WQ0012667_Application_19960823 (2)

August 23, 1996
DIVISION OF WATER QUALITY
GROUNDWATER SECTION
August 23, 1996
MEMORANDUM
To:
Carolyn McCaskill
Through:
Bob Cheek
From:
David Goodrich
Subject:
Harold M. Reed/Reed Center
Spray Irrigation Facility - Reuse Rules Apply
Henderson County
WQ0012667/GW96136
(Michael Allen: DEM SERG Review Engineer)
The Groundwater Section is in receipt of the subject permit application for the
proposed 15,000 GPD wastewater treatment system which will serve to treat the
wastewater generated by a 42-unit hotel, a 128-seat restaurant, and other operations
(see Figures 1 and 2) . The subject permit application is being submitted under the
new reuse rules. The initial amount of wastewater treated will be less than 15, 000
gallons per day, as this amount is a design figure which considers future growth.
The wastewater will be treated and discharged into a 75, 000 capacity, 5-day holding
pond (lined with a 40-ml liner) , then transferred to a 405,000 gallon capacity
irrigation holding pond (unlined) before being land -applied to approximately 2.88
acres on an application spray field.
The total area available for spray application of the wastewater is 7.56 acres (see
Figure 2), which is divided into sections. One section is a thin application area
(where the soil conditions have been determined to only be suitable for light
application of wastewater) , and a thick application area (where the soil conditions
have been determined to be suitable for heavier application of wastewater) . The thin
application area consists of 2.24 useable acres (at a recommended rate of 0.6 to 0.7
gallons per square foot per week) , while the thick application area consists of 5.32
useable acres (at a recommended rate of 0.9 to 1.0 gallons per square foot per
week) . The total area available and the recommended rates suggest that there is
approximately three times as much area as is needed to operate the system.
The 5-day holding pond is to be lined with a 40-ml liner, but apparently no liner
is proposed for the irrigation holding pond.
The configuration of the spray fields and the relative locations of nearby
residential wells would normally require the installation and monitoring of

groundwater wells at approved locations along the southern edge of the site
property, however, monitor wells will not be required due to the very low application
rate.
The Groundwater Section has reviewed the subject permit application and
recommends issuance of the permit with the following conditions;...
1. The interior surfaces of the 5-day effluent pond shall be completely lined with a
40-mil thick liner. Following installation and inspection of the pond liner, and
prior to waste disposal operations, certification of the liner's compliance with
approved construction specifications and the liner's integrity must be provided to
the Division of Environmental Management, Groundwater Section, by the project
engineer.
2. The COMPLIANCE BOUNDARY for the disposal system is specified by regulations
in 15A NCAC 2L, Groundwater Classifications and Standards. The Compliance
Boundary for a disposal system constructed after December 31, 1983 is established
at either (1) 250 feet from the waste disposal area, or (2) 50 feet within the
property boundary, whichever is closest to the waste disposal area. The
Compliance Boundary for a system such as this one is at the property boundary.
An exceedance of Groundwater Quality Standards at or beyond the Compliance
Boundary is subject to immediate remediation action in addition to the penalty
provisions applicable under General Statute 143-215.6A(a) (1) .
In accordance with 15A NCAC 2L, a REVIEW BOUNDARY is established around the
disposal systems midway between the Compliance Boundary and the perimeter of
the waste disposal area. Any exceedance of standards at the Review Boundary
shall require remediation action on the part of the permittee .
3. No land application of waste activities shall be undertaken when the seasonal high
water table is less than three feet below land surface.
4. Any groundwater quality monitoring, as deemed necessary by the Division, shall
be provided.
5. The annual administering and compliance fee must be paid by the Permittee within
thirty (30) days after being billed by the Division. Failure to pay the fee
accordingly may cause the Division to initiate action to revoke this permit as
specified by 15 NCAC 2H.0205(c) (4) .
2

If there are any questions please let me know.
cc: Don Link
Permit Files
--Haroldmr--

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FIGURE 1
HAROLD M. REED/REED CENTER
SCALE SPRAY IRRIGATION FACILITY
HENDERSON COUNTY
WQ0012667/GW96136
40 oaf t
0 III= ;LOGO 3000
SITE LOCATION MAP

DIVISION OF WATER QUALITY
GROUNDWATER SECTION
J�,/V )(-) /I5-4
M E M O R A N D U M
J
TO:
4s4,11NO Regional Office
FROM: A,, -
SUBJECT: Application for Permit Renewal
jUL 2 21996 +,
Permit Amendment ' A I1�1
:i -_
thew Per-mit=:--� � �t�`�ou, dv+aterSsc�+cn n
/ pshevdle Rpninnal office
Facility Name: ��.�zvl� k� k4_e� �Qe-r 06---'1
County:
Type of Project: ��On,oy �n /L�Sc�+'�o-►�
APPLICABLE PERMIT NO. s : rWQ' 0012- C67 C GW ; 26/39
DEH A to C
UIC EPA CUA
The Groundwater Section has received a copy of the referenced permit
application, a copy of which should have been sent to your Regional
Water Quality Supervisor - IF A COPY HAS NOT BEEN RECEIVED IN THE
REGIONAL OFFICE, PLEASE LET ME KNOW.
The Groundwater Section has received a copy of the referenc_ed_permit
application. A-copy=of the�appli.cation documents- we=received is
-attached
The Groundwater Section has received a subsurface disposal project
from the Div. Env. Health's On -Site Wastewater Section. A copy of
the application has been forwarded to DEH's Regional Soil
Specialist, Please coordinate your review with
that Soil Specialist.
—Please-,review the application materials for completeness. If you feel
,,;,`"additional information is necessary, please let me know no later than
J✓ly 31,tIg �.' ' A copy of any formal request for additional information
will be'forwarded.to you.
If you do not need any additional information -=to complete your review,
please provide your final comments by �; wa /�Q( . �If you request and/or
receive additional information, your fine-_,._commnts a ere due no later than
14 days after you receive the additional information.
\TRANS.SHL

William G. Lapsley & Associates, P.A.
Consulting Engineers and Land Planners
1635 Asheville Highway
Post Office Box 546
Hendersonville, North Carolina 28793
704-697-7334 • FAX [phone]
August 8, 1996ro ®R n �1R�
_��
Mr. Michael D. Allen
Environmental Engineer AUG 1 3 096
State Engineering Review Group
N.C. Division of Water Quality
Groun-1
P.O. Box. 29535
Raleigh, North Carolina 27626-0535�
Ref: Request for Additional Information
Application No. WQ0012669
Dr. Harold M. Reed Property.
Proposed 42 Unit Hotel, Horse Shoe, N.C.
Spray Irrigation System
Henderson County, N.C.
Dear Mr. Allen:
William G. Lapsley, P.E.
Gary Tweed, P.E.
John B. Jeter, P.E.
Philip Ward, L.S.A.
�1%
rAa�R- lY
Our office is in receipt 'of your August 6, 1996 letter
requesting additional informat-ion for the above referenced project.
The following additional information,is provided:
1- Information requested by the Groundwater Section
On August 7, 1996 I discussed with you the issues concerning
the use of Mountain Geology, Inc. professional geologist Mr.
Michael H. Owens for the soils evaluation. Our firm has been
working during the past year very closely with Mr. Ray Cox with
your office on the development of this project and a permit
modification for the spray irrigation system at Champion Hills
development. We were aware that the regulations state that the
soils evaluation is to conducted by a'"Soils Scientist". Mr. Owens
had conducted the original soils evaluation at Champion Hills and
it was requested to Mr. Cox that he be allowed to conduct the soils
evaluation for the permit modification at Champion Hills and the
work being planned at Dr. Reed's property.- Mr. Cox reviewed this
issue and since Mr. Owens had previous experience in this area,
verbally granted permission for the use of. Mr. Owens. Our firm
requested written confirmation of this approval, but this was never
provided.
Based on the authorization from your office, our firm
proceeded with contracting with Mr. Owens for the soils evaluation
for both Champion Hills and Dr. Reed's project. if we had any
inclination that this would not be acceptable, then an alternative
would have been pursued. At no time did your office.indicate that
an independent approval would be needed from the Ground Water Mr.
Printed of Recycled Paper

Michael Allen
August 8, 1996
Page Two
Section to use Mountain Geology. Mr. Owens has many years
experience in, the field of wastewater treatment facilities
utilizing land application and disposal. He works very closely
with many of the County .Health Departments in this region in the
approvals of septic system drainfields. Mr. Owens followed
standard practices in reviewing the soils at both of these projects
and we are fully satisfied that.his work has adequately.evaluated
these projects. It is apparent that the Ground Water Section was
unaware of the prior approval of Mr. Owens for work on these
projects. Mr. Owens also has expertise in the area of Ground Water
Geology and has, worked with the Ground Water staff on several
projects. It is our understanding that the regulations allow
alternatives to use of a "Soils Scientist" and it Ls requested that
the prior approval granted by Mr. Cox be honored. In our
conversation, you stated,that you did not see a problem with using
Mr. Owens for this project and we request that utilization .of
Mountain Geology, Inc. for the -soils evaluation report be allowed.
2- Information requested by the Permits and Engineering Unit.
With respect to the influent lift station, we have reviewed
the pump station design with respect to the cleaning velocity on a
three inch force. main. The'30 GPM'pump rate does have a cleaning
velocity slightly below the 2 ft/sec; therefore, the pump rate will
be increased to 50 GPM which has a cleaning velocity at 2.06
ft/sec. This can be accomplished with the same pump specified by
using a different diameter impeller.. The engineering report which
contained.the pump calculations has been revised along with sheet
7 of 7 of the plans which details .the influent lift station pump
specifications. In addition the pump rate, velocity, and head loss
chart of SDR 21 PVC has been -.included..
We hope this information is sufficient for the approval of
this project. Should you wish to discuss this project, please
contact our office at 704-697-7334.
Sincerel your ,
Gar Tweed, P . E..
r.
cc Paul White 11
Kay Dechant
David Goodrich
Mike Owens

DIIVI SHON OF ENVIRONMENTAL MANAGEMENT
Groundwater Section
MEMORANDUM
Date:
To:
Review Engineer
Permits & Engineering Unit
From:
Groundwater Section
Subject: z-.:- r J' , , � <r!' 1' S'� e &/
Request for Additional Information
�� PUG - 81996 �i
County
The Groundwater Section has conducted a preliminary review of the subject application
and request that the following items, as indicated in the list of additional information items
dated July 15, 1990 to be included in the request for additional information to the applicant:
Item 1
Item 7
Item
13
Item
18
Item 2
Item 8
Item
14
Item
19
Item 3
Item 9
Item
15
Item
20
\0
/% Item 4
Item 10
Item
16
Item
21
Item 5
Item 11
Item
17
Item
23
Item 6
Item 12
Other Items (See attachment)
For Item 22 fill in blanks: ,
For Items 15 and 21 list parameters:
b
� f
If you have any questions, please advise.
NOTE: See Reverse For Additional Information Items
cc: 'G!,4,f�
White Copy - Water Quality Section
Regional Groundwater Supervisor
Yellow Copy - Groundwater Section Pink Copy - Regional once

List of Additional Information Items
Groundwater Section
July Is, 19W
item 1. A general location map, showing orientation of the facility with reference to at least two (2) geographic relerenas (numbered roads, named snearm/rivecs.etc.).
Item 2 A site -specific crap, with topographic contours (contour interval should not exceed 10 feet or 25 percent of total site relle( whichever is less), showing all f=lciltty - related structures within the
property boundary and the location of all wells, springs, lakes, ponds, or other surface drainage features within 500 feet of the waste treatment/disposal sit*). Wells should be labeled as to
their primary usage (drinking water, process water, monitoring, etc)
hale 3. A soil evaluation of the application site by a soils scientist, to verify the accuracy of the SCS soils map regarding the presence or absence of a seasonally high water table or bldrock within
thee vortical feet of the deepest point of sludge application, and to determine the cation exchange capacity of the soils.
Item I A soil evaluation of the disposal site by a soils scientist down to a depth of seven ket or the 'C horizon, whichever is less, to develop a soli map through field evaluation of soil texture, color,
the depth, thickness and type of restrictive honzon(s), the presence or absence of a seasonal high water table. or bedrock within three vertical feet of the deepest point of sludge application,
and cation exchange capacity.
Item S. A roll evaluation of the disposal site conductedby a soils scientist to adequately evaluate the soils to be utilized for treatment and disposal down to a depth of seven feet to Include field
descriptions of texture, color, struct reAtructum the depth, thickness and type of resrtrletivc horizons, the presence or absence and depth of evidence of any seasonal high water table and
recommendations concerning application rates of the waste constituents. The investigation should also include field estimates or measurerents of saturated hydraulic conductivity in the
most: restrictive horizon, and cation exchange capacity. Excavation of test pits may be necessary for proper evaluation of the sots at the site.)
Item a Proposed location and con.-Amcdon details of a groundwater monitoring well network as specified in Rule .0205(d) of the Regulations (15 NCAC 211. 0200)
Ilan 7. As per the conditions of your current permit, you were requited to Install groundwater monitoring wells. These wells were to be sampled and analyzed according to a schedule and for those
parameters as specified in the permit A search of our records indicates that, as of the date of the letur, no groundwater monitoring data have been recelved. please submit all results of
gnnrndwater sampling and analysis which have been obtained to date. If no sampling and/or analyses have been conducted, you are regrrsted to sample the wells and report the results of
the analyses as specified in the current permit
Item 8. Information as to the presence or alosrue of any wells lasted within 500 feet of the waste. treatnemt/dispasai facility. Any such wells should be accurately located on the site map. and
labeled as to their primary usage (Ie, drinking water, monitoring; etc.).
Item 9. A hydrogeologic description of the subsurface, to a depth of 20 fitor bedrock, whichever is lei. The number of borings shall be sufficient to define the fallowing for the areaunderlying each
major soil type at the disposal site:
(I) significant changes in llthology underlying the site;
(ii) the vertical pemoability of the unsatwated zone and the hydraulic conductivity of the saturated zoo; and
(W) depth to the man seasonal high water table (if defiable from soil morphology or from evaluation of other appliccable available data)
Item 10. A hydrogeoiogic description of the subsurface, to a depth of 20 feet or bedrock, whichever is less. 'fhe number of borings shall be suf dent to define the following for the area underlying each
major soil type at the disposal site:
(0 significant changes in ldthology underlying the site;
(id the vertical penetrability of the unsaturated zone and the hydraulic conductivity of the saturated zone;
fill) depth to the mean seasonal high water table (if definable from soil morphology or from evaluation of other applicable available data); and
(m) a deterrninatkm of bmiamissivity and specific yield of the unconfined aquifer based on a withdrawal or recharge test
Item 11. A hydrogeologic description of the subsurface, which should include intimation on the vertical and horizontal extent, and the lithologtc character of the. unconfined aquifer. The hydraulic
relationship between the unconfined aquifer and the first confined aquifer beneath the site should be determined, including the thickness, hthologic character, and vertical permeability of
the confining bed. The Information must also include a determination of the transmisstvfty, and specific yield of the unconfined aquifer, determined by either a withdrawal or recharge test.
Item 12. A hydrologic evaluation in the area of the proposed waste disposal facility waste disposal facility, which should include the depth to water, direction of moverrien and quality of groundwater
in the shallow groundwater system, as well as an evaluation of the potential impacts the proposed system may have an groundwater levels, movement and quality.
Item la In order to be in compliance with 15 NCAC 2H .0219 (1), any lagoon or pond used for treatment storage or disposal of waste shall have: either a liner of natural material at least one foot in
thickness and having a hydraulic conductivity of no greater than 1 x 10 -6 centimeters per second when compacted, or a synthetic liner of sufHdent thickness to exhibit 1) structural
integrity, and 2) an effective hydraulic conductivity no greater than that of the natural mmatesial liner. Please provide a detail description of the marerials used for liners
Item 14 15 NCAC 2H .0219 (e) specifier that waste shall of be applied or discharged onto or below the land surface when the vertical separation between the waste and the seasonal high water table
Is less than OBE Ii) 1F fC . If any of the area to be utilized has a. separation of less than ITTRFE I3b THREE. a demonstration must be Trade using predictive calculations or modeling methods,
acceptable to the Director, that such placement will not result to contravention of classified groundwater standards. Please provide information describing the depth to man seasonal
highwawr table and supportive information for sites with depths less than THEE (31 [T..El' Searation.
Item 15. A recant, complete chemical analysis of the typical waste o be discharged, which should include the following parameters
(List parameters)
Item I& Is the waste which is to be discharged comprised solely of domestic waste, or are there other sources which will contribute to the wastawater'l If so, please provide infon ation as to the
types) of waste involved, as well as the anticipated quantity.
Item 17. Boring logs and well construction details for all existing monitoring wells. Such inliarration should include ground surface elevations at each well location and static water level measure-
ments.
Item Is. Please note that in order to be in compliance with 15 NCAC 2H .0219 (d), the bottom of earthen impoundments, trenches or other similar excavations shall be at least four fast above the
bedrock surface If the bottom of the excavation is less than four feet above the bedrock surface, a diner of natural or synthetic material having a hydraulic conductivity no greater than 1 x
10 -7 centimeters per second will be required. Please provide Infomvmtion confirTning compliance with this requirement
Item 19. The information submitted indicates that hand auger borings were advanced at the site. Please indicate the locations of these borings on a site map. In addition, you are requested to subunit
complete lithologte descriptions of the borings along with any evidence which may Indicate the presence or absence of a seasonal high water table
Item 20. Fl um the soils maps which were submitted, it is difficult in some cases to positively identify what soil type(s) are fi)und on various fields You are requested in submit noised maps which
clearly show the distribution of the various soil types on each proposed land application site.
Item 21. A characterization of groundwater quality in the vicinity of the lagoons. Tlnfs characterization should be accomplished by the Installation of monitoring wells for the purpose of describing the
liwodogy in the area. and for collecting groundwater quality samples from the water table aquifer. The locations for these wells are shown on the enclosed map. The well construction details
and sampling methods should be by approval of the Regional office, from which a well construction pc unit must be obtained.
Gmundvab= samples shall be obtained from each monitoring well and analyzed for the following parameters
(List parameters)
The measurement of water level should be taken prior to sampling for the other parameters
Ilthologic logs, well construction details and the analytical results of the sampling should be submitted to the Groundwater Section, Mission of Environmental Management
Item 22 In order to be in compliance with 15 NCAC 2H .0219 ( j ) (5) W (_), a buffer zone of at least feet must be maintained between the perimeter of the disposal field and any property boundary.
It is noted from the submittcd plans that portions of the proposed facility lie within_ feet of the property boundary. Please submit revised plans which demonstrate compliance with buffer
zone regwiernents

