed to bring the bottom of the trench to proper subgrade over rock or boulders. The preparation of the pipe bedding shall be in accordance
with the typical trench cross sections as shown on the Contract Drawings for the type of pipe being installed. Crushed stone use for pipe bedding shall be shovel sliced
so that the materiel fills and supports the haunch area and encases the pipe to the limits shown on the trench cross sections.
3.1.2 Bedding at creek crossing: Where it is necessary to cross a creek, the following requirements pertain.
1 a) One foot of cover where the sewer is located in rock.
2a Three feet of cover in other material unless ferrous i e is s ecified. More cover in major streams.
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3a) In paved stream channels, the top of the sewer line shall be placed below the bottom of the channel pavement. 3.1.3 Proper backfilling shall take place to prevent
erosion or siltation.
b) If crossing above water, Ductile Iron Pipe shall be used and the bottom of the pipe shall be above the 25-year flood elevation and special care taken to ensure
minimal erosion on the creek banks.
3.1.3 Poor foundation material: Where the foundation material is found to be of poor supporting value, the Engineer may make minor adjustment in the location of the
pipe to provide a more suitable foundation. Where this is not practical, the foundation shall be conditioned by removing the existing foundation material by undercutting to
the de th as directed b the En ineer and backfillin with foundation conditionin material consistin of crushed stone.
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3.1.4 Crushed stone for i e beddin : Crushed stone for i e beddin and for foundation conditionin is to be size 67 in ASTM desi nation D 488 "Standard Sizes of
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Coarse Aggregate for Highway Construction: (AASHTO M-43, size #67) The sieve analysis of #67 stone is as follows:
100% passing 1"
90% - 100% passing %"
20% - 55% passing 3/8"
0% - 10% passing #4
0% - 5% passing #8
3.2 Water in pipe trench: The Contractor shall remove all water which may encountered or which may accumulate in the trenches by pumping or bailing and no pipes
shall be laid until the water has been removed from the trench. Water so removed from the trench must be disposed of in such a manner as not to cause damage to
work completed or in progress.
3.3 Laying Pipe:
3.3.1 Manufacturer's recommendations: All piping is to be installed in strict accordance with the manufacturer's recommendations and the contract material specifications.
3.3.2 Proper tools and equipment: Proper tools, implements, and facilities satisfactory to the Engineer shall be provided and used for the safe and convenient prosection
of pipe laying. All pipe and other materials used in the laying of pipe will be lowered into the trench piece be piece by means of a suitable equipment in such a manner
to prevent damage to the pipe, materials, to the protective coating on the pipe, materials, and to proved a safe working condition to all personnel in the trench. Each
piece of pipe being lowered into the trench shall be clean, sound and free from defects. It shall be laid on the prepared foundation, as specified elsewhere to produce a
straight line on a uniform grade, each pipe being laid so as to form a smooth and straight inside flow line. Pipe shall be removed at any time if broken, damaged or
displaced in the process of laying same, or of backfilling the trench.
3.3.3 Cutting pipe: When cutting short lengths of pipe, a pipe cutter as approved by the Engineer will be used and care will be taken to make the cut at right angles to
the center line of the pipe or on the exact skew as shown on the plans. In the case of push -on pipe, the cut ends shall be tapered with a portable grinder or coarse
file to match the manufactured taper.
3.3.4 Location of roove or bell: All i e shall be laid with the roove or bell end u rade, and the s i of or ton ue full inserted. All i e joints will be constructed in
9 PP 9 P9 P9 9 Y PP 1
strict accordance with the pipe manufactures specifications and materials and any deviation must have prior approval of the Engineer.
3.3.5 Pipe deflection: All pipe installations shall be tested for deflection. No pipe shall exceed deflection of 5 percent. The maximum deflection per joint of flexible joint
pipe shall be that deflection recommended by the manufacturer. A stopper or plug shall be installed in the pipe mouth when pipe laying is not in progress.