Ov..I
State of North Carolina
Department of Environment, Health, and Natural Res6ui•ces
Division of Environmental Management f P%� �. JUL 2 2 1996
Non -Discharge Permit Application
M11S FORM MAY DE PHOTOCOPIED FOR USE AS AN ORIGINAL.)
kshzbii(a F;e�io"ai —
MECHANICAL TREATMENT AND NONDISCHARGE DISPOSAL FACILITIES
I. GENERAL INFORMATION:
1. Applicant (corporation, individual, or other
441ilo"Ib
_Ev�
2. Print Owners or Signing Official's Name
and Title
(the person who is legally
responsible for the facility and its compliance):
�2•
�-� A�'�—� /�•
��-�7
3. Mailing Address:
City: EAy 4AR3o7- State: Zip: 33 l 54—
Telephone No.: (30 -S 8 S — 2y00
4. Project Name (subdivision, facility, or establishment name - should be consistent with
project name on plans/specs., letters of flow acceptance, Operational Agreements, etc.):
R;-! �� ice- o��,�, y - 4 2 UN , 4c ;
5. Application Date: 6. Fee S ubmitted: $0 • O D
7. County where project is located: i�-E 1�S ►� �ZSUN
8. Address of treatment and disposal facility: T-r-N`I
9. Latitude: 3 S°Z1 t 13 ; Longitude: 8Z° S44 3 3 of disposal facility
II. PERMIT INFORMATION:
1. Permit No. (will be completed by DEM):
2. Specify whether project is: V new: renewal*; modification.
*If renewal, complete only sections I, II, III, and applicant signature
(on pg.12).Submit only pgs. 1, 2, and 12 (original and 3 copies of each). Engineer
signature not required for renewal.
FORM: MTDS 4/91 Page 1 of 13

i1v11:CEi.\tiI(.';\1.'t'E:1::\
3. 11' this application is 1lcing suhmitted as a result of" a renewal or niodit'ic;ttion to all
existing permit, list the existing penllit number _ N _ and issue date__.___
4. Specify whether the applicant is public or ✓private.
III. INFORMATION ON WASTEWATER:
1 _ Nature of Wastewater: 10 O % Domestic; % Commercial;
% Industrial; % Other waste (specify):
2. Please provide a one or two word description specifying the origin of the wastewater;
such as school,
1 subdivision, hospital, commercial, industrial, apartments, etc.:
(�? liR 11,,1r 1 D .J W S ►-t --bO w w 1 / h- t-t
3. If wastewater is not domestic in nature, what level of pretreatment has been provided
to ensure protection of the receiving wastewater treatment facility:
4. Volume of wastewater generated by this project: 000 gallons per day
5. Explanation of how wastewater volume was determined: 42 to—.-r Ae---x4-(J rZo C— fz' ..
_ 5' 040 6;PI- I I Z o s cAr 2r ;:. e to 673 �S�,�y �j I z0 (, -F0, 40 S r3 Z
-i 0 w rt.
1Pu—LA;zr-- Tj4 -Z, -2 4o Tcn-AL S OCR
6. Brief project description:
�,�o?os E7 Ty Co�ST,Z�c�r /9'y
�,.J%a•.S Tti �✓� ; �-Z. T,z.�/�-.—iv1 �.vT i �-�v�T�j/, �fOv� ��vG /��v��
IV. DESIGN INFORMATION:
1. Type of wastewater treatment facility (extended aeration, oxidation ditch, activated
sludge, aero-mod, other): ��G,E� %��z%/�.� i �i�►��� �ix��,. ry
2. For coastal facilities and golf course spray irrigation facilities, all essential treatment and
disposal units must be provided in duplicate. Specify: golf course spray facility;
coastal facility; ✓other. How many units have been provided? Z)a-v-
3. Specify the design flow of the facility: / 000 gallons per day
4. Specify the volume of the r aired flow equalization basin or tank: 3, 75-0 gallons
NOTE: The required equalization tank volume is determined from a diurnal hydrograph
analysis of the maximum and minimum flows expected.
5. Specify the number of and capacity of the pumps used for flow equalization:
pumps at Z 5; GPM each.
6. How many bar screens are provided?
7. Specify whether bar screens are: manually cleaned; _ mechanically cleaned
2 of 13

!'A(ir: 3 (4/91 )
8. 1low many flow sputter boxes are provided? _!
9. Are the flow splitter boxes. designed o allow the excess of the average daily flow to
return to the equalization basin': _yes; _ no
10. How many aeration basins are provided? 2 7, S CUO C�gc_c o.•5
11. What type of aeration is provided (coarse bubble, fine bubble, floating aerators, etc.)?
'7 C.._L_ - H Z U ^ C I+n" YL IYIO� �i. iZ J i— F r-e S rv1Z
12. Specify the volume for each. aeration basin: %, S 00 gallons
gallons
13. What is the detention time in the aeration basin(s)? Z4 hours
14. How many clarifiers are provided? Z [� /, 57�S—
15. Specify the volume for each: S gallons
gallons
16. What is the sidewater depth of the clarifier? ��' - feet
17. What is the detention time in the clarifier(s).? hours
18. What is the clarifier surface loading rate? /60 GPD per square foot
19. What is the clarifier solids loading rate? Z pounds per square foot per hour
20. What is the weir loading rate? S-L GPD per foot
21. Specify the volume of the required sludge holding tank: Z@ /, 4100 gallons
22. Is the sludge holding tank heated? yes; ✓ no
23. Is the sludge holding tank aerated? _� yes; no
24. Determine the population equivalency (PE): PE = flow in GPD / 100 GPD per person
/ S o00 GPD / 100 GPD per person = / Sd population equivalency
25. Determine the per capita sludge capacity (PCSC):
PCSC = sludge tank volume in gallons / ( (PE) (7.48 gal. per cubic foot))
Z SOO gallons / (( / 5-O ) (7.48 gal. per cubic ft.)) = Z • -q- `i2l S-
26. List the number and capacity of all blowers and what each serves:
y ;L ak-A To o — l �1�,5 j ..j Z 4-CD c- r k^•. C- H ?
r-j l l C- = •� 1 I +?
1 t?-
27. How many tertiary filrration units are provided (dual units required)? T3 u4,(-
28. Specify what tertiary filtration units are provided (traveling bridge, dual beds, other):
Lt (ma� c_ S b
29. What is the area of each filter? 67 square.feet
30. What is the filter loading rate*? �• S 7 GPM per square ft.
*Filter loading rate should be less than 1.25 GPM per square foot
31. What is the clearwell capacity'? ion gallons
3 of 13

II"J I IANIt A1. TRI:A I*%,IFN'I*
PAG1•: 4 (•1/1) 1 )
0
33
34
35
36
37
G'
The ntininrint Clear -well Capacity nccdcd is: (filter area) (1> GPNI per ft.2( 1) rrtinutCs).
Min. clearwell capacity = (__- �O_— ft Z) (15 GPNI per it. 2) ( 10 ruin)
Min. clearwell capacity needed is: ____qCO _____ gallons
What is the mudwell capacity'?
f .350 gallons.
The nunimum mudwell capacity needed is: backwash vol. + inflow during backwash
backwash volume = clearwell capacity
inflow during backwash = (flow) (10 minutes) / 1440 minutes per day
min. mudwell capacity = ((-2S-60 GPD) (10 min.)) / 1440 min./day + 5�?-26 gal.
minimum mudwell capacity needed is: '/� sZ gallons
What is the thickness of the sand? p, inches
What is- the thickness of anthracite? / Z inches
What are the sand specifications? �02, 2 mm for effective size;
/9� /• i uniformity coefficient; % dust content
The sand specifications are included on page
5futio—,
on fege C Co Z3 T- of the specifications.
What type of chlorination is provided? I A-3L-
of the plans or
40. What is the volume of the chlorine contact chamber? SZO gallons
41. How much detention time is provided (minimum 30 minutes required)? SO minutes
42. Has residual chlorine removal equipment been provided? ✓ yes; no
If yes, what type?
43. What is the volume of the effluent dosing or spray tanks? I gallons
44. Specify the number of pumps and their capacity: jj I IA pumps at GPM
45. What is the total dynamic head? iJ 1 feet
46. The pump curves are included on page /r-s of the plans or
on page - of the �T specifications.
47. Specify the high water alarms provided: it audible & visual; auto dialer
48. What sludge handling equipment is provided? A,& z�> SLpc�L
49. How, where, and by whom will the sludge be ultimately disposed? Lzl> C
LeJ l � t r4LL.rL- T-
50. If the sludge is going to be land applied by a contractor list the existing permit number
/Ij and issue date
51. Explain how the sludge will be treated to comply with the "Processes to Significantly
Reduce Pathogens." _ �J I A
4 of 13

V.
hll.(] [AN CA1. T1\'l'.A .%11'.NT
(4/9 1
5'. What is the name of the cl()sest dc>wnslope surface water.'.' -- .VL--Er��
5 3. Classification of- clOsest downslope surface waters: _ (as
established by the Environmental Management Commission and specified ern page. 10 of
this application)
54. .If a power failure could impact waters classified as WS, SA, B, or SB describe which of
the measures are being implemented to prevent such impact, as required in 15A NCAC
214 .0200: S era R,, ►hoc .�4.z r3 >R., N (, --
55. If the facility is a coastal facility or a golf course spray irrigation facility describe the
automatically activated standby power system:
ot N-z5 r3
56. Describe any other treatment units that are not previously described: I
I 2��-rr� was'-��v a � Y.� (-L�e cam. l� ►5 C..µ a z -,-c � � � A�
C-Z) P-CD r✓ Z (_
_I. �-2. t C� !a- r � c�iU ►�- O �� � Ti-r�.� Tc.S [�l�c..�i
COMPLETE SECTION V, VI, OR 'VII THAT APPLIES. FOR THOSE
SECTIONS OR QUESTIONS THAT DO NOT APPLY, WRITE NOT
APPLICABLE OR N/A. ALL OTHER SECTIONS MUST BE COMPLETED
RAPID INFILTRATION / v I iT
1. What type of rapid infiltration system has been provided (rotary distributor, spray
beds, other)?
2. What is the vertical separation to the seasonal high water table?
3.
4.
5.
GI
7
What is the loading rate (must not exceed 10 GPD / ft.2)?
How many disposal areas are there?
feet
GPD / ft.2
What is the square footage of each disposal area? square feet
What is the square footage of the "green area?"
What material is the rotary distributor constructed of?
8. What is the diameter of the rotary distributor?
9. Is the rotary distributor hydraulically or motor driven'?
5 of 13
square feet

"01:('l1:
PAGI•: o (-1/') 1 )
VI.
V II.
2.
3.
4.
5.
6.
7
2
3.
The rotary distributer disposal area should be completcly surrounded by a nutsonry
type wall that extends at least 18 inches below ground surface and at least 12 inches
above ground surface. Specify how far below ground
ground: inches, these walls extend.
Inches; and above
What is the name and location of the golf course that is being irrigated with treated
wastewater? T .3 �.Zv�os �� Ty l,e.2,
What is the volume of wastewater to be irrigated? /S000 gallons per day
What is the volume of the five day detention pond? 7 S 006 gallons
How is public access prevented from the 5 day detention, pond? /�o•.�� io i3
.eZ,---
Is the 5 day detention pond lined? yes; _ no. What material? �E? h,G i�s��.acs-✓
What volume of storage is required by the water balance
A�1/y days; '_111�9 gallons
What volume of storage is provided in the storage / irrigation pond?
Z % days; 000 gallons
Is the storagefirrigabon pond lined? _ es; _ no. What material? 0-.
The spray nozzle specifications are on page of the plans or _specifications
What is the loading rate recommended by the soils scientist (less than 1.75 in./ week):
in. / hour; % in. / week; in. ./ year
Z 0 5/S�/�uEE,r�
SUBSURFACE DISPOSAL
Specify the loading rate recommendation, as determined by the soils scientist, for the
subsurface disposal field:
GPD per square foot.
Specify the loading rate recommendation, as determined by the soils scientist, for the
repair area (100% replacement) subsurface disposal field: GPD per square ft.
Specify design loading rate that will occur in disposal field:
GPD / ft.'-
(In coastal'areas the maximum is 1.5 GPD / square foot for gravity systems and 1.0
GPD per square foot for low pressure systems).
6 of 13

NII:a'I i:ltilt \I. f f�f:::1 I MI:ti I'
P/V;1: 7 (4/01)
m
5
C
7.
9.
10.
11.
12.
13.
14
SI)CCIfY [Ile n(IIIII)Cr Of SUI)Sllrf:lCC IICId1: _
Supply line dia.:
The dllnlenslons Of. the fields:
Manifold dia.:
Distribution lateral
dia.: ; Hole dia.: Number of laterals: ; Lateral length
(typically 70 ft. max. for.LPP & 100 ft. max. for gravity): ; Trench
width: ; Trench depth: ; Minimum pressure head: ;
Maximum pressure head: ; Minimum vertical separation between trench
bottoms and mean seasonal high water table: ; Distance on centers (for LPP not
less than 5 ft_): ; Maximum slope of trenches (should be less than 0.2% for
gravity systems): ; Details must be provided in plans/specs which
demonstrate that the ends of lines are plugged, that turn -ups are provided
for LPP, and that measures will be taken (grade boards, etc.) to ensure
that laterals are properly installed.
The following criteria should be used fo the s ng of residential septic tanks:
a. three bedrooms or less , us mini um 9 gallons;
b. four bedrooms , use 'ni um 1Ttan
g lI s;
c. five bedrooms , use m' i um 1g llo .
For businesses with a desig fl w less i 00 GPD, the minimum tank capacity shall
be twice the flow.
The following criteria should be used for the sizing of septic tanks for residences with
more than five bedrooms, multiple family residences, tanks serving two or more
residences*, or establishments with a flow between 600 GPD and 1500 GPD:
Septic Tank Volume = (1.17) (daily sewage flow) + 500 gallons
*Minimum septic tank capacity shall be 1500 gallons
For design flows between 1500 GPD and 4500 GPD, the following criteria shall be
used: Septic Tank Volume = (0.75) (daily sewage flow) + 1125 gallons
For design flows which exceed 4500 GPD, use a septic tank capacity equal to the flow.
Specify the septic tank volume: gallons
Specify the pump tank volume: gallons
Specify the number of pumps and their capacity: pumps at GPM
Specify the high water alarms: audible & visual; auto dialer
The different disposal fields, laterals, or groups of laterals in a subsurface system are
typically designed to be dosed at different rates or volumes from one another: Explain
the method that will be used to ensure that the proper dosing rates and volumes occur:
7 of 13 ------

NI1:('11A-.tilt \1.-:r\'I N11:N I
1Jv-r�, � ►3 et f FEZ. z;�� ,z�.,. ,,.r�..-s �F- a-v iz � ��,.�
VIII. BUFFERS: ���_'� , z� u••,��Z ril�w ���s.L �ucS�
�S rVd n-� ?a �, l�/��-✓
The following buffer zones must be maintained:
g) 100 feet between wetted area and wells;
.. - -- -
.. :.: 0
areas; —
J
541 fee: be:v,een ..vtted area _aa_i.-i bj h f , yS;
J/
k) 100 feet between wastewater treatment units and wells;
1) 50 feet between wastewater treatment units and property lines.
2. If any of the applicable buffers are not being met, please explain how the proposed
buffers will provide equal or better protection of the Waters of the State with no increased
potential for nuisance conditions: ALL-- 7344F Frz.s (A N� r,,-?-)LiF-Ll'S
THIS APPLICATION PACKAGE WILL NOT BE ACCEPTED BY THE
DIVISION OF ENVIRONMENTAL MANAGEMENT UNLESS ALL OF
THE APPLICABLE ITEMS ARE INCLUDED WITH THE SUBMITTAL
Required Items
a. One original and three copies of the completed and appropriately executed application
form:
b. The appropriate: perriiit processing fee, in accordance with 15A NCAC 2H .0205(c)(5).
c. Five copies of the existing permit if a renewal or modification.
8 of 13

N11:('l LANICAl . T1:1•:,\"1'Mf•NT
I',' GI". 1) (.lp) I
d. lave sets (,f detailed plan" and Npecifications sigliccl and scaled by a North Carolina
Pro fessional Engineer. The plans must include a general location map, a tc,po�graphic map,
a site map which indicates where borings or hand auger samples were taken, a map
showing the treatment/disposal facilities, buffers, structures, and property lines; along with
all wells, surface waters (100-year flood elevation), and surface drainage features within
5W feet of the treattnent/disposal facilities. Each sheet of the plans and the first page of the
specifications must be signed and sealed.
C. Five copies of an Operational Agreement (original and 4. copies) must be submitted if the
wastewater treatment and disposal facilities will be serving single family residences,
condominiums, mobile homes, or town houses and if the subject facilities will be owned by
the individual residents, a homeowners association, or a developer.
f. Five copies of all reports, evaluations, agreements, supporting calculations, etc., must be
submitted as a part of the supporting documents which are signed and sealed by the North
Carolina Professional Engineer. Although certain portions of this required submittal must be
developed by other professionals, inclusion of these materials under the signature and seal of
a North Carolina Professional Engineer signifies that he has reviewed this material and has
judged it to be consistent with his proposed design.
g. A soils scientist report which includes texture, color, and structure of soils down to a
depth of seven feet, depth, thickness and type of any restrictive horizons, hydraulic
conductivity in the most restrictive horizon, cation exchange capacity (CEC), depth
of seasonal high water table, soil pH, soils map (if available), and recommended loading
rates. This report must be signed by the soils scientist.
h. For systems treating industrial waste or any system with a design flow greater than
25,000 GPD a hydrogeologic and soils description of the subsurface to a depth of twenty feet
or bedrock, whichever is less: The number of borings shall be sufficient to determine
significant changes in lithology, the vertical permeability of the unsaturated zone and the
hydraulic conductivity of the saturated zone, depth to the mean seasonal high water table, and
a determination of transmissivity and specific yield of the unconfined aquifer.
i. A proposal for groundwater monitoring and information on the location, construction details,
and primary usage of all wells within 500 feet of the treatment/disposal facilities.
j. For subsurface systems disposing of industrial waste a complete chemical analysis of the
typical wastewater to include, but .not be limited to Total Organic Carbon, BOD, COD,
Chlorides, Phosphorus, Ammonia, Nitrates, Phenol, Total Trihalomethanes, Toxicity Test
Parameters, Total Halogenated Compounds, Total Coliforms, and Total Dissolved Solids.
k. In coastal areas a plan for controlling stormwater must be submitted
1. For spray fields a signed agronomist report which states the type of vegetation that is planned
for the spray fields, along with management and harvest schedules.
m. For spray systems an analysis of the wastewater, including heavy metals totals and synthetic
organics, along with calculations for the most limiting constituents.
n. For golf course sprays the specifications must require that signs be posted stating that the
golf course is irrigated with treated wastewater, that spraying will occur between 11:00 p.m.
and three hours prior to the daily opening of the course, that the spray piping will be a
separate system with no cross connections to a potable water supply (there shall be no
Spigots on the irrigation distribution system), and that the treatment process will produce an
effluent with a monthly average TSS of less than 5 milligrams per liter and a daily maximum
TSS of less than 10 milligrams per liter and a maximum fecal coliform level of less than 1
per I milliliters prior to discharge into the five day detention pond.
9 of 13

NII CI [ANIC'A1.. "1 REA" NIHN-1-
1'AG 1: I O (4/91)
TO: REGIONAL WATER QUALITY SUPERVISOR
Please provide me with the classification of the surface waters identified in number 5
below and on the attached map segment:
Name of surface waters: <<.t_P t iJ rZ. L--Ptr'c
Classification (as established by the Environmental Management Commission): klU J-
Proposed Classification, if applicable:
Signature of regional office personnel: / G-`l L'VL.k Q-/, Date:
INSTRUCTIONS TO ENGINEER
In order to determine whether provisions for dual or standby power may be required for the
subject facility, the classification of the closest downslope surface waters (the surface waters that
any overflow from the facility would flow toward) must be determined. You are required to
submit this form, with items 1 through 10 completed, to the appropriate Division of Environmental
Management Regional Water Quality Supervisor (see attached listing). At a minimum, you must
include an 8.5" by I I" copy of the portion of a 7.5 minute USGS Topographic Map which shows
the subject surface waters. You must identify the location of the facility and the closest downslope
surface waters (waters for which you are requesting the classification) on the submitted map copy.
The application.may not be submitted until this form is completed and included with the submittal.
1. Applicant (corporation, individual, or other): IA,=,zou�
2. Name and Complete Address of Engineering Finn: GJ 1 `�.n• — �• 1-Ac?5� . �L_
ss o n, F 5 , . A. r,. o . -i�o-�, S4G
City: State: _-/��,Zr t-� C'WOL- �a Zip: Z �i93
Telephone No. `204 - &r7`�--
3. Project Name: --L�P— u,,, ,,r 14 d 6 e
4. Facility design flow: GPD
5. Name of closest downslope surface waters: r,- LA-
6. County(s) where project and surface waters are located: Z- i�VOSO.4
7. Map name and date: SIA0
8. North Carolina Professional Engineer's Registration No. _ L") 4 - (04-
9. Print Name of Engineer ���4iZ-� 1 c,y S..�
10. Seal and Signature (specify date): �,�a'"°'6S7 ,•
IJ
10 of 13�
12' �• rP ^1?1jP.', i 7 j51 ; S, l i h'e':,

-1m 11N i 1,,H.1UH U1,411r—L) OlAlt'13
URVEY TENNESSEE VALLEY AU]
,154 MAPPING SERVICES BRAT
. I � 11. 1 155 15635' _,,m1I.LsjvF 157 4454 1 NE
77• EN I j m/ ISKYLAIVD 193-NEI
—7-
4
4,1 t� W Olt
o1a,
cp
20
al er
�k
'A
p
V
C1329)1
'14'\ 11CO R E,
If
-1,9rhm-ValleA railer p2frk
4/
if
It
A
J3
A
PROFIAND -At 1bk
I Kleine ak�
ilk, A
0
It V .ROAD j
J; -7-
I
blN
%
1��ingp•F8 256 k
204. u
_,QF
IF�-125
55
0
-7
roc f
/'9�,. r l I ( / t
pl
LI V
t
Mile"
0
L7
or
Wc s
rI
322*, 1
. k b.
H "
6rse'S�de Bend
(n
- - -----------
6r 's' eh e,
o
�t in
I u
It
b M
P,Ine K e n Bridge J
UF 26 4 41 26
-
2 81
v k 7.f,ri ------
if
Golf course
Lfl�H 40
00
D
YS(h
/ Y
(z %
\ �iJ
I f
f;olf course
v
7

DIVISION OF E?NVIRONN1ENTAL MANAGEMENT REGIONAF, OFFWE S (4/91
Asheville Regional WQ Super.
Washington Regional WQ Super.
Raleigh Regional WQ Super.
59 Woodfin Place
P O Box 1507
3800 Barrett Dr., Suite 101
Asheville, NC 28802
Washington, NC 27889
Raleigh, NC 27609
7041251-6208
919/946-6481
919/733-2314
Avery Macon
Beaufort Jones
Chatham Nash
Buncombe Madison
Berne Lenoir
Durham Northampton
Burke McDowell
Camden Martin
Edgecombe Orange
Caldwell Mitchell
Chowan Pamlico
Franklin Person
Cherokee Polk
Craven Pasquotank
Granville Vance
Clay Rutherford
Currituck Perquimans
Halifax Wake
Graham- Swain
Dare Pitt
Johnston Warren[
Haywood Transylvania
Gates Tyrell
Lee Wilson
Henderson Yancy
Greene Washington
Jackson
Hertford Wayne
Hyde
Fayetteville Regional WQ Super.
Mooresville Regional WQ Super.
Wilmington Region. WQ Super.
Wachovia Building, Suite 714
919 North Main Street
127 Cardinal Drive Extension
Fayetteville, NC 28301
Mooresville, NC 28115
Wilmington, NC 28405-3845
919/486-1.541
704/663-1699
919/395-3900
Anson Moore .
Alexander Mecklenburg
Brunswick New Hanover
Bladen Robeson
Cabamrs Rowan
Carteret Onslow
Cumberland' Richmond
Catawba Stanly
. Columbus Pender
Harnett Sampson
Gaston Union
Duplin
Hoke Scotland
Iredell Cleveland
Montgomery
Lincoln
Winston-Salem Regional WQ Super.
8025 North Point Boulevard, Suite 100
Winston-Salem, NC 27106
919/761-2351
Alamance Rockingham
Alleghany Randolph
Ashe
Stokes
Caswell
S urry
Davidson
Watauga
Davie
Wilkes
Forsyth
Yadkin
Guilford
II of13

[AN It ';\I
III-VII•. 12 1-1/1)1)
Name and Complcte Address of Enginccriiig 1:irtn: -- -Li /-.-, � •_
NY
City: _ �� ��soN �)�� — ----- State: - I&JC-- zip: ZSr)53
Telephone No. ieDQt--_ --) - -) 3 34
Professional Engineer's Certification:
I, GP,2," 1 I [� _ _ attest that this application for
N\,. IZ,has been reviewed by me and is accurate
and complete to the best of my knowledge. I further attest that to the best of my knowledge the
proposed design has been prepared in accordance with the applicable regulations. Although certain
portions of this submittal package may have been developed by other professionals, inclusion of
these materials under my signature and seal signifies that I have reviewed this material and have
judged it to be consistent with the proposed design.
North Carolina Professional Engineer's Registration No.
Print Name -of Engineer A-2 y 1 7171,7j Z, v n
Seal and Signature (specify date)
����eeoa�acn;ao
lea',eq A C
O 1
Applicant's Certification:
attest that this application for
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand
that if all required parts of this application are not completed and that if all required supporting
information and attachments are not included, this application package will be returned as
incomplete.
Signature ��� Date -7/ s::-�
THE COMPLETED APPLICATION PACKAGE, INCLUDING ALL SUPPORTING
INFORMATION AND MATERIALS, SHOULD BE SENT TO THE FOLLOWING ADDRESS:
NORTH CAROLINA DIVISION OF ENVIRONMENTAL MANAGEMENT
WATER QUALITY SECTION
PERMITS AND ENGINEERING UNIT
POST OFFICE BOX 29535
512 NORTH SALISBURY STREET
RALEIGH, NORTH CAROLINA 27626-0535
TELEPHONE NUMBER: 919/733-5083
12 of 13

/ a
IIA(;Ii 13 (•1/) 1 )
PE'RMIT AI'I'LICA'I R N PROCESSING FEIES
(effective October 1, 1990)
CATEGORY NEW APPLICATIONS/ RENEWALS WITHOUT
MODIFICATIONS MODIFICATIONS
> 1,000,000 GPD
Industrial $400 $300
Domestic/Cooling Water $400 $300
1 ITI 111 111 ' �
Industrial $400 $250
Domestic/Cooling Water $400 $250
1,001 - 10,000 GPD
Industrial $400 $200
Domestic/Cooling Water $400 $200
< or = 1,000 GPD and
Single Family Dwelling $240 $120
Sludge < or = 300 Acres $400 $250
Sludge > 300 Acres $400 $250
Sewer Extensions
(nondelegated) $400 0
Sewer Extensions
(delegated) $200 0
Closed -Loop Recycle
or Evaporative $400 $200
NOTE: The Fees for Soil Remediation Projects are the same as for Sludges.
Under the Sewer Extension Fee, "delegated to municipalities" applies
only to those governmental jurisdictions that have specific delegation
review authority, as granted by the Division of Environmental
Management:
13 of 13

ASHEVILLE REGIONAL OFFICE
August 20, 1996
MEMORANDUM
TO: Dave Goodrich
THROUGH: Don Link J00-. -
FROM: Kay Dechant )fit
SUBJECT: Permit Review
Harold M. Reed/Reed Center
WQ 0012667 GW 96136
Henderson County, North Carolina
The subject permit application is being submitted under the new reuse "rules. The wastewater
will receive tertiary treatment prior to spray irrigation. Issuance of the permit is recommended.
11kd

ohoUNbwATEBI SECTION GW #
DIVISION OF ENVIRONMENTAL MANAGEMENT
FIECohb OF WASTE DISPOSAL I'EF Mit APPLICATION AtVIEW
REVIEW 13Y
FACILITY NAME ✓
feed
I-OCATiON,�
TYPE OF DISPO AL SYSTEM (LAGOON, ETC.)
DESCRIPTION OF FACILITY
i - / i. : l , ,. _ 4-: .
BATE ,t /9i�,t;- Nab INVESTIGATION? (Y/N) _ —
,
e� COUNTY Q�
DESIGN CAP. (GPD)
17E OF IMPOUNDMENT (FT. SO.) Von SIZE OF APPLICATION AREA
Y�n�T�S9�lH�E MUM. SLUDGE MUM. W. WATER: PRIMARY
---- IND- SLUDGE —IND. WELL WATER----OTIIPRS:
DISTANCE FROM WASTE SOURCE TO NEAREST: S7hEAM ::>A,�Qd FT., WELL
FOR WELL: TYPE OF USE , bEhTN PUMP BATE (EST.)
WI IAT DESIGN CONDITIONS WI - EDUC N� itASE CHANCE OF GW CONTAMINATION:
Wl IAT NATURAL SITE CONDITIONS.I
SECONDARY �ERTIAM
CI LANCE OF Oq CoNTl1MINATIOIJ:
DEPTH TO: BEDROCK __ �- 2-0 FT., SEASONAL NiGi I W,T. 2- Z d FT., ANNUAL W.T. FLUX _
SURFICIAL AQUIFER BEbhock/ARTESIAN AQUIFER
GEN. LITIIOLOGY -51
MEASURED IJ MEASUIED
NYb. COND. _� FT./DAY ESTIMATED — FUDAY L� ESTIMATED
TIIICkNESS FT.
No. or MONlith WELLS: bhopo8E6: UPDOWN. ; EXISTING: UP D DOWN
FROM WORkSIIEET: SIZE NUMEhICAL bESCRIPTION- /,� - (4- cS -w z h / /-
2 3 4 5 6 6A 6B
SITE GhAbE (flynnOGEOL.) _ �— SITUATION MADE=
PROPOSED SAMPLING SCHEDULE AhAMETEh(S): �DQP -V/"" ilS���'
1 IAVE TI IEhE BEEN ANY EXCEEbANCES OF THE GROUNDWATER STANDARDS? YES _ NO _
IIAS ANY ENFORCEMENT ACTION SttH TAkEN? YES . NO ✓ DATE OF ACTION:
MIFF SUMMARY OF ENFORCEMENT ACTION TAkEN:
REMARKS/ RECOMMENDATIONS (Continue on reverse", fi necessary):
GW-48Revised04194 HYD. REGIONAL SUPERVISOR
FT.

W A$ T, E"
F [lit
Y_
ratnty
.0v lr`M--47Dote
-
Determine 1hi d6ic;ff i
Pokt1 valor
0 1 2 J4
on ground b4!we� c9h,
lasource and
Diif anc6 iri
I tiri
-M 76- M 9 3549 -
to - '
water supptj 6veh Or
160.* 74—
-
0-9,
d rearm.
Distance 16
62M4 1001-3100 251-500 A01 = 160
31 60
poorly►�tCit3: Yl wafer table it pemieoWe bedrock p1. violin .6;1n perfriobl6bedrock
3 4"
Esfkmte Maple
,
to the water I able
m4flirs
30-M 20-20 12 - 6-h 6-7 14 1146
F.
below base of can-
ri et
6
91-2Cb 1-46 �� 2&i6 i6-i5i 5
0-2
0
larninaflon source
m"6 than 6 % of
the year.
mml
EsfWncae water
table gfodlent
*of:
or table 164 d it 0,10-ci ard
away i9fn
Gradent
Grocillent
Cadln!
Q-dW
60M contomin.
qrcid6nii and aimcisi
flow a6cllon 4wair flat
bw ftim
2
low fhd,ii I
2 pikbi4 '
gig-bfer
ft.1
60610
than 2
allon itle
im-pW i6ci
toward
to,4;6t/d
ipii6irli
Oorcinf
64 cloiir
watir
; bfif
IoWord
lowaid
than IWO
supp?v brit
kj,Fy
watif
wbi-ir
melee
not the
and b tti
I supp"y
anticipated
kirilk-0-d' ici
btj j161
and Y1hi
dr4clion of
dlredlan of
-
thi 6Alw
ij
flow
flow
cipated
d
f�5
diredion
Of 66i�
lit"
'male of
.fmeablifty-
iorplion for thi6
waste cospoial jite.
k
C2) A Pow hock i- iOO
ioet below
iond
virface
MI cokirm b6drock
POO(V
(4) 0 cokimn bidr6ck -
reblMety
or very
perrrieaWe
�
Clay wtlh Clean
no more Sand wllti Smd wMh gravel ai
th'an 60 % Cfeanflrie coarse
61-K -- - --- iond m6 Im -i i— i—A
Dldonc6
Of. V066
(step 1)
Depth
WV;.ki.
W.I.
(St6p 2)
Gradient
More thi6n jb
— 6A Co.-
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41
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ENGINEERING REPORT
ia�
:5)
6rnundwatnr a�c�ia�� t
�ishzudle ne lanai hire ,�
PROPOSED WASTEWATER TREATMENT SPRAY IRRIGATION SYSTEM
DR. HAROLD M. REED PROPERTY
HENDERSON COUNTY, NORTH CAROLINA
Prepared for
DR. HAROLD M. REED, M.D.
r
HENDERSON COUNTY, NORTH CAROLINA
Prepared by
William-G. _ Lapsley & Associates, P.A.
P.O. Box 546
1635 Asheville Highway
Hendersonville, N.C. 28793
704-697-7334
June 11, 1996
%9711111$1',
v fl
e CC •°r�SS/
SGA
46
• ✓dry ) ..•• �r'r�/•��
1,
��91i77975+����

INTRODUCTION
Dr. Harold M. Reed, M.D. has retained William G. Lapsley
and Associates, P.A. to assist in the preparation of permit
applications for a permit to construct an operate a land
application wastewater treatment facility to serve a proposed
42 unit hotel on Dr. Reed's property in Henderson County,
North Carolina. Dr. Reed is proposing to develop the hotel
project within the existing 85 acre site. The proposed hotel
is being planned on.a French Chateau architectural style with
formal gardens. Several options were considered for
wastewater disposal with land application of tertiary treated
wastewater under the .new reuse rules being chosen as the
preferred -alternative.
PROPOSED HOTEL FACILITIES AND ESTIMATED WASTEWATER FLOWS
The proposed hotel development and wastewater treatment
facility is being planned for the following facilities and
estimated wastewater flows:
FACILITY ESTIMATED WASTEWATER FLOW
42 Unit Hotel @ 120 GPD/unit 5,040 GPD
128 Seat Restaurant @ 40 GPD/Seat 5,120 GPD
40 Seat Bar @ 40 GPD/Seat = 1,600 GPD
Wine Bottling Wash Down = 500 GPD
Future Growth = 21740 GPD
Total Design Flow 15,000 GPD

PROPOSED WASTEWATER TREATMENT FACILITY
In evaluating wastewater treatment alternatives for the
proposed hotel development project three options were
considered, wastewater treatment and surface water discharge,
septic system and subsurface disposal, and wastewater
treatment with land application. A discussion of each of
these options follows:
WASTEWATER TREATMENT AND SURFACE WATER DISCHARGE
In order to have a site adequate for surface water
discharge it is necessary to have a receiving stream with
sufficient water flow to allow the discharge. The only
streams readily available to .the project area were the on site
spring fed streams and Kleine Lake. A request was made to the
USGS for stream flow statistics for the stream as it exists
the property below the lake. The USGS indicated the 7 day 10
year low flow for this stream and associated watershed would
be 0.0 cfs. Since the N.C. Division of Environmental
Management does not allow discharges to streams with zero 7
day 10 year flows, this option was eliminated from further
consideration.
SEPTIC SYSTEM AND SUBSURFACE DISPOSAL
The first non -discharge alternative consider was the use
of septic tanks and subsurface disposal by drainfields. In
order to serve the project 15,000 GPD it was estimated that
approximately five 3,000 GPD septic systems would be needed.
The associated drainfield areas and repairs areas would

approach 10 to 15 acres. The site was evaluated for possible
drainfield areas. Only one area exhibited potential for
drainfields along the Northern border of the site. There is
approximately 7 acres in this area that had sufficient soil
depth and gradual slope that were considered for. drainfield.
A meeting was held with the Henderson County Health Department
to discuss the feasibility of using septic systems for this
project. Approximately 3 of the 7 acres contained saprolitic
thin soils which according to the Health Department would not
be suitable for a .large system as being considered. The
Health Department will not allow systems in excess of 1,000
GPD in saprolitic soils. The better soils on site totaled
approximately 4.2 acres. In this area drainfields could
possibly be used, but there would not be sufficient room for
the entire 15,000 GPD projected flow. The remaining property
on the site was considered unsuitable due to either existing
surface wasters and steep slope. In addition it is the
consultants opinion (also shared by the Health Department)
that septic systems do not provide the reliability for long
life to serve a project of this magnitude. With these
limitations, septic systems were eliminated from futher
consideration.
WASTEWATER TREATMENT AND LAND APPLICATION
Having eliminated surface discharge and subsurface
disposal from consideration, attention was directed to the
feasibility, of using land application as the means of
wastewater treatment and disposal. The seven acre area being

considered for drainfields was evaluated by Mountain Geology,
Inc. to determine the feasibility of utilizing this area for
land application of tertiary treated wastewater. The system
would be developed under the Division's Reuse Rules which have
recently been modified to promote these type systems.
Mountain Geology, Inc. found the 7 acre area to contain two
types of'soils, classified as thick and thin areas in Mountain
Geology, Inc. report contained in the appendix. The thin
areas approximately 3 acres were thin depth 15 to 28 inches of
clay loam to sandy loam soils with 20% shist fragments. Even
though usable for land application, this area would be limited
to loading rate of 0.6 - 0.7 gallons per square foot per week.
The thick area contained deeper clay soils 28 to 84 inches.
thick with an allowable application rate of 0.9 - 1.0'gallons
per square foot per week. Based on the allowable loaded rate
in the thick area soils it was determined that only 2.54 acres
would be needed for the 15,000 GPD wastewater flow. Since
sufficient land.area was available in the thicker soils this
area was chosen for the development of a land application
spray field. The thin area soils were chosen for the
development of the wastewater treatment facility and the
associated holding ponds. A copy of the Mountain Geology,
Inc. report is included in the appendix. Sheet 3 of 7 shows
the location of the 7 acre area and soil test boring
locations.

PROPOSED WASTEWATER TREATMENT FACILITY
The N.C. Division of Environmental Management has recently
developed rules to allow the reuse of high quality treated
wastewater, effluents by various uses including land
application. Since Dr. Reed's property contained several
acres suitable for the application of tertiary treated
wastewater, the development of a wastewater treatment and land
application system was chosen as the means of providing
wastewater treatment for the proposed hotel project. The
major items included in the wastewater treatment system are as
follows:
- Influent sanitary sewer lift station and force main
- Package Tertiary Extended Aeration Wastewater Treatment
Containing Flow Equalization, Dual Aeration Basins, Dual
Clarifiers, Dual Teritary Filters, Effluent Disinfection,
Instrument Turbidity & Flow Measurement, Standby Power
Effluent Holding Pond, 5 Day Capacity, Lined 40 ml Liner
- Irrigation Pond, 405,000 Gallon Capacity
Irrigation Pump House
Irrigation Spray Field, 2.88 Acres Wetted Area
The mechanical tertiary wastewater treatment plant is a
packaged wastewater treatment facility. Sheet 4 of 7 shows a
typical facility layout utilizing equipment available from
Pollution Control, Inc. It is planned to use this type of
standard package plant equipment for the wastewater treatment
plant. The effluent holding pond and irrigation ponds will be

construct on site. Treated wastewater will flow by gravity to
the effluent holding pond and then to the irrigation pond.
The irrigation pump house and wet well will be set such that
the water level in the wet well will fluctuated with the
irrigation pond. The irrigation pump system will be a package
unit to be located within a small pump house located above the
wet well. A standard 4 ft. diameter precast concrete manhole
will be used for the wet well.. The irrigation spray field
will utilize Toro spray heads as show on sheet 6 of 7. These
spray heads are capable of delivering up to 74 GPM on a 100
ft. radius application. This will allow the number of spray
heads to be kept to a minimum.

SYSTEM WATER BALANCE
A water system balance was utilize to establish the size
of the irrigation pond. Elements taken into consideration are
outline and discussed as follows:
EVAPORATION/TRANSPIRATION
Evaporation and Transpiration (ET) data was obtained
through the Henderson County Soil Conservation Service (SCS)
which shows the ET values for this area to range from 0.6 to
4.25 inches per month. The appendix contains this data in
graph form provided by SCS.
PERMEABILITY
The soil permeability data was provided'by the SCS and
verify by Mountain Geology, Inc. to be 0.6 to 2.0 inches per
hour. If you assume that the site would constantly provide
a permeability of 0.6 to 2.0 inches per hour, then no storage
would be needed. However, during wet periods the soils would
become saturated resulting in runoff. In order to establish
a monthly permeability rate it was assumed that the site would
reach saturation during rainfall events and that the site
would provide only 6.5 inches/month of permeability. This
gave a total loss from the site ranging from 7.1 to 10.65
inches per month.
PRECIPITATION
Precipitation data was obtained from the Climatic Center
in Asheville, N.C. and included in the appendix.
Precipitation data for this area ranged from 3.25 to 4.52

inches per month. This was based on the current record period
from 1965 through 1994.
ALLOWABLE IRRIGATION AND STORAGE REQUIREMENTS
Using the total site loss and the precipitation data the
allowable irrigation ranges from 3.58 to 6.52 inches per
month. This results in the maximum cumulative storage at
maximum of 5.16 inches during the month of March. Using the
application area of 2.88 acres and the 5.16 inches this
results in the maximum required storage of 405,000 Gallons.
The irrigation pond has been sized accordingly at 405,000
gallons which at design flow of 15,000. GPD gives 27 days of
storage. With the 5 day effluent holding pond, the system has
32 days total storage capacity.
The following page lists the data for the water balance
analysis.

WATER BALANCE FLOW ANALYSIS
PROPOSED WASTEWATER LAND APPLICATION
SYSTEM
DR. HAROLD REED PROPERTY
A B
C (A+B)
D-
G (C=D),
H (J-G)
I
MONTH ET PERM
TOTAL
- PREC.
ALLOW..
CHANGE CUMMUL.
LOSS
IRR.
STORAGE STORAGE
JAN. 0.95 6.50
7.45
3.25
4.20
0.80
2.87
DEB. 1..25 6.50
.7.75
3.91.
3.84
1.16 ; .".
4.03,
MAR. 2.00 6.50.
8.50
4.63
3.87
1.13
.5.16
APR. 3.20 6.50
9.70
3.36
6.34
-1.34
3.83
MAY 3.60 6.50
1010.
4A3
5.67
-0.67
3.16
J U N E 4.25 6.50
10.75
4.23
6.52
-1.52
1.64
JULY 4.15 6.50
. ' 10.65
4.52
6.13
-1.13
0.51
AUG.. 3.60- 6.50
10.10
4.69
5.41
-0.41 . ,
0.10
SEPT. 3.00 6.50-
9.50
3.87
5.63
0.63.
*0
'OCT. t80 6.50
-8.30
3.59
4.71
0.29
0.29
NOV.. 1-.20 6.50
7.70
3.59
4.11
- 0:89
1.18
DEC.. .0.60 6.50
,-7.10.
3.52
3.58
1..42
2.07
TOTAL
47.59
60.01
MEAN
3.97
5.00 J
ALL UNITS INCHES.PER MONTH
*BEGIN
STORAGE
APPLICATION
AREA AC 2.88
AT MAXIMUM CUMMULATIVE STORAGE FOR MONTH OF -MARCH = 5"16 INCHES
TOTAL STORAGE REQUIRED IS
404585.28 GALLONS
ET EVAPOTRANSPIRATION IN
INCHES PER MONTH
PERM SOIL PERMEABILITY IN INCHES PER MONTH

SPRAY FIELD
The proposed spray field is a portion of the 7 acres evaluated
by Mountain Geology, Inc. and found suitable for application
of treated wastewater. The spray field will be limited to the
thicker soils area where the allowable application rates are
0.9 to 1.0 gallons/sq.ft./week. At the an average allowable
application rate of 0.95 gallons /sq.ft. /week and average daily
flow of 15,000 GPD the require spray field area is as follows :
(15,000 GPD x 7 days/wk)/0.95 gallons/sq.ft./wk =
110,526 sq.ft or 2.54 acres
The spray field provided will be four 200 ft. diameter
spray areas totaling 2.88 acres ( See Sheet 2 of 7 of the
design plans).
The existing mixed hardwood and pine forest will be left
as the vegetative cover. This was recommended by both SCS and
Mountain Geology, Inc. as the best suited vegetative cover.
The large mature trees will greatly increase the. transpiration
of moisture from the site. The existing well established root
systems and thick forest floor mat will be able to absorb the
applied treated wastewater minimizing potential for.runoff.
The spray areas will be kept clear of unwanted undergrowth
that would inhibit distribution from spray heads.

SUMMARY AND RECOMMENDATIONS
Dr. Harold M. Reed. M.D. is requesting a permit for
authorization to construct and operate a 15,000 GPD land
application wastewater treatment facility. Based on the evaluation
of the site it was found that land application was the most
environmentally sound option for providing wastewater treatment for
the proposed hotel complex. Since tertiary treatment is being
provided prior to land application, this type of wastewater
treatment facility is fare superior to surface water discharge and
subsurface disposal type facilities. It is recommended that the
request for permit be approved.

APPENDIX
CONTENTS
SOILS EVALUATION BY MOUNTAIN GEOLOGY, INC.
SOILS MAP AND SOILS DATA - HENDERSON COUNTY SCS DATA
EVAPORATION/TRANSPIRATION DATA
PRECIPITATION DATA
INFLUENT LIFT STATION DESIGN CALCULATIONS
ATTACHMENTS
DESIGN PLANS
SPECIFICATIONS

1-325 Dills Cove Rd. Phone & Fax
Sylva, NC 28779 MOUNTAIN GEOLOGY, INC. (704) 586-39SS
DR.. HAROLD REED PROPERTY
PRELIMINARY SOILS EVALUATION
FOR
EFFLUENT SPRAY IRRIGATION
Summary
Soil and saprolite were examined at 15 auger boring locations in the western portion of this property.
Two material types are present; a "thick" clay loam to silt loam soil - saprolite sequence overlying
felsic gneiss, and "thin" rocky clay loam soil overlying schist.
No indications of groundwater were encountered.
I recommend a 0.9 - 1,0 gallons per square foot application rate for the "thick" sequence and 0.6 - 0.7
gallons for the "thin" material.
Methods of Evaluation
On 05/10/96 soil material was collected and examined in 15 boring locations. Borings ranged from
15 to 84 inches deep. Field observations include the nature of the material, soil texture, soil structure,
and,
if present, groundwater indications.
Soil Characteristics
The "thick" sequence ranges from 28 to 84 inches thick, borings average 63 inches deep. The
overlying soil averages 43 inches thick and has a clay loam to silty loam texture. The underlying saprolite
(where present) averages 33 inches thick and has a silty. loam to sandy loam texture. This sequence is
present in about 75% of the area considered for effluent application.

The "thin" sequence ranges from 15 to 28 inches thick, It is a clay loam to sandy clay loam soil,
containing about 20% schist fragments. It covers about 25% of the area considered.
None of the borings encountered any indication of groundwater.
Recommendations
Soil Conservation Service information suggests the minimum permeability for all this material is 0.6
inches/hour, and in the 0.6 to 2.0 inch/hour range.
I recommend maximum application rates on a once - weekly basis.
thick sequence 0.9 - 1.0 gallons per square foot
thin sequence 0.6 - 0.7 gallons per square foot
These are significantly less than the SCS permeability rates.
A?11142e1&-
MICHAEL H. OWENS
Attachments:
I - Summary Map
H - Soil Boring Logs
;� ��:���ENSF�•9 �:
SE AL
1086
LOG\S••'�
••'•cygf L H. 0��.•••

Attachment II
Dr. Reed Property
Soil Boring Logs
Boring #
Interval
material
texture
comments
(inches)
R-1
0-27
Soil
CIL
27-45
Soil
CIL - Slt L
45-48 TD
Sp
Slt L
TD Rk
R-2
0-28 TD
Soil
Slt L
TD Rk
R-3
0-32
Soil
CIL
32-52
Soil
Slt L
52-84 TD
Sp
Slt L
R-4
0-28
Soil
CIL - Slt L
28-59 TD
Sp
Slt L - SL
TD Rk
R-5
0-36
Soil
CIL
36-84 TD
Sp
Slt L
R-6
.0-74 TD
Soil
CIL
TD Rk
R-7
0-58 TD
Soil
CIL
TD Rk
R-8
0-26
Soil
CIL
26-47 TD
Sp
SIt L - SL
TD Rk
R-9
0-22
Soil
CIL
22-40
Soil
SC1L - L
Cobbly
40-84 TD
Soil/Sp
Slt L - SL
Cobbly
R-10
0-24 TD
Soil
SCIL
20% Rk
fragments
TD Schist
R-11
0-28 TD
Soil
SC1L
10-20% Rk
fragments
TD Schist
R-12
0-42
Soil
CIL
42-64 TD
Sp
S1tL - SL
TD Rk
R-13
0-28 TD
Soil
CIL
20% Rk
fragments
TD Schist

R-14
R-15
Notes:
048 TD Soil CIL 20-30% Rk
fragments
TD Schist
0-15TD Soil CIL 20% Rk
fragments
1. No indications of groundwater
2. Structures are subangular blocky in clay loam, silty loam, and loam and granular in sandy
loam

List of Abbreviations
CIL Clay Loam
Loam
Rk
Rock
SCIL,
Sandy Clay Loam
SL
Sandy Loam
Slt L
Silty Loam
Sp
Saprolite
TD
Termination Depth

HENDERSON COUNTY, NORTH CAROLINA — SHEET NUMBER 11
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Scale • 1 :20000