3.4 Minimum Separation
3.4.1 The followin minimum se arations must be maintained.
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a) any private or public water supply source, including and WS-1 waters or class I or class II impounded reservoirs used as a source of drinking water. 100 ft.
b) waters classified WS-II, WS-III, B, SA, ORW, HQW, or SB 50 ft.
c) any other stream, lake or impoundment 10 ft.
d) any building foundation 5 ft.
e) any basement 10 ft.
f) top slope of embankment or cuts of 2 feet or more vertical height 10 ft.
g) interceptor drains 5 ft.
h) groundwater lowering and surface drainage ditches 10 ft.
i) any swimming pool 10 ft.
j) storm sewers (vert.) 12 in. (horz.) 12 ft.
k) water mains (vert.) 18 in. (horz.) 10 ft.
1) benched trenches (horz.) 18 in.
3.4.2 Where the re uired minimum se arations cannot be maintained ferrous sanita sewer i e with joints a uivalent to water main standards must be used. However the minimum
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separations shall not be less than 25 feet from a private well or 50 feet from a public water supply source.
3.5. N/A
3.6.1 Sanitary sewer lines shall be deep enough to serve all adjoining property and allow for sufficient slope in lateral lines. All sanitary sewer mains shall have the following minimum covers:
a) 4 ft. from top of pipe to finish subgrade when under a roadway.
b) 3 ft. from top of pipe to finished subgrade when outside a roadway. w
3.6.2 The above requirements may be waved by authority of Director, in which case ductile iron pipe shall be used. -
3.6.3 Sewer mains deeper than 12 feet require stone bedding.
3.6.4 Transitions between pipe materials shall occur at manholes. Lii
3.6.5 Where sanitary sewer lines and water lines must cross, ductile iron pipe shall be used and pipes shall cross at near 90 degree angles with 18" minimum separation, as stated in the
separation table.
3.6.6 Sewer mains shall be installed in dedicated public right of ways or in dedicated utility easements.
3.6.7 Sewer line easements shall be graded smooth, free from rocks, boulders, roots, stumps, and all other obstructions and seeded and mulched upon completion of construction. 0
3.6.8 Downstream manholes on sanitary sewer lines under construction shall be plugged and secured to prevent any seepage of water into or out of the line while under construction. z
3.7.1 Initial backfill: The initial backfill for pipe shall be carefully placed to a level of 12 inches over the top of the pipe. This backfill shall be excavated soil free from debris, organic material
and large rock and stones. Initial backfill shall be shovel sliced so that the material fills and supports the haunch area and encases the pipe to the limits shown on the trench cross sections
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on the Contract Drawings.
3.7.2 Final backfill: Final backfill for pipelines shall be defined as that portion of the trench from an imaginary line drawn 12 inches above the top of the pipe to the original ground surface. Q
Final backfill will be done with suitable excavated material and tamped in 12 inch lifts. Debris, material not given to adequate compaction, and stone over one cubic foot will not be allowed
within the trench limits. If material excavated is not suitable for backfilling, the
Contractor shall, at no increased cost to the Owner, remove and dispose of such unsatisfactory material and shall backfill the trench with suitable material obtained elsewhere. O
3.7.3 Steep Slope Protection: Sewers on 20 percent slopes or greater shall be anchored securely with concrete, or equal, with the anchors spaced as follows: Ll-
a) Not greater than 36 feet center to center on grades 21% to 35%
b) Not greater than 24 feet center to center on grades 35% to 50%
c) Not greater than 16 feet center to center on grades 50% and over
3.7.4 Compaction:
3.8.1 Within traffic areas: When pipelines installed within the ditch to ditch limits of any roadway, driveway or parking area etc., backfill shall be compacted to a minimum dry density of 95
percent of the maximum dry density in pounds per cubic foot as determined by the Standard Proctor Compaction Test. Backfill material shall be placed in 6 inch layers and thoroughly tamped
or rolled to the required degree of compaction by sheepsfoot or pneumatic rollers, mechanical tampers, vibrators, etc. Successive layers shall not be placed until the layer under construction
has been thoroughly compacted.