SOIL SURVEY
cessive soil losses. The production potential is high for
hay and pasture plants such as tall fescue, bluegrass,
orchardgrass, clover, and sericea lespedeza. The potential
for apples is high, but slope is a limitation when the soil is
used for this purpose.
This soil has moderate potential for most urban uses.
Permeability and slope limit the performance of septic
tank absorption fields, but this limitation can be reduce([
in places by modifying the field or increasing the size of
the filter area. Low shear strength and slope limit per-
formance and increase maintenance needs when this soil
is used for dwellings or local roads.
This soil has high potential for hardwood~ and pines or
other conifers. There are no major limitations to
woodland use and management. Capability subclass IIIe;
woodland group 2o.
llyE—IIayesville loam, 15 to 25 percent slopes. This
well (trained soil is on smooth ridges at the lower eleva-
tions. Areas are irregularly shaped and are 6 to 30 acres
in size.
Typically, the surface layer is (lark brown loam 4 inches
thick. The subsurface layer is brown loam 4 inches thick.
The subsoil is :36 inches thick. The upper part is yellowish
red clay loam, the middle part is yellowish red and red
clay loam, and the lower part is red sandy clay loam and
sandy loam. The underlying layer is 68 inches thick. The
upper part is red saprolite that crushes to sandy loam,
and the lower part is gray and light gray soft saprolite
that crushes to sandy loam.
Included with this soil in mapping are small areas of
soils that have a surface layer of fine sandy loam, and in
some places there are some small areas of eroded soils.
Also included are small areas of Evard and Fannin soils.
The organic -matter content of the surface layer is
medium. Permeability is moderate, and available water
capacity is medium to high. Shrink -swell potential is low.
Reaction is very strongly acid or strongly acid throughout
the profile unless the soil is limed. Depth to bedrock is
more than 60 inches. The seasonal high water table is at a
depth of more than 6 "feet.
Most areas of this soil have been cleared and are used
for crops or pasture.
This soil has medium potential for most locally grown
crops such as corn, tobacco, beans, and cabbage, but the
hazard of erosion is very severe when the soil is cul-
tivated. Practices such as minimum tillage, using a conser-
vation cropping system that has long-term sod crops, con-
tour farming, grassing of waterways, and establishing
diversions help to reduce soil losses, conserve moisture,
and maintain production. The production potential is
medium for hay and pasture plants such as tall fescue,
bluegrass, orchardgrass, clover, and sericea lespedeza.
Proper pasture management helps to insure adequate
protective cover. The potential for apples is medium, but
slope is a limitation to the operation of spraying and har-
vesting equipment.
This soil has low potential for most urban uses, such as
septic tank absorption fields and dwellings and roads,
because of slope. Extensive modification of the. soil or
major planning, special design, and intensive maintenance
are generally required to overcome the limitation of slope.
Erosion is a hazard where ground cover is removed.
Permeability and slope limit the performance of septic
tank filter fields.
This soil has high potential for hardwoods andpines or
other conifers. Slope is the main limitation to woodland
use and management. Capability subclass IVe; woodland
group 2r.
Ko—Kinkora loam. This poorly drained, nearly level
soil is on low terraces along the larger streams. Areas are
irregularly shaped and are 4 to 20 acres in size.
Typically, the surface layer is dark gray loam 7 inches
thick. The subsoil is mottled gray clay loam or clay 26
inches thick. The underlying layer, to a depth of 60
inches, is.mottled gray clay.
Included with this soil in mapping are small areas of
Hatboro and Delanco soils and a few areas of a soil that
is not so wet as Kinkora soils.
The organic -matter content of the surface layer is low
to medium. Permeability is moderately slow, and available
water capacity is high. Shrink -swell potential is moderate.
Reaction is. very strongly acid or strongly acid throughout
the profile unless the soil is limed. Depth to bedrock is
more than 72 inches. The seasonal high water table is at
or near the surface for 2 to 6 months each year. This soil
is subject to occasional, brief flooding.
Most areas of this soil are cleared and used for crops or
pasture.
This soil has medium production potential for corn and
water -tolerant plants such as tall fescue, clover, and reed
canarygrass. Production is limited because of flooding and
a seasonal high water table.
This soil is slow to warm up in spring. Management
practices such as minimum tillage, using cover crops, in-
cluding legumes and grasses in the conservation cropping
system, and (training the surface help to maintain soil
tilth and production potential. Wetness limits the use of
this soil for apple orchards. Winter crops, such as wheat,
are commonly damaged by excessive wetness.
This soil has low potential for most urban uses. Slow
permeability, a seasonal . high water table, and flooding
limit the use of the soil for building sites, septic tank ab-
sorption fields, and roads. The limitation of flooding and
the moderate shrink -swell potential are difficult and
costly to overcome. Special design and intensive main-
tenance are needed for roads and dwellings.
This soil has high potential for water -tolerant hard-
woods and pines. Wetness is the main limitation to
woodland use and management. Capability subclass IVw;
woodland group 2w.
PoE—Porters stony loam, 15 to 25 percent slopes.
This well drained soil is on mountainsides. Areas are elon-
gated and are 6 to 25 acres in size. Stones cover 5 to 15
percent of the surface.
Typically, the surface layer is very dark grayish brown
stony loam 6 inches thick. The subsoil is 26 inches thick.

HENDERSON COUNTY, NORTH CAROLINA
43
water from seepage, nearly continuous rainfall, or a combination of
these.
Poorly drained. —Water is removed so slowly that the soil is satu-
rated periodically during the growing season or remains wet for
long periods. Free water is commonly at or near the surface for
long enough during the growing season that most mesophytic crops
cannot be grown unless the soil is artificially drained. The soil is not
continuously saturated in layers directly below plow depth. Poor
drainage results from a high water table, a slowly pervious layer
within the profile, seepage, nearly continuous rainfall, or a combina-
tion of these.
Very poorly drained. —Water is removed from the soil so slowly
that free water remains at or on the surface (luring most of the
growing season. Unless the soil is artificially drained, most
mesophytic crops cannot be grown. Very poorly drained soils are
commonly level or depressed and are frequently ponded. Yet, where
rainfall is high and nearly continuous, they can have moderate or
high slope gradients, as for example in "hillpeats" and "climatic
moors.
Erosion. The wearing away of the land surface by running water, wind,
ice, or other geologic agents and by such processes as gravitational
creep.
Erosion (geologic). Erosion caused by geologic processes acting over
long geologic periods and resulting in the wearing away of moun-
tains and the building up of such landscape features as flood plains
and coastal plains. Synonym: natural erosion.
Erosion (accelerated). Erosion much more rapid than geologic ero-
sion, mainly as a result of the activities of man or other animals or
of a catastrophe in nature, for example, fire, that exposes a bare
surface.
Excess fines. Excess silt and clay. The soil does not provide a source of
gravel or sand for construction purposes.
Favorable. Favorable soil features for the specified use.
Flooding. The temporary covering of soil with water from overflowing
streams, runoff from adjacent slopes, and tides. Frequency, dura-
tion, and probable dates of occurrence are estimated. Frequency is
expressed as none, rare, occasional, and frequent. None means that
flooding is not probable; rare that it is unlikely but possible under
unusual weather conditions; occasional that it occurs on an average
of once or less in 2 years; and frequent that it occurs on an average
of more than once in 2 years. Duration is expressed as very brief if
less than 2 days, brief if 2 to 7 days, and long if more than 7 days.
Probable dates are expressed in months; November -May, for exam-
ple, means that .flooding can occur during the period November
through May. Water standing for short periods after rainfall or
commonly covering swamps and marshes is not considered flooding.
Grassed waterway. A natural or constructed waterway, typically broad
and shallow, seeded to grass as protection against erosion. Conducts
surface water away from cropland.
Horizon, soil. A layer of soil, approximately parallel to the surface, hav-
ing distinct characteristics produced by soil -forming processes. The
major horizons of mineral soil are as follows:
0 horizon. —An organic layer, fresh and decaying plant residue, at
the surface of a mineral soil.
A horizoie.—The mineral horizon, formed or forming at or near the
surface, in which an accumulation of humified organic matter is
mixed with the mineral material. Also, a plowed surface horizon
most of which was originally part of a B horizon.
A2 horizon. —A mineral horizon, mainly a residual concentration of
sand and silt high in content of resistant minerals as a result of the
loss of silicate clay, iron, aluminum, or a combination of these.
B horizon. —The mineral horizon below an A horizon. The B horizon
is in part a layer of change from the overlying A to the underlying
C horizon. The B horizon also has distinctive characteristics caused
(1) by accumulation of clay, sesquioxides, humus, or a combination
of these; (2) by prismatic or blocky structure; (3) by redder or
browner colors than those in the A horizon; or (4) by a combination
of these. The combined A and B horizons are generally called the
solum, or true soil. If a soil lacks a B horizon, the A horizon alone is
the solum.
C horizon. —The mineral horizon or layer, excluding indurated
bedrock, that is little affected by soil -forming processes and does
not have the properties typical of the A or B horizon. The material
of a C horizon may be either like or unlike that from which the
solum is presumed to have formed. If the material is known to
differ from that in the solum the Roman numeral II precedes the
letter C.
R layer. —Consolidated rock beneath the soil. The rock commonly
underlies a C horizon, but can be directly below an A or a B
horizon.
Irrigation. Application of water to soils to assist in production of crops.
Methods of irrigation are —
Border. —Water is applied at the upper end of a strip in which the
lateral flow of water is controlled by small earth ridges called
border dikes, or borders.
Basin. —Water is applied rapidly to nearly level plains surrounded
by levees or dikes.
Controlled hooding. —Water is released at intervals from closely
spaced field ditches and distributed uniformly over the field.
Corrugation. —Water is applied to small, closely spaced furrows or
ditches in fields of close -growing crops or in orchards so that it
flows in only one direction.
Furrow. —Water is applied in small ditches made by cultivation im-
plements. Furrows are used for tree and row crops.
Sprinkler. —Water is sprayed over the soil surface through pipes or
nozzles from a pressure system.
Subirrigation.—Water is applied in open ditches or tile lines until
the water table is raised enough to wet the soil.
Wild hooding. —Water, released at high points, is allowed to flow
onto an area without controlled distribution.
Large stones. Rock fragments 10 inches (25 centimeters) or more
across. Large stones adversely affect the specified use.
Loam. Soil material that is 7 to 27 percent clay particles, 28 to 50 per-
cent silt particles, and less than 52 percent sand particles.
Low strength. Inadequate strength for supporting loads.
Morphology, soil. The physical makeup of the soil, including the tex-
ture, structure, porosity, consistence, color, and other physical,
mineral, and biological properties of the various horizons, and the
thickness and arrangement of those, horizons in the soil profile.
Parent material. The great variety of unconsolidated organic and
mineral material in which soil forms. Consolidated bedrock is not
yet parent material by this concept.
Percolation. The downward movement of water through the soil.
Peres slowly. The movement of water through the soil adversely affect-
ing the specified use.
Permeability. The quality that enables the soil to transmit water or air,
measured as the number of inches per hour that water moves
through the soil. Terms describing permeability are very slow (less
than 0.06 inch), slow (0.06 to 0.20 inch), moderately slow (0.2 to 0.6
inch), moderate (0.6 to 2.0 inches), moderately rapid (2.0 to 6.0
inches), rapid (6.0 to 20 inches), and very rapid (more than 20
inches).
Piping. Moving water forms subsurface tunnels or pipelike cavities in the
soil.
Profile, soil. A vertical section of the soil extending through all its
horizons and into the parent material.
Reaction, soil. The degree of acidity or alkalinity of a soil, expressed in
pH values. A soil that tests to pH 7.0 is described as precisely
neutral in reaction because it is neither acid nor alkaline. The
degree of acidity or alkalinity is expressed as —
pH
Extremely acid ..................................................Below
4.5
Very strongly acid..............................................4.5
to 5.0
Stronglyacid........................................................5.1
to 5.5
Mediumacid........................................................5.6
to 6.0
Slightly acid........................................................6.1
to 6.5
Neutral..................................................................6.6
to 7:3
Mildly alkaline .............. :.....................................
7.4 to 7.8
Moderately alkaline............................................7.9
to 8.4
Strongly alkaline................................................8.5
to 9.0
Very strongly alkaline...............................9.1
and higher

(✓4 b7J 3t3J'
HENTJEF'SON SO I L & IJATER
704 695 5832 P.81
Post-itn Fax Note
7671
Data
1-1.30
p# Of
ges
7o
From
CoJDept. V
Co:
!7 O
Phone #
Phone #
C1
Fax a
Fax #
WEATHER AND CLIMATE
IN NORTH CAROLINA
Current revision prepared. by
D. L. Epperson, Assistant State Climatologist-
G. L. Johnson, Extension Specialist, Agricultural Meteorology
J. M. Davis, State Climatologist
P. J: Robinson, Coordinator of the State Climate Program
Agricultural Extension Service
North. Carolina State University

_ ti - _ I- , i I ILIi JL 1 L a�l 'J" I cr.
I e_I•� o �._ � _ _� r .:JC
ENR
E 5
0
0
ASHEVILLE , N. C.
EvopOration
---- precipitotion
­.. - I •, M M J J A S 0 N 0 J
s
•0
0
Month
RALEICH,N.C:
--�-� Evaporation
PrCCipitation
. v r M A. M J J A S 0 N 0 J
Month
r m A M J J. A S 0 N 0 J
Month
.,Figure. 11.
:.Average monthly evaporation (computed) and
precipitation for Asheville, Raleigh, and
.. Wilmington.
dries out by evaporation, but not much moisture is
lost after the top layer of the soil becomes dry. The
dry layer at the top makes it difficult for water to
come to the surface from deeper layers. During the
first 24 hours after a rain, bare, wet soil may return
as much as 'A inch of water to the air in summer.
After the top of the soil dries, however, it may take
5 to 10 days for another ;/3 inch of moisture to
evaporate.
By far the greatest amount of evaporation is
through the plants that cover the state: the trees,
crops, lawns, weeds, and other vegetation. The water
enters the roots from the soil and travels up to the
leaves where it is evaporated by the process called
transpiration.
Unlike rainfall, evaporation is a steady process that
varies only slightly from week to week. It is also very
uniform over the entire state. Contrary to what one
might expect, the type of plant makes little difference
in the Amount of evaporation that occurs. `*hen the
soil is well supplied with water, a forest evaporates
no more per unit area than a lawn, nor a field of corn
more than alfalfa. Plants undergoing drought stress
transpire less than healthy plants, depending on the
severity of the drought, and dormant -vegetation does
not transpire at all.
There is a continuous contest between evaporation
and rainfall. When rainfall exceeds evaporation, the
soil contains ample water. When evaporation exceeds
rainfall for any lengthy period, however, the soil will
have a deficiency of water. The average values of
evaporation versus rainfall for three locations in
North Carolina are given in Figure 11.
In winter, the amount of water received through
rainfall is considerably greater than that Iost by
evaporation. In the early summer the picture is dif-
ferent. As can be seen from Figure 11, rainfall at that
time of year averages somewhat less than evapora-
tion, This means that the soil begins to dry, a situa-
tion that occurs often in the warm season over much
of the nation. Furthermore, in summer the rains do
not come regularly but occur in unevenly spaced
showers. During some of these showers the rain falls
faster 'than the soil can absorb it or in a greater
amount than the soil'can hold. Thus, some of the rain-
fall is lost in runoff from the earth's surface. This
means that the effective rainfall is somewhat less
than the total received.
North Carolina rarely experiences severe -droubhts
such as those that occur at times in the Great Plains.
However, as is true with most other "humid" areas
of the nation, North Carolina does have recurring
deficiencies of rainfall. The state actually receives suf-
ficient rainfall almost every year, but in some years
much of it comes in the winter when it is not needed
by crops_ Almost every summer a certain amount of
12
TOTAL P.©2