3.8.2 Outside Traffic Areas: In areas outside the ditch to ditch limits of a roadway, driveway, parking areas, etc., backfill shall be compacted to a minimum dry density of 90% of the maximum
dry density in pounds per cubic foot as determined by the Standard Proctor Compaction Test. Any settlement shall be immediately corrected.
3.8.3 Equipment Traffic: Heavy equipment shall not be operated over any pipe until it has been properly backfilled and has a minimum cover of 24 inches. Where any part of the required
cover is above the ro osed finish rade, the Contractor shall lace, maintain, and final) remove such material at no cost to the Owner. Pie which becomes misali ned, shows excessive
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settlement, or has been otherwise damaged by the Contractor's operations shall be
removed and replaced by the Contractor at no cost to the Owner.
3.8.4 Pipe maintenance: The Contractor shall maintain all pipes installed in a condition that they will function continuously from the time the pipe is installed until the project is accepted.
3.8 Manhole installation:
3.9.1 Precast concrete manhole: A precast concrete manhole shall be installed at each break in line or grade in each sanitary sewer as shown in detail on the Contract Drawings. Manhole
sections shall be set plumb and on a firm foundations. Each joint between sections and all wall openings shall be sealed with 2:1 sand -cement mortar mix and made watertight. An eccentric
cone section and standard frame and cover is to be installed on each new manhole.
Final adjustment to grade of all manholes shall be done with brick and mortar and each frame and cover shall be grouted firmly into place.
3.9.2 Manholes shall be s aced at a maximum distance of 400 feet a art for lines 12 inches in diameter or smaller and at a maximum of 500 feet a art for lines renter than 12 inches in
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diameter.
3.9.3 Manholes for sewers under 21 inches in diameter shall be a minimum of 4 feet in diameter. Manholes for sewer 21 inches in diameter or reater shall be 5 feet in diameter. All
9
manholes requiring inside drops shall be a minimum of 5 feet in diameter. When two or more inside drops occur at one manhole, a minimum of 6 feet in diameter manhole shall be used. All
manholes shall have a minimum access of 22 inches in diameter.
3.9.4 Manholes inverts: Manhole inverts shall be constructed of concrete or concrete and brick of semicircular section conforming to the inside diameter of the outlet sewer. Changes in size of
pipe or grade shall be made gradually and changes in direction constructed by using true Each manhole shall be provided with such channels for all connecting sewer pipes. Drop manholes
shall be provided where invert separations exceed 2.5 feet.
3.9.5 Manholes located within the 100 ear flood lain or in areas of hi h round water shall abide b the followin when a licable:
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3.9.5.1 Watertightness:
3.9.5.2 Manholes shall be pre -cast concrete or poured -in -place concrete. Manhole life holes and grade adjustment rings shall be sealed with non -shrinking mortar or other material approved
by the Division.
3.9.5.3 Inlet and outlet pipes shall be joined to the manhood with a gasketed flexible watertight connection or any watertight connection arrangement that allows differential settlement of the
pipe and manhole wall to take place.
3.9.5.4 Watertight manhole covers are to be used wherever the manhole tops may be flooded by street runoff or high water. Locked manhole covers may be desirable in isolated easement
locations or where vandalism may be a problem.
3.9.5.5 Manholes shall be designed for protection from the 100-year flood by either:
a Manhole rims shall be 12 inches 1 foot above the 100- ear flood elevation or
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b) Manholes shall be watertight and vented 12 inches (1 foot) above the 100-year flood elevation. Manholes shall be vented every 1,000 feet or every other manhole, whichever is greater.
3.9.6 Corrosion Protection for Manholes:
3.9.6.1 Where corrosive conditions due to se ticit or other causes are antici ated consideration shall be iven to rovidin corrosion retection on the interior of the manholes.
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3.9.6.2 Where hi h flow velocities are antici ated the manholes shall be rotected a ainst dis lacement b erosion and im act. Hi h velocit is defined as 15 f s or reater.
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3.10 TESTING: All pipe installations shall be tested as specified herein. Tests shall be performed by Contractor at his expense in the presence of the Engineer or his representative. Testing shall
not be erformed until such time that all work which ma affect the results of the testin has been com leted. Where a test section fails to meet test re uirements Contractor shall make
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corrections as specified herein and retest the section. The correct/retest procedure shall continue until such time as test requirements are met.
3.10.1 Air Test: All gravity sewer pipe.
3.10.1.1 Air test shall be conducted in strict accordance with the testing equipment manufacturer's instructions, including all recommended safety precautions. No one will be allowed in the
manholes during testing. Equipment used for air testing shall be equipment specifically designed for this type of test, and is subject to approval of the Inspector.
3.10.1.2 The test shall be performed only on clean sewer mains after services are installed and the pipe is completely backfilled. Clean sewer mains by propelling snug fitting inflated rubber
ball through the pipe with water. After completely cleaned, plug all pipe outlets with suitable test Brace each plug securely.
3.10.1.3 For pipe within test sections above the ground water table, add air slowly to the portion of the pipe installation under test unti Ithe internal air pressure is raised to the starting
pressure of 4 psig. After the starting pressure is obtained, allow at least two minutes for air temperature to stabilize, adding only the amount of air required to maintain pressure. When
pressure decreases to 3.5 psig. Start stopwatch. Determine the time that is required for the internal air pressure to reach 2.5 psig.
3.10.1.4 For pipe with test sections below the ground water table, determine the starting pressure for the test section, in psig, as follows:
1. Determine the maximum depth of pipe within the test section in feet.
2. Multiply this depth by 0.67 feet and add 9.3 feet.
3. Multiply the result in part 2 by 0.43 and round to the nearest 0.5 psig. After this starting pressure is obtained, continue the test in accordance with the procedure in the paragraph
above.
3.10.2 Requirement: The test section shall be acceptable if the elapsed time for pressure drop of 1.0 psig is greater than the sum of the times shown below for all pipe sizes within the test
section.
PIPE DIAMETER (INCHES)
PIPE LENGTH
4
6
8
10
12
15
18
21
24
25
0:04
0:10
0:18
0:28
0:40
1:02
1:29
2:01
2:38
50
0:09
0:20
0:35
0:55
1:19
2:04
2:58
4:03
5:17
75
0:13
0:30
0:53
1:23
1:59
3:06
4:27
6:04
7:55
100
0:18
0:40
1:10
1:50
2:38
4:08
5:56
8:05
10:34
125
0:22
0:50
1:28
2:18
3:18
5:09
7:26
9"55
11 "20
150
0:26
0:59
1:46
2:45
3:58
6:11
8:30
"
"
175
0:31
1:09
2:03
3:13
4:37
7:05
"
"
200
0:35
1:19
2:21
3:40
5:17
"
12:06
225
0:40
1:29
2:38
4:08
5:40
"
10:25
13:36
250
0:44
1:39
2:56
4:35
"
"
8:31
11:35
15:07
275
0:48
1:49
3:14
4:43
"
"
9:21
12:44
16:38
300
0:53
1:59
3:31
"
10:12
13:53
18:09
350
1:02
2:19
3:47
"
8:16
11:54
16:12
21:10
400
1:10
2:38
6:03
9:27
13:36
18:31
24:12
450
1:19
2:50
6:48
10:38
15:19
20;50
27:13
500
1:28
"
5:14
7:34
11:49
17:01
23:09
30:14
3.10.3 Corrective Measures: If elapsed time is less than the specified amount, Contractor shall locate and repair leaks and repeat the test until elapsed time exceeds the specified amount.