NORMALS, MEANS, AND EXTREMES
ASHEVILLE, NORTH CAROLINA
EAI•ITUDG: 35' 26' N LONGITUDE.: 82" 33' W FI.FVAI'[ON: 1-7. GRND 2140 I3AIZO 2161 TIME "LONE: EASTI3RN W13AN: 03812
a
JAN
IT13
MAR
I APR
MAY
JUN
JUL
I AUG
I SIT
0C'1'
I NOV
DEC
YEAR
'TEMPERATURE "F
Normals
-Daily Maximum
46.5
50.0
59.2
67.8
75.0
80.4
83.0
82.1
76.9
68.3
59.3
50.3
66.6
-Daily Minimum
24.8
27.4
35.4
42.6
.50.9
58.3
62.7
61.9'
55.5
43.5
35.7
28.6
43.9
-Monthly
35.7
38.7
47.4
55.2
63.0
69.4
72.8
72.0
66.2
55.9
47.5
39.5
55.3
lixlrcmcs
-Record I lighcst
30
78
77
83
89
91
96
96
100
'92
86 '
81
78
100
-Year
1975
1989
1985
1972
1969
1969
1988
1983
1991
1986
1974
1971
AUG 1983
-Record Lowest
30
-16
-2
2
22
28
35
44
42
30
21
8
-7
-16
-Year
1985
1967
1993
1987
I989
1966
1988
1986
1967
1976
1970
1983
JAN 1985
NORMAL. DEGREE DAYS:
I Ieating (base 65 "F)
908
736
546
298
1 l7
18
5
5
64
295
525
791
4308
Cooling base 65 "F
0
0
0
0
55
150
247
222
100
13
0
0
787
%n OF POSSIBLE SUNSHINE
30
55
60
61
66
61
63
60
54
56
62
59
55
59
,v1E.AN SKY COVER(tenths)
Sunrise - Sunset
30
6.1
5.9
6.0
5.6
6.2
6.2
6.4
6.4
6.2
5.2
5.5
6.0
6.0
WAN NUMBER OF DAYS:
Sunrise to Sunset
-('Lear
30
9.3
9.0
8.9
9.9
7.3
6.3
5.3
4.8
7.1
12.0
10.6
9.7
100.2
-Partly Cloudy
30
7.3
6.3
8.3
8.5
10.4
12.1
13.6
13.6
10.4
8.0
7.2
7.2
112.8
-Cloudy
30
14.4
12.9
13.8
11.6
13.3
11.6
12.1
12.6
12.5
11.0
12.3
14.2
152.3
Precipitation
.01 inches or more
30
10.3
9.3
11.5
9.4
11.8
11.3
12.0
12.8
9.6
8.1
9.5
9.7
125.3
Snow,lce Pellets,I{ail
1.0 inches or more
30
1.3
1.2
0.7
0.2
0.0
0.0
0.0
0.0
0.0
0.0
0.2
0.5
4.0
Thunderstorms
30
0.3
0.7
2.3
3.3
6.7
7.9
9.4
8.6
3.3
0.8
0.8
0.3
44.4
I Leavy Fog Visibility
1/4 mile or less
30
4.0
3.1
2.3
2.4
5.5
8.0
9.2
13.9
12.0
8.1
4.3
4.5
77.3
Tcmperaturc "F
-Maximum
90" and above
30
0.0
0.0
0.0
0.0
0.1
1.7
5.0
2.4
0.3
0.0
0.0
0.0
9.5
32" and below
30
3.1
1.5
0.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.9
5.9
-Minimum
32' and below
30
23.2
20.1
13.3
4.2
0.3
0.0
0.0
0.0
0.'
4.1
13.3
20.5
99.1
0" and below
30
0.6
0.'
().0
().0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
0.7
AV. STATION PRES. mb
22
941.7
941.4
940.2
940.3
941.0
942.2
943.5
944.0
944.0
944.0
943.4
942.8
942.4
RELATIVE HUMIDITY (%)
flour01
30
81
78
79
78
89
93
95
96
96
91.
85
82
87
1four 07(Local Time)
30
85
83
84
85
92
94
96
97
97
94
88
86
90
flour13
30
59
55
53
50
57
60
62
63
63
56
56
59
58
flour IQ
30
68
62
60
55
67
70
74
78
81
74
69
70
69
PRECIPITATION (ins):
Water Equivalent
-Normal
3.25
3.91
4.63
3.36
4.43
4.23
4.52
4.69
3.87
3.59
3.59
3.52
47.59
-Maximum Monthly
30
7.47
8.07
9.86
7.26
8.83
10.73
9.92
11.28
9.12
8.82
7.76
8.48
11.28
-Year
1978
1990
1975
1979
1973
1989
1982
1967
1977
1990
1979
1973
AUG 1967
-Minimum Monthly
30
0.45
0.44
0.77.
0.25
1.06
0.90
0.46
0.52
0.16
0.19
1.19'
0.16
0.16
-Year
1981
1978
1985
1976
1988
1990
1986
1981
1984
1991
1981
1965
SLIP 1984
-Maximum in 24 hrs
30
2.95
3.47
5.13
3.06
4.95
3.93
4.02
5.10
3.41
3.06
4.03
2.66
5.13
-Year
1978
1982
1968
1973
1973
1987
1969
1990
1975
1990
1977
1973
MAR 1968
Snow,lcc Pellets,l tail
-Maximum Monthly
30
17.6
2515
18.2
11.5
T
l'
T
T
0.0
T
9:6
16.3
25.5
-Year
1966
1969
1993
1987
1993
1991
1994
1990
1993
1968
1971
FEB 1969
-Maximum in 24 hrs
30
14.0
11.7
16.5
11.5
.1'
.1•
I
T
0.0
T
5.7
16.3
16.5
-Year
1988
1969
1993
1987
1993
1991
1994
1990
1993
1968
1971
MAR 1093
WIND:
Mean Speed (mph)
30
9.5
9.5
9.4
8.8
7.1
6.1
5.9
5.4
5.7
6.7
8.1
8.9
7.6
Prevailing Direction
Fastest Obs.' 1 Min.
-Direction (!!)
30
34
34
33
22
34
36
35
34
32
33
32
34
34
-Speed(mph)
40
60
48
44
40
40
43
40
35
35
40
44
60
-Year
1975
1972
1993
1970
1971
1977
1966
1973
1980
1972
1974
1965
17G131972
Peak Gust
-Direction (!!)
11
NW
NW
NW
N
N
N
S
NW
N
NW
N
NW
NW
-Speed(mph)
11
49
54
64
51
44
52
60
43
37
40
49
49
64
-Date
1984
1987
1993
1988
1992
1987
1990
1993
1992
1990
1989
1992
MAR 1993
(!!) See Reference Notes on Page 6B
Page 3

William G. Lapsley &Associates P.A. JOB � � � �� `��"�� � ��� I CD?i z � L�
Consulting Engineers and Land Planners SHEET rlo. of z
1635 Asheville Highway
PCALCULATED BY DATE
Post Office BOX 546
HENDERSONVILLE, NORTH CAROLINA 28793
[phone] . FAX [phone] CHECKED BY DATE
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William G. Lapsley & Associates, P.A.
Consulting Engineers and Land Planners
1635 Asheville Highway
Post Office Box 546
HENDERSONVILLE, NORTH CAROLINA 28793
[phone] • FAX [phone]
JOB j? .
I� (a Zvi; --�rt-r
P2.z)PKZ!��
SHEET NO.
OF
CALCULATED BY
DATE
CHECKED BY
DATE
SCALE
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7-0r44- /71 rpdD
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Section GRINDER Page 109
Date*d SEPTEMBER 1993
Performance I
Curve Em
RPM: 3500 Discharge- 2"
707
60-
30
20-
10-
225
200
175
151
125
ff
,E
MODEL
MAX. IMP
SPGH/G2HX750 6.87"
SPGH/G2HX500 6.75"
SPGH/G2HX300 5.25"
NOTE: 6.87" trim is a different
impeller/volute combination.
Refer to factory for trim
selections beyond 6.75'.
M
IN
�0
15 3 0 45 60 75 90 105 120
5 10 15 20 25 30
Operating point must fall within curve.
Conditions of Service:
AURDRAPUMP CT* PUMPS
A UNIT OF GENERAL SIGNAL GPM: ';S(O TDH: HYDROMATI

!� 1 1 _
11
�! JUL 2 21996
TECHNICAL SPECIFICATIONS d AsheaifieRegionalOfrice
.for
WASTEWATER TREATMENT AND LAND APPLICATION SYSTEM
to serve
DR. HAROLD M. REED, M.D. PROPERTY
HENDERSON COUNTY
NORTH CAROLINA
Prepared by
William G. Lapsley & Associates, P.A.
Consulting Engineers
1635 Asheville Highway
Hendersonville,.North Carolina
June, 1996
";z.S'�6

SECTION 06225
DIVISION 6 FLOW:EQUALIZATION
WASTEWATER TREATMENT SYSTEM (STEEL)
A. DESCRIPTION OF WORK
The work covered under this section shall consist of
furnishing all materials, labor, equipment, and services
necessary for the installation of a complete factory built
(prefabricated) flow equalization wastewater treatment system.
The system shall be complete and ready for operation in
accordance with the drawings and specifications stated in this
section.
B. TANK CONSTRUCTION
The principal component of the treatment system shall be its
steel tank within which the wastewater flow equalization
process is to take place.
The tank shall be 1/4-inch steel plate joined by arc.welding
with fillets of adequate section for the joint involved.
Walls shall be continuous and watertight and shall be
supported by structural members were required. 'The Contractor
shall provide necessary field assembly including weld when
required. For cathodic protection, four 9-pound magnesium
anodes shall be furnished. Anodes are to be buried by the
Contractor and securely connected to the tank walls by heavy
copper wire in good electrical contact thereto. A poured
concrete foundation slab shall be provided by Contractor in
the field for anchoring the steel tank.
The inside and outside surfaces of the tank shall have all
rust, mill scale, flux fumes, oxides, grease and oil removed
by commercial sandblasting. Immediately after sandblasting,
one coat of Bakelite Chromate Primer, and one coat of green
enamel is made from a combination of alkyd resin and
chlorinated rubber and the combination of these two coats
gives the preparation outstanding water resistance and high
durability. The primer coat shall be equivalent to ##69409 and
the finish coat equivalent to d#67323 as manufactured by the
Perry & Derrick Company, Incorporated, Cincinnati, Ohio.
C. FLOW EQUALIZATION/SLUDGE HOLDING CHAMBER
The flow equalization chamber shall be of 3,75'0gallon minimum
capacity each to provide a minimum 4 hour period of retention.
The tank shall be filleted on each side, at the bottom to
prevent sludge accumulation, and at the top to enhance
rotation of tank contents and prevent scum and froth
accumulation. The flow equalization/sludge holding chamber
shall be constructed with air diffusers placed longitudinally
along one side of the chamber so as to., in conjunction with
the flow control baffles, enhance the spiral rotation of

chamber contents. The proportion of chamber width, in
direction of rotation, shall not exceed 1.33 to 1 and shall be
in such proportion that the velocity of rotation so prompted
shall be sufficient to scour the chamber's bottom and prevent
sludge filleting, as well as to prevent escape to the surface
of minuscule air diffusion bubbles and by so causing their
entrapment to provide maximum oxygenation efficiency.
D. AIR DIFFUSION SYSTEM
Diffuser air shall be supplied by one (1) positive
displacement blower, of ample size based on tank cleansing
velocities to provide a minimum of one diffuser for every 6"
of aeration tank length.. With this spacing, the air flow per
diffuser shall range from 1-1/4 to 3 C.F.M. which gives a
minimum air velocity of 40 feet per second through the
diffuser orifice. This minimum air velocity shall be
maintained to insure sufficient velocity for self cleansing.
The diffusers shall be parallel to and near the base of the
fillet and at an elevation which will provide the optimum
diffusion and mixing of the tank contents. The diffuser
assembly shall be easily removed from the tank and shall be
equipped with an air regulating valve permitting adjustment of
the air flow or complete shut-off. It shall be designed to
handle a wide range of air flow, varying the orifice opening
automatically to the air flow, thus insuring small uniform
bubble distribution. The oxygen transfer capacity of each
diffuser shall be such that an adequate supply of oxygen will
be maintained in the aeration chamber to meet treatment
requirements of the design sewage load.
E. BLOWER UNITS
There shall be one (1) blower/motor unit supplied, meeting the
following specifications: The blower shall have a 24-hour
timeclock to vary the air supply in 15 minute intervals and
shall deliver 16 C.F.M. @ 4 psi. The motor drive shall be 1.0
H.P., 1750 R.P.M., 230 volt, /-phase, 60 cycle, motor with V-
belt drive. The blower and motor shall be mounted on slide
rails to maintain proper belt tension, and enclosed in a
weatherproof enclosure. For easy access to the controls,
blower and motor, access doors, equipped with locking device,
shall be supplied. For proper air ventilation, air louvers
shallbe placed in the enclosure- on the blower and motor
chamber side. For the reduction of the inlet air noise and
the filtration of the inlet air, there shall be supplied an
Air -Maze dry type filter -silencer as manufactured by the
Rockwell Standard Corporation, or approved equal. Each blower
shall be equipped with separate gate valve and check valve on
discharge line to facilitate easy removal of unit.

F. FLOW EQUALIZATION CHAMBER PUMPS AND CONTROLS.
The effluent from the flow equalization tank will be pumped to
the constant flow control system as shown on the contract
drawings. The Contractor shall furnish and install two (2)
submersible sewage pumps constructed of a heavy duty cast iron
body. It shall be of the non -clogging design with recessed
type open impeller, mechanical seal, stainless steel shaft,
and shall be of a dependable and proven design. The pump(s)
shall deliver 28 GPM @ 15 TDH. The motor drive shall be 2
HP.
Motors shall be the submersible type, with permanent split
capacitor, and oil filled, approved for use in domestic
sewage. Unless otherwise noted on the contract drawings, the
motors shall e for s..+64,6 phase 230 volt with built-in
automatic reset overload protection. '
All.iron parts shall be coated inside and out with baked -on
epoxy paint. All machined surfaces shall be recoated with
epoxy after machining.
The sewage pump(s) shall be controlled by a switching system
to turn the unit(s) on and off and a high water alarm to
signal pump malfunctions. The switch shall consist of a
sealed float containing a tube of mercury in contact with
power leads.
In addition to the on and off control float (s) , there shall be
a separate float control for the high water alarm. This float
switch, when activated, shall activate an audible signal and
visible light. It shall be on separate electrical circuit
from the pump power line and shall be equipped with a test
switch.
The control system shall be adjustable to meet the required
size pumps and for different sizes and shapes of pump
chambers. It shall be sealed in a NEMA approved panel -for use
in corrosive environments such as sewage pumping chambers.
The Contractor shall submit full.schematic diagrams for the
control system to the Engineer for approval prior to
installation. The system shall. be as manufactured by
Waterguard Company, Inc. or an approved equal.
G. SERVICE WALKWAY
Galvanized open grip safety grating panels shall be provided
for walkways to service the plant equipment. The grating
panel shall be 18" maximum in width and constructed of 14
gauge galvanized sheet metal formed, perforated, and extruded
so as to permit maximum open area. The maximum weight of each
panel shall not exceed 55 pounds and each panel shall have a
safe uniform load carrying capacity of 50 pounds/sq. feet
without excessive deflection.

H. INLET BAR SCREEN
A bar screen shall be provided at the influent port to remove
any unusually large solids from the incoming raw sewage. The
bar screen shall be fabricated from one-half inch diameter
bars spaced one inch apart and arranged as shown on the
drawings.
The bars shall be sloped to permit easy cleaning of
accumulated debris. A drying deck shall be furnished for
drying this debris. The bar screen shall have the same
protective coating as specified for the steel tank.
I. CONTROLS
The necessary controls for each blower motor and associated
plant equipment shall, be housed within the NEMA 3R blower
cabinet.' The'.' *"control section shall be isolated by the
removing the front cover. The blower, motor and pulley
section of the blower housing shall be isolated by the
removable control subpariel. Across the line, magnetic
starters with overload. protection shall be supplied for blower
motor and spray pump. Hand off auto switches shall be
supplied with the automatic circuit interlocked to run the
spray clock.. Duplex or:: stand-by blower panels shall be
preprogrammed to alternate automatically. Individual off -on
switches are provided when associated plant equipment is
supplied. All electric. equipment and circuitry shall be
protected by a properly sized circuit.breaker.
J. START-UP SERVICE
At the time the sewage treatment plant is filled with water or
sewage, power connections are completed, and all equipment is
approved for service, the Contractor shall provide the
services of a representative of the manufacturer who shall
instruct the Owner's representative in the proper maintenance -
and operation of the sewage treatment plant, including
instructions, -in conducting all required operation tests. The
manufacturer.'.s representative'shall turn over to.the Owner's
representative at that time a service manual outlining, in
detail, all operation instructions and procedures.
K. GUARANTEE
The manufacturer of the treatment plant shall guarantee for 15
months from date of shipment, or 12 months form date of start-
up, whichever occurs first, that the structure and all
equipment shall be free form faults in materials and
workmanship. The manufacturer shall furnish replacement parts
for any component proven defective during the guarantee
period.'

L. MANUFACTURER'S QUALIFICATIONS
These specification's describe a factory built wastewater
treatment flow equalization/sludge holding system deemed most
suitable for the service anticipated by the Engineer. The
treatment system furnished by the Contractor shall be the
product of a manufacturer within a minimum of five (5) years
experience in the design and fabrication of wastewater
treatment plant equipment.
For the sake of this contract acceptable manufacturers are
those listed below unless approved otherwise by the Engineer:
1. Clow Corporation , Florence, Kentucky
2. Pollution Control, Inc.,'Cincinnati, Ohio
I

SECTION 06230
DIVISION 6 WASTEWATER TREATMENT PLANT -
WASTEWATER TREATMENT SYSTEM PACKAGE TYPE (STEEL)
A. DESCRIPTION OF WORK
The work covered under this section shall consist of
furnishing all materials, labor, equipment, and services
necessary for the installation of a complete factory
built (prefabricated) wastewater treatment plant. The
plant shall be complete and ready for operation in
accordance with the drawings and specifications stated in
this section.
The treatment plant shall be of the activated sludge
type, specifically known as "Extended Aeration" designed
for treating 15,000 gallons per day of 250 PPM -
BODS domestic sewage.
B. TANK CONSTRUCTION
The principal component of the treatment plant shall be
its steel tank within which the wastewater treatment
process is to take place.
The tank shall be.1/4-inch steel plate joined by arc
welding with fillets of adequate section for the joint
involved. Walls shall be continuous and watertight and
shall be supported by structural members were required.
The Contractor shall provide necessary field assembly
including weld when required. For cathodic protection,
four 9-pound magnesium anodes shall be furnished. Anodes
are to be buried by the Contractor and securely connected
to the tank walls by heavy copper wire in good electrical
contact thereto. A poured concrete foundation slab shall
be provided, by Contractor in the field for anchoring the
steel tank.
The inside and outside surfaces of the tank shall have
all rust, mill scale, flux fumes, oxides, grease and oil
removed by commercial sandblasting. Immediately after
sandblasting, one coat of Bakelite Chromate Primer, and
one .coat of green enamel is made from a combination of.
alkyd resin and chlorinated rubber and the combination of
these two coats gives the preparation outstanding water
resistance and high durability. The primer coat shall be
equivalent to #69409 and the finish coat equivalent to
#67323 as manufactured by the Perry & Derrick Company,
Incorporated, Cincinnati, Ohio.