3.11 Infiltration/Ex-filtration Test (Use All manholes):
3.11.1 The use of this method for sewer pipe, in lieu of air tests may be used as an alternate test method.
3.11.2 Procedure:
1. Infiltration: Immediately following a period of heavy rain a test of work constructed up until the time shall be made. Three measurements shall be made at one (1) hour intervals to
compute the amount of the infiltration. Test for manholes only shall be conducted on individual manholes. Tests for pipe and manholes shall be performed on test sections not exceeding 600
linear feet of collector sewer and shall include both pipe and manholes. The Engineer reserves the right to use his judgment as to whether the ground is sufficiently saturated and/or whether
the fall of rain is adequate to permit making infiltration tests. In the event that sufficient rain does not occur before the date of completion, the Contractor shall be required to conduct the
tests at any time during a 30-day period following this date. Should the Engineer determine that certain pipe of manholes couldn't be tested by infiltration methods, the Engineer may direct
the filling of lines and the measurement of ex -filtration. The allowable rate of ex -filtration shall be the same as for infiltration.
2. Ex -filtration: Determine test sections as outlined for infiltrations tests. Install a temporary water plug at the inlet and outlet of the test section. Fill test section with clean water up to the
bottom of the lowest manhole frame within the test section. Allow time for saturation of pipe and manholes refilling test section as required. Beginning with a full test section, allow at least
ei ht 8 hours to ela se without addin water. Measure the water level at the be innin and end of the ela sed time above. Com ute the volume of water lost in allons er hour.
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3.11.3 Test Requirements: The rate of water loss/gain shall be less than the rate, in gallons per hour, calculated for the test section using the following allowances:
1. Sewer main and manholes with or without service laterals; 100 gallons per 24 hours per inch of sewer main diameter per mile of sewer main (gpd/in-mil).
2. Manholes only; 1 gallon per 24 hours per vertical foot of manhole.
3.11.4 Corrective Measures: If actual leakage rate is greater than required leakage rate, Contractor shall locate and repair leaks and repeat the test until actual leakage is less than the
required rate.
SECTION 03300 CAST -IN -PLACE CONCRETE
1. GENERAL
1.1 SECTION INCLUDES
A. Cast -in -place concrete
1.2 REFERENCES
A. The publications listed below form a part of this specification to the extent referenced. The publications are referenced to in the text by basic designation only.
1. AMERICAN CONCRETE INSTITUTE (ACI)
a. ACI 304R Guide for Measuring, Mixing, Transporting, and Placing Concrete
b. ACI 318/318R Building Code Requirements for Reinforced Concrete
2. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
a. ASTM A 615 Deformed and Plain Billet -Steel Bars for Concrete Reinforcement
b. ASTM C 94 Ready -Mixed Concrete
1.3 SUBMITTALS
A. SD-05, Design Data
1. Concrete mix designs.
1.4 QUALITY ASSURANCE
A. Perform Work in accordance with ACI 301.
PART 2 PRODUCCTS
2.1 CONCRETE
A. Concrete: ASTM C 94: 4500 psi at 28 days using Type I or Type II cement; air -entrained to produce 5- to 7-percent air content, 4-inch maximum slump.
1. Aggregate for concrete: ACI 318.
2. Bar reinforcement: ASTM A 615, Grade 60, deformed.
PART 3 EXECUTION
3.1 PLACEMENT
A. The Engineer shall be contacted prior to placing all concrete to allow time for inspection. Place concrete in accordance with ACI 304R. Protect concrete from premature drying and excessively hot
and cold temperatures. Maintain minimal moisture loss at a relatively constant temperature for the time necessary for hydration of the cement and proper hardening of the concrete. Cure for a
minimum period of 7 days.
3.2 FORMWORK
A. Provide formed surfaces with plywood finish. Use commercially manufactured metal ties and other form accessories. Leave no metal within 1 inch of surface in exposed work. Patch tie holes and
repairable defective areas immediately after form removal. Remove honeycombed and defective concrete down to sound concrete. Use patching mortar consisting of one part cement to 2-1/2 parts
sand with no more mixing water than necessary for handling and placing.
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JOB NUMBER:
18023
DATE:
09/24/18
DRAWN BY:
WSC
CHECKED BY:
WSC
REVISIONS
NO.
DESCRIPTION
DATE
SPC103
SHEET
- OF
-