C.
AERATION CHAMBER
The aeration chamber shall be of sufficient capacity to
provide a minimum 24 hour period of retention. The tank
shall be filleted on each side, at the bottom to prevent
sludge accumulation, and at the top to enhance rotation
of tank contents and prevent scum and froth accumulation.
The .aeration chamber. shall. be constructed with air
diffusers placed longitudinally along one side. of the
chamber so as to, in conjunction with the flow control
baffles, enhance the spiral rotation of chamber contents.
The proportion of chamber width; in direction of
rotation, shall not exceed 1.33.to 1 and shall be in such
proportion that, the velocity of rotation so prompted
shall be sufficient to scour the chamber's bottom and
prevent sludge filleting, as well as to prevent escape to
the surface of minuscule air diffusion bubbles and by so
causing their entrapment to provide maximum oxygenation
efficiency.
AIR DIFFUSION SYSTEM
Diffuser air shall be supplied by two (2) positive
displacement blower(s), (each) of ample size based on
B.O.D. application to provide a minimum of 2100 cubic
feet of air per pound of B.O.D. applied and/or based on
tank cleaning velocities to provide a minimum of one
diffuser for every 6" of aeration tank length. With this
spacing, the air flow per diffuser shall range from 1-1/4
to 3 C.F.M. which gives a minimum air velocity of 40 feet
per second through the diffuser orifice. This minimum
air velocity shall be .maintained to insure sufficient
velocity for self cleansing. The diffusers shall be
parallel to and near the base of the fillet and at an
elevation which will provide the optimum diffusion and
mixing of the tank contents. The diffuser assembly shall
be easily removed from the tank and shall be equipped
with an air regulating valve permitting adjustment of the
air flow or complete shut-off. It shall be designed to
handle a wide range of air flow, varying the orifice
opening automatically to the air flow, thus insuring
small uniform bubble distribution.. The oxygen transfer
capacity of each diffuser shall be such that an adequate
supply of oxygen will be maintained in the aeration
chamber to meet treatment requirements of the design
sewage load.
E. BLOWER UNITS
There shall be (two) blower/motor unit(s) supplied,
(each) meeting the following specifications: The blower
shall have a 24-hour time clock to vary the air supply in
15 minute intervals and shall deliver 44 C.F.M. @ 5 psi.
The motor drive shall be 2.0 H.P., 1756 RR.P.M., 230 volt,

1-phase, 60 cycle, motor with V-belt drive. The blower
and motor shall be mounted on slide rails to maintain
proper belt tension, and- enclosed in a weatherproof
enclosure. For easy access to the controls, blower and
motor, access doors, equipped with locking device, shall
be supplied. For proper air ventilation, air louvers
shall be placed in the enclosure on the blower and motor
chamber side. For the reduction of the inlet air noise
and the filtration of the inlet air, there shall be
supplied an Air -Maze dry type filter -silencer as
manufactured by the Rockwell Standard Corporation, or
approved equal. Each blower shall be equipped with
separate gate valve and check.valve on discharge line to
facilitate easy removal of unit.
F. CLARIFIER CHAMBER
The Clarifier chamber shall be of ample size to provide
a minimum of 4 hours retention, based upon the average
design flow. The total settling volume shall include the
volume of the upper 1/3 of the sludge hopper. The bottom
of the chamber shall be formed into inverted pyramidal
hopper or hoppers with flat bottom area of each hopper
being not greater than one square foot. Slope of hopper
walls shall not be_ less than 1.7' vertical to 1.0
horizontal. Settled sludge shall be returned from the
clarifier sludge hopper to the aeration chamber by the
positive sludge return system. The clarifier effluent
shall pass over the edge of 'an effluent weir into the
effluent trough and thus out of the chamber. Effluent
weir shall be mounted to permit easy adjustment for level
and height.
G. SLUDGE RETURN SYSTEM
There shall be installed within the clarifier chamber two
airlift sludge return assembly(ies) meeting the following
specifications: The airlift pump shall have a
recirculation capacity of 0% to 100% of design flow. Air
line supplying air to the pump shall be equipped.with a
needle .valve to vary the amount of air to each pump thus
varying the capacity of the airlift pump. Airlift
pump(s) shall be firmly supported and shall be equipped
with a cleanout plug .to allow for easy cleaning and
maintenance.
H. SCUM SKIMMING SYSTEM
There shall be (two) airlift skimming device(s),.(each)
meeting the following specifications: The skimming
device shall be of the positive airlift pump type,
located in the settling tank to skim and return floating
material to the aeration tank. Air line supplying air to
the skimming device shall be equipped with a needle valve

to regulate the rate of return.
I. FROTH CONTROL SYSTEM
A 230 volt, single phase, 8 G.P.M. froth control
pump shall be provided in the clarifier chamber and
sufficient spray nozzles attached to the discharge line
of the pump to insure control of frothing or foaming in
the aeration chamber. The spray nozzle.shall be of the
weighted counter lever type with a flip -open cap for
quick flush cleaning of the nozzles 1/2" diameter
orifice. Spray nozzles shall produce a sharp spray
pattern along the entire length of aeration tank. A
hose bib shall be furnished between the discharge side of
the pump and spray nozzle shut-off valve to provide wash-
up water when required.
J. SERVICE WALKWAY
Galvanized open grip safety grating panels shall be
provided for walkways to service the plant equipment.
The grating panel shall be 18" maximum in width and
constructed of 14 gauge galvanized sheet metal formedy
perforated, and extruded so as to permit maximum open
area. The maximum weight of each panel shall not exceed
55 pounds and each panel shall have a safe uniform.load
carrying capacity of 50-pounds/sq. feet without excessive
deflection.
K. INLET BAR SCREEN
A bar screen shall be provided at the influent port to
remove any unusually large solids from the incoming raw
sewage. The bar screen shall be fabricated from one-half
inch diameter bars spaced one inch apart and arranged as
shown on the drawings.
The bars shall be sloped to permit easy cleaning of
accumulated debris. A drying deck shall be furnished for
drying this debris. The bar screen shall have the same
protective coating as specified for the steel tank.
L.. CHLORINE CONTACT TANK
The Chlorine Contact Tank shall have a capacity of 520
gallons, based upon 50 minutes retention of the average
daily flow. The tank shall be constructed as an integral
part of the Tertiary Unit and be fabricated out of one-
fourth inch steel plate. It shall have the same
protective coating as specified for the Tertiary Unit.
The tank shall have the same structural requirements as
the Tertiary Unit. Sufficient flow baffles will be
supplied to assure proper mixing of the Chlorine solution
with the plant effluent.

M. CHLORINE EQUIPMENT
To provide for chlorination of the sewage treatment plant
effluent, a tablet chlorination unit shall be supplied.
The unit shall be acid and alkali resistant and all parts
which come in contact with the pumped solution shall be
chemically resistant plastic or synthetic rubber.
The chlorinator shall be of tough, corrosion resistant
molded fiberglass and polyvinyl chloride measuring 21-3/4
inches long, 12-1/4 inches wide, and 13-1/4 inches deep.
The feed tubes shall be 24 inches long with an outside
diameter of 3-1/2 inches. Each tube shall hold 29
SANURIL 115 tablets or equivalent which measure 2-5/8
inches in diameter and are 13/16 of -an inch thick.
N. CONTROLS
The necessary controls for each blower motor and
associated plant equipment shall be housed within the
NEMA 3R blower cabinet. The control section shall be
isolated by the removing the front cover. The blower,
motor and pully section of the blower housing shall be
isolated by the removable control subpanel. Across the
line, magnetic starters with overload protection shall be
supplied for blower motor and spray pump. Hand off auto
switches shall be supplied with the automatic circuit
interlocked to run the spray clock. Duplex or stand-by
blower panels shall be preprogrammed to alternate
automatically. Individual off -on switches are provided
when associated plant equipment is supplied. All
electric equipment and circuitry shall be protected by a
properly sized circuit breaker.
0. START-UP SERVICE
At the time -the sewage treatment plant is filled with
water or sewage, power connections are completed, and all
equipment is approved for service, the Contractor shall
provide the services of a representative of the
manufacturer who shall instruct the Owner's
representative in the proper maintenance and operation of
the. sewage treatment plant, including instructions in
conducting all required operation tests. The
manufacturer's representative shall turn over to the
Owner's representative .at that time.a service manual
outlining, in detail, all operation instructions and
procedures..
P. GUARANTEE
The manufacturer of the treatment plant shall guarantee
for 15.months from date of shipment, or 12 months form
date of start-up, whichever occurs first, that the

structure. and all equipment shall be .free form faults in
materials and workmanship. The—. manufacturer shall
furnish replacement parts for° any component proven
defective during the guarantee period,.
Q. MANUFACTURER'S QUALIFICATIONS
These specifications describe a factory built wastewater
treatment plant deemed most suitable for thes service
-anticipated by the Engineer. The treatment plant
furnished by the' Contractor* shall be the 'of a
manufacturer within a minimum of five (5) years
experience in the design and fabrication of, wastewater
treatment plant,equipment,.
For the sake. of this contract' acceptable manufacturers
are those.listed below unless approved otherwise by the
Engineer:
1. Clow Corporation ,'Flotence,.Kentucky
2. Pollution Control, Inc,., Cincinnati, Ohio
R. COMPENSATION
Payment for furnishing and installation of "the equipment
described in this section and as shown on ,the plans shall
be covered under, the contract lump, sum price. for Package
Type Wastewater Treatment Plant as listed in the Bid'
Schedule.
END OF SECTION -

SECTION 06231
DIVISION'6 CONTINUOUS. RECORDING FLOW
WASTEWATER TREATMENT SYSTEM -MEASUREMENT
A. DES"CRIPTION OF WORK
There shall be furniahed.and.ins.talled, as shown on the
contract"drawings,,a recording, indicating,, and
totalizing flow meter; float actuated, for use with a
weir: :The flow meter shall be Model 61M or 61R,, as,-
manufactured...by_Leupold & Stevens, Inc., Beaverton,
-- Oregon .97075, or equivalent.
-- B. METER DESCRIPTION
The meter shall"be entirely mechanically„operated with
an 8-day spring_driven clock to drive the integrating
mechanism and..chart provided,'with a synchronousmotor
clock.for 115V,.60Hz A.C. operation to .drive the .chart
and integrating -mechanism.. Flow shall be'recorded on a
four-'inch.wide•by 50-foot long strip chart with linear
f low graduatiori's . .:..Time scale, ' gearing shall be furnished "
to provide'';10' :incY es'. of chart record per, day.. A seven
digit counter "aha1;1. provide a continuous totalized
di splay,. -of volume.,;: Multiplying factors shallbe clearly
shown• on '*.the-. instrument nameplate. The recording range
of the instrumenit's'hall.be 0 to 0.05 MGD:. The
instrument:.shall be.housed in a high Impact Cycolac
plastic case -with a full face neoprene gasket around the
cover to -hold. -out moisture and dust. Corrosion"
. resi`stan.t metal shall be ,used throughout the instrument.

DIVISION 6 SECTION 06235
WASTEWATER TREATMENT SYSTEM TERTIARY TREATMENT SYSTEM
A. GENERAL
The Contractor shall furnish and install one
prefabricated Tertiary Treatment System complete and
ready for operation in accordance with the plans and
specifications as stated herein. The Tertiary System
shall be a modified rapid sand filter designed
specifically for filtering secondary domestic sewage
treatment plant effluent -and shall be comprised of the
following major components:
1. Two graded media filter cells equipped with air
scouring and backwash distribution systems.
2. A clear well for backwash water storage equipped
with high rate backwash pumps.
3. A backwash surge chamber equipped with low -rate
backwash return pumps.
4. A motor -blower system for air scouring of the
filter media.
5. An electrical control system to provide demand air
scouring and backwashing.
B. OPERATION CONDITIONS
The Tertiary System shall be capable of filtering
secondary.domestic sewage treatment plant effluent at a
rate of 15,000 gallons per day of 40 PPM BOD5 secondary
effluent based, on composite samples of the average daily
flow. The total flow shall be filtered through 2 filter
cells and each having 7 square feet of filter surface.
C. TANK CONSTRUCTION
All tank vessels shall be fabricated of one-fourth inch
structural grade ASTM. designation A-36, steel plates
joined by arc welding with..fillets of adequate section
for the joint involved. All walls shall be continuous
and watertight and shall be supported by supported by
structural reinforcing members where required.
Fabrication and erection shall conform to the appropriate
requirements of "RISC Specification for Buildings."
Connections shall conform to the requirements of the
American Welding Society's Code and shall develop the
full strength of the member.

D. PIPING
All piping within the plant shall be Schedule .40 steel
pipe except as may be noted on other sections of the
specifications or called for on the plans.
E. FLOW DIVISION CHAMBER
A flow division chamber shall be provided at the inlet of
the Tertiary System. The chamber shall be so designed as
to divert the incoming flow proportionally to each of the
filter cells.
F. FILTER CELLS
There shall be furnished 2 filter cells for filtering the
flow through -the Tertiary System. Each cell shall have
not less than square feet of filter surface. Effluent
shall percolate through the filter bed and filter nozzles
to the false bottom. From the false bottom, filtered
water shall flow to the clear well compartment.
G. FILTER MEDIA
Filter media shall be furnished in sealed bags not to
exceed 100 pounds each. The Contractor shall position
the filter media as shown on the plans in the field. The
filter media bed shall consist of eight inches (811) of
sand,_0.80 to 1.20 MM effective size with a uniform
coefficient of 1.4 thru 1.7 and twelve inches (12") of
anthracite 1.08 MM effective size with a uniform
coefficient of 1.42.
H. CLEAR WELL
The clear well shall be located so that the filtrate from
the filter cell shall discharge into the clear well from
the false bottom below the media through a riser and
through the backwash pump. The clear well shall not have
less than 1060 gallons for sufficient volume for
backwashing. An overflow weir trough shall be provided
for gravity effluent discharge.
I. BACKWASH PUMPS
Two backwash pumps shall be furnished and installed in
the clear well so as to automatically backwash the filter
cells at a backwash rate of 15 GPM per square foot of
filter surface area. Each pump shall be rated at 105 GPM
at 18 TDH, 1.4 HP, 230 volt, 60 Cycles, i.3' phase. The
pumps shall be Model 35E2834L as manufactured by Barnes
or an equal meeting the same conditions.

J. AIR SUPPLY FOR MEDIA AIR SCOURING
Facilities for air scouring the filter media prior to
backwash shall be provided. An air distribution system
shall be provided within the filter media. One positive
displacement blower -motor unit shall be supplied, capable
of providing a minimum of one CFM per square foot of
filter bed. The blower shall be capable of delivering 12
CFM when operating at 4 PSI. The blower shall be model
24RAI as manufactured by Roots or equal. The motor. shall
be 1.0 HP, open drip -proof for operation on 230 volt, 1
phase, 60 cycle service, 1740 RPM. The blower -motor
shall be enclosed within, a weatherproof enclosure
equipped with lifting handles and a locking device. All
enclosure surfaces shall be properly prepared in a neat
manner to obtain a smooth, clean and dry surface. All
rust, dust, and mill scale as well as other extraneous
matter shall be removed by means of cleaning by wire
brushing or whatever means are necessary. The enclosure
shall be painted with two ( 2 ) coats of baked beige enamel
finish. For purposes of determination of blower
performance, a pressure relief valve and a pressure gauge
shall be mounted in the air manifold.
K. SURGE CHAMBER
A surge chamber of. the Tertiary System shall be of such size as to handle the total volume of the clear well and
the average incoming .flow during backwash cycle._ Volume
of this chamber shall not be less than 1390 gallons. A
duplex set of pumps shall be provided in the surge
chamber for returning the backwash liquid to the
secondary sewage treatment system. The capacity for each
pump shall be 7 GPM, 0.4 HP, 230 volt, 60 cycles, 1
phase. The pumps shall be Model SE421 as manufactured by
Barnes or an equal meeting the same conditions. A
throttling valve shall be provided on the pump discharge
piping to minimize hydraulic disturbance of the secondary
treatment system.
L. AUTOMATIC CONTROL SYSTEM
A central control system shall be provided for mounting
either on top of the plans or at a remote location -as
indicated on the plans.
When the resistance of the flow.through the filter media
causes the water level over the filter cells to rise to
a predetermined level, a sensing device shall initiate
the automatic air scour/backwash cycle. This cycle is
controlled by a' cam timer in the control panel. The
cycle is set up for an air scour of 4 minutes, a settling
time of 2 minutes, backwash of 5 minutes and a final
settling time of 19 minutes.

N.
rem
a
The controls are housed in a NEMA 3R enclosure. All
electrical equipment and circuitry shall be protected by
properly sized circuit breakers or fuses. The enclosure
shall.be wired for.230 volt, 1 phase, 60 cycle, 4 wire
incoming power.
SERVICE WALKWAY
A service walkway shall be provided to service the plant
equipment and will be approximately 27 inches wide.
Grating panels shall each consist of a one-piece skid -
resistant steel plank. All grating panels shall be
constructed of 18 gauge, galvanized sheet steel. Each
grating panel has a standard 9-inch surface width, and a
21/2 inch rib depth. Each panel shall be so supported as
to have a safe uniform load carrying capacity of 80
pounds per square foot.
VESSEL SURFACE PREPARATION
All vessel surfaces to be painted shall be properly
prepared in a workmanlike manner' so as to obtain a
smooth, clean and dry surface. All rust, dust and mill
scale as well as other extraneous matter shall be removed
by means of cleaning by wire brushing or whatever means
are necessary.
All interior and exterior vessel surfaces shall be
painted with one (1) coat of Bituminous Paint.
CATHODIC PROTECTION (Optional)
For cathodic protection, four 17-pound magnesium anode
packages.shall be buried by the Contractor,.as shown on
the plans, adjacent to the sides of the vessel and
securely connected thereto by heavy copper wire in good
electrical contact with the connector lugs on the steel
vessel.
FIELD ASSEMBLY
The complete Tertiary Treatment System shall be
transported to the job site in one section. The
Contractor shall provide the necessary field assembly and
welding when required.
Q. FOUNDATION SLAB
A poured concrete foundation pad: shall be provided by the
Contractor as indicated on the drawings. Anchoring
facilities shall also be provided for field anchoring the
steel vessel to the foundation pad by the Contractor.

R. FIELD SERVICE
At the time the Tertiary Treatment System is filled with
water or sewage, all power connections have been
completed, and all equipment is approved for the service,
the Contractor shall provide the services of a
representative of the manufacturer who shall instruct the
owner's representative in the proper_ operation and
maintenance 'of. the Tertiary Treatment System. The
manufacturer's representative shall furnish at this time
a service manual on the equipment installed within the
treatment system.
S. GUARANTEE
The manufacturer of the Tertiary Treatment Systems shall
guarantee for one (1) year from the date of shipment that
the vessel and all component equipment shall be free from
defective materials and workmanship.. The manufacturer
shall furnish replacement parts for any component
considered in the opinion of the manufacturer to be
defective, whether of his or other manufacturer during
the guarantee period.
T. MANUFACTURER'S QUALIFICATIONS
These specifications describe a factory built wastewater
treatment plant deemed most suitable for the service
anticipated by the Engineer. The treatment plant
furnished by the Contractor shall be the product of a
manufacturer with a minimum of five (5) years experience
in the design and fabrication of wastewater treatment
plant equipment.
For the sake of this contract, acceptable manufacturers
are those listed below unless approved otherwise by the
Engineer:
1. Clow Corporation, Florence, Kentucky
2. Pollution Control, Inc., Cincinnati, Ohio
- END OF SECTION -

SECTION 06236
DIVISION 6 INTEGRAL CHLORINE CONTACT
WASTEWATER TREATMENT SYSTEM TANK FOR TERTIARY UNIT
A. CHLORINE CONTACT T
The Chlorine Contact Tank shall have a capacity of 520
gallons, based upon 50 minutes retention of the average
daily flow. The tank shall be constructed as an integral
part of the Tertiary Unit and be fabricated out of one-
fourth inch steel plate. It shall have the same
protective coating as specified for the Tertiary Unit.
The tank shall have the same.structural requirements as
the Tertiary Unit. Sufficient flow baffles will be
supplied to assure proper mixing of the Chlorine solution
with the plant effluent.-
B. CHLORINE EQUIPMENT
To provide for chlorination of the sewage treatment plant
effluent, a tablet chlorination unit shall be supplied.
The unit shall be acid and alkali resistant and all parts
' which come in contact with the pumped solution shall be
chemically resistant plastic or synthetic rubber.
The chlorinator shall be of tough, corrosion resistant
molded fiberglass and polyvinyl chloride measuring 21-3/4
inches long, 12-1/4 inches wide, and 13-1/4 inches deep.
' The feed tubes shall be 24 inches long with an outside
diameter of 3-1/2 inches. Each tube shall hold 29
SANURIL 115 tablets or equivalent which measure 2-5/8
inches in diameter and are 13/16 of an inch thick.

SECTION 07310
DIVISION SANITARY SEWER LEF-r
WASTEWATER COLLECTION SYSTEM STATION (SUBMERSIBLE)
A. SCOPE -
The work covered by this section consists of furnishing
and installing a complete sewage pumping station. The
Pump station shall include two sewage pumps with motors,
four mercury switch level controls, discharge piping and
valves, electrical equipment and other necessary
appurtenances as shown on the drawings and in accordance
with the specifications herein stated.
Other types of pumps, piping arrangements and controls
are acceptable if the intent, characteristics and
function of that specified is maintained. In any case,
construction shall be watertight and properly vented.
B. PUMP STATION CHAMBER
The pump station shall be constructed from precast
concrete manhole sections as shown on the plans. The
sections shall be furnished to the project site complete
with openings for all pipes, steps, cover, cables and
appurtenances necessary for proper installation. .
Revisions to openings will not be made in the field.
Precast concrete manhole bases, risers and"tops shall
conform to ASTM C-478, latest revision for Precast
Reinforced Concrete Manhole Sections. Minimum
compressive strength of the concrete shall be 4,000 psi
at 28 days and the maximum permissible absorption shall
be 6.5 percent. Risers shall be reinforced with a
single cage of steel placed within the center third of
the wall. The tongue or the groove of the joint shall
contain one line of circumferential reinforcement equal
in area to that in the barrel of the manhole riser: The
minimum cross -sectional area of steel per linear foot
shall be 0.12 square inches. Precast manhole sections
shall fit together readily and shall have a
self-contained "0" ring rubber gasket conforming to
ASTM C-443. The manhole sections shall be perpendicular
to their longitudinal axis within the limits listed in
ASTM C-478. The quality of materials, the.process of
manufacture and the finished manhole sections shall be
subject to inspection and approval by the Engineer.
The access cover shall be of the. single -leaf, watertight
design as shown on the plans. The cover leaf shall be
0.25—inch aluminium diamond pattern plats to withstand
wheel loadings to H-20 capacity. The cover shall be
equipped with heavy forged brass hinges, stainless steel

pLns inn in IutomatL(:: noLd-open arm 1 c•�Leas,�
:land L? .. snap Lack w i th .3 r:,mov.3b L-� nand L.-2 sha L L b,-2
,DC0vLd--cd .ALL hardwar•2 snaLL be -3r_.3inLe9,3 .3t�eL, Tile
Ct-2rL,)C the rain�� snaLL receLv,:_ a inLLL ffLnL.3h and 3
i)Li tuin in(:)ils coatLrig
.
C. PUMPS AND MOTORS
The pump and motor shaLL be designed and manufactured to
operate completely submerged in the Liquid being pumped.
The electrical power cable shall be sealed by the use of
a cable grip with individual conductors additionally
sealed into the cable cap assembly with epoxy sealing
compound. The cable cap shall be sealed into the motor
housing with a Buna-N 0-ring providing an electrical
connection which is completely watertight.
The combination centrifugal pump impeller and grinder
unit shall be attached to a common,motor and pump shaft
made of stainless steel. The grinder unit shall be on
the suction side of the pump impeller discharging
directly into the impeller inlet leaving no exposed
shaft to permit packing of ground solids. The grinder
shall consist of two stages with the cutting action of
the second stage perpendicular to the plane of the first
cut. Both stationary -and rotating cutters shall be made
of hardened and ground stainless steel. The upper axial
cutter and stationary cutter ring shall be reversible to
provide new cutting edges for longer service life. Pump
and motor housings are to be high quality grey iron
castings. The impeller shall be bronze and all
fasteners shall be of 18-8 stainless steel.
The pump -motor shaft shall be sealed by two mechanical
carbon and ceramic faced seals within an oil filled
chamber to provide clean, constant lubrication. The
shaft shall be supported by an upper ball radial and
thrust bearings and a lower bronze radial sleeve bearing
between the shaft seals both running in oil.
The motor winding and rotor are to be mounted in a
sealed submersible type housing which is filled with
clean high dielectric oil'for bearing lubrication.and to
transmit heat from motor winding to outer housing.. The
ball bearing is to be supported by an 0-ring sealed,
movable cap so that grinder and impeller clearance may
be adjusted externally.
D. LEVEL CONTROLS
The sewage level in the pump station and the alarm
signal shall be controlled by sealed, E1oat—type mercury
switches. The mercury tube switches shall be sealed in
a solid polyurethane float for corrosion and shock

�SL�~ance. The .,,'lppor: '.4Lr� shall h•12,3Vy
;1er)pr-na ket. A weLghr_ shaLL be •irtachaci r_o the
._ab Le abov-� the E Loa t to Rio L,3 r_he Sw i r ,h i n p Lace and
-2EE?c!:iv,2Ly -pr,:�vent sharp bends in tha _"3bL.� when the
ELoa t operates. The ELoat Switches :3ha1L Mang EreeLy in
the pump station supported only by the cabLe. The
quantity and Eunction of the ELoat switches shall be as
shown on the plans.
E. SYSTEM OPERATION
The pump stations shall operate automatically as
described herein. Upon Liquid level rise, the lower
mercury switch shall be first energized and then the
next level switch shall energize and start the lead pump.
With.the lead pump operating, the liquid level shall
fall to the low lever switch off setting and the lead
pump shall stop. If the liquid level continues to rise
when the lead pump is operating, the next level switch
shall energize and start the lag. pump. Both the lead
and lag pump shall operate together until the liquid
level falls to the low level switch off setting and both
pumps shall stop. If the liquid level continues to rise
when both pumps are operating, the alarm switch shall
energize and signal the alarm. If one pump shall fail
for any. reason, the second pump shall operate until the
liquid level reaches either the low level switch or the
alarm switch. All of the level switches ,shall be
adjustable for level setting from the ground surfaces.
An alternating relay shall index each cycle to alternate
the lead -lag pump operation.
F. CONTROL PANEL
The control panel and appurtenances herein described
shall be supplied by the pump manufacturer. The panel
shall be factory wired, tested, color coded and
installed in accordance with the latest revision of the
National Electrical Code.. The wiring outside the
control panel shall be water -tight rigid conduit. The
Electrical Contractor shall provide the main power
wiring and conduit from the power source to the control
panel.
The control panel shall be exterior mounted as shown on
the plans in a NEMA 3R readfront weatherproof enclosure
'with a hasp and lock on the door. A circuit breaker and
a magnetic starter with one leg overload protection for
single phase operation shall be supplied for each pump.
An alternating relay shall be provided to alternate
Pumps on each successive cycle of operation. Both
starters shall have the auxiliary contacts to operate
both pumps during high liquid level condition. An
interlock relay shall be provided to automatically

ce-connect the con tr,) L i r,_u i ` i n ,3-,,� ) ~ L CC L t
breaker trip on one pump. A t-,cminaL itrLE) shill be
provided Ear connecting pump .znd :70nr r)L WLC— :3 incLudLng
the .3Larm. A transEormt�r shaLL suppLie(i to give 3 24
vo L t con tro L circuit. H-O-A sw L tches .and . pump run
Lights shaLL be suppLied for each pump.
G. PIPING
The pump station manufacturer shaLl furnish, install and
properly support and brace all piping and valves. The
discharge piping for each pump shall include a ball
check valve with a hydraulically sealed discharge flange
and a gate valve. The discharge from the station shall
be fitted with two NPT couplings. Reference is made to
Section for applicable material standards.
H. START-UP AND GUARANTEE
The Contractor shall make certain that permanent
electric power is properly installed into the station
control panel, that switch functions are properly wired
and that all loose items are properly and permanently
installed. The Contractor shall then arrange for the
services of a qualified representative of the pump
station manufacturer to check the installation, place
the station into operation and give maintenance
instructions. The station manufacturer's representative
shall remain on the project site for whatever number of
days are necessary to effect proper start-up.
The pump station manufacturer shall guarantee for one
(1) year from the date of initial start-up that all
equipment shall be free from defects in design,
materials and workmanship. The station manufacturer
shall furnish and arrange installation of replacement
parts proved defective, whether of his or other
manufacture, during the warranty period excepting only
those items which are normally consumed in service.
I. COMPENSATION
All work covered by this section will be paid for at the
contract lump sum price for each pump station which
shall include all work related to the wet well, pumps,
interior piping, pump station site, ventilation system,
control panels, all piping to a point 12-inches outside
all structures and all appurtenant and accessory items
for a complete and operable pump station.
Payment shall constitute full compensation for
furnishing all equipment, tools, labor and incidentals
and performance of all work necessary to install the
manholes as specified.

D1V[3[()N 7
4ASTERWATE'R (_'()LLECT C,)N
SYSTEM
A. DESCRIPTION OF WORK
SECT[oN 07230
SANITARY SEWER (FORCE MAIN)
INSPECTION AND TESTING
The work covered under this section shall consist of
furnishing all Labor, equipment, and services for the
proper inspection and testing of the sanitary sewer
force main Lines installed in accordance with
Section 07230.
B. LINE CLEANING
Prior to testing of any section(s) of the sewer force
main pipe , the Contractor shall completely clean the
Lines of all debris, silt, etc. The pipe shall be
proved to be ready for use by the Owner and shall be
proved to be in first-class condition and constructed in
accordance with the drawings and specifications.
The Contractor shall maintain the project, insofar as
his construction .cork is concerned, in first-class
condition for such time as is necessary to satisfy the
Engineer that all installations are correct and
acceptable.
C. INSPECTION
When the sewer force main
shall inspect the line for
provisions of the draw-ings
particularly with respect
D. TESTING
is completed, the. Engineer
conformance with the
and specifications,
to alignment and depth.
All newly constructed sewer force main and valved
sections shall be subjected to a hydrostatic
pressure -leakage test.
Each completed section of the pipeline shall be plugged
at both ends and slowly filled with water. As the main
is being filled with water in preparation of the test,
all air shall be expelled from the pipe. The main shall
be subjected to hydrostatic pressure of 100 pounds per
square inch for a period of two hours unless otherwise
specified. Pressure shall be applied to the main'by
means of a hand pump for small lines or by use of a
gasoline pump for larger lines.
The rate of Leakage shalL be determined at 15-minute
intervals by means of volumetric measure of the water
added during the test until the rate has stabilized at
the constant value Eor.three consecutive 15-minute
periods.

'e,3ka•je L's 1etLn?d .;3 rho quanr_i:y r)C '.4,3r:2r to be
'iupp L ied Lnto the newLy Laid pipe, or any va Lved sect ion
nuc?:s3.1r to inaLnt•ain the 5p­2cLfied L?.akage
pr,assure after the pLpe has been fiLLed with water
ind the air expeLL,:d. No piping instaLLatLon wiLL be
iccepted unt L L the Leakage is Less than ten ( L0 ) gal Lon
per inch of pipe diameter per mLLe of pipe per 24 hours.
Cracked or defective pipe, joints, fittings, or valves
discovered in consequence of this test shall be removed
and replaced with sound materials, and the test shall be
repeated until the test results are satisfactory.
Precautions shall be taken to remove or otherwise
protect equipment in or attached to pipe to prevent
damage or injury thereto.
Tests of insulated and concealed piping shall be made
before the piping is covered or concealed. No leakage
will be.allowed under the above tests for piping in
buildings, structures or on bridges.
The Contractor shall notify the Engineer when the work
is ready for testing with all testing done in the
presence of the Engineer: All laboi, equipment, water
and materials, including meters and gauges, shall be
furnished by the Contractor at his own expense.
E. FINAL ACCEPTANCE
The Engineer will notify the Contractor, in writing, as
to the satisfactory completion of the work in any or all
sections of sanitary sewer force main pipe included in
the project.
Upon such notification, the Contractor shall immediately
remove all construction equipment, excess materials,
tools, debris, etc. from the site(s) and leave the same
in a neat, orderly condition acceptable to the Engineer.
Final landscaping requirements and restoration of
surfaces shall then be completed by the Contractor in
accordance with their respective specifications and as
shown on the drawings.
F. .COMPENSATION
There will be no specific quantities measured for the
Sanitary Sewer Force Main Inspection and Testing. The
cost of providing all equipment, Labor, materials, etc.
required to perform the work described under this
section shall be considered incidental to that work
covered under other sections of these speciEl cations.

DIVISION 7 SECTION 07250
WASTEWATER COLLECTIt)N SANITARY SEWER (GRAVITY)
SYSTEM MATERIALS
A. SCOPE
C.
These specifications shall apply to the materials to be
furnished to complete the installation of the sanitary
sewer force main lines shown on the contract drawings.
All pipe and appurtenant materials shall be of the class
and type as indicated on the drawings and as designated
herein.
GENERAL REQUIREMENTS
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
materials, which do not conform .to the requirements of
these specifications. Such materials 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
specif-ications under a new number except provisions in
revised specifications which are clearly inapplicable.
DUCTILE IRON PIPE (DIP) (Standard)
Ductile iron pipe shall be as manufactured in accordance
with ASTM A-746, ANSI Specification A21.50 and A21.51
and shall be Class 50 unless otherwise specified on the
drawings.
The pipe interior shall be cement mortar lined and seal
coated, standard thickness, in accordance with ANSI
Specification A21.4.
The exterior of all pipe shall be coated with either a
coal or asphaltic base bituminous pipe coating in
accordance with ANSI Specifications A21.8.
Pipe shall be furnished with Slip Joints, Mechanical
Joints, or Flanged Joints as indicated on the drawings
and in accordance with the specifications described
below:

(a) SLip .Joints - This pipe joint shaLL be done by
guiding the plain end of the pipe into the beL1 end
untiL contact, is made with a gasket and by exerting
a sufficient compressive force to drive the plain
end through the gasket untLL the plain end makes
EuLL contact with the base of the bell.
Bells of sLip-joint pipe shall be contoured to
receive a circularrubber-gasket and plain ends
shall have a slight taper to facilitate
installation.
The circular gasket shall be furnished by the pipe
manufacturer and shall be manufactured in
accordance with ANSI Specification A21.11.
The pipe manufacturer shall also furnish the
lubricant used to assist in the pipe installation.
(b) Mechanical Joints - This pipe joint is essentially
the same as the slip joint except it is furnished
with a cast iron clamp which acts as a retainer to
hold the circular rubber gasket in place. All
mechanical type joints shall be furnished by the
pipe manufacturer and manufactured in accordance
with ANSI Specification A21.11.
All bolts shall be tightened by me'ans.of torque
wrenches in such a manner that the follower shall
be brought up toward the pipe evenly. If effective
sealing is not obtained by tightening the bolts to
the specified torques, the joint shall be
disassembled'and reassembled after thorough
cleaning.
(c) Flanged Joints - The flanged pipe joint is composed
of a flat steel plate shop fitted on the threaded
end of the ductile iron pipe. The flanges shall be
accurately faced at right angles to the pipe axis
and shall be drilled smooth and true.
.Flanged joints shall be furnished with 125 lb.
flanges &rilled in accordance with ANSI
Specification B16.1.
In general, flanged joints shall be made up with
through bolts of the required size. Stud or tap
bolts shall be.used only where shown or required.
Gaskets for flanged joints shall be the ring type
of cloth inserted rubber or rubber with a minimum
thickness of 1/8 inch.

Connect tng f LangeJ, sha L L be in proper a L tgnment and
no externa L Eorce sha L L be used to bring them
together. BoLts and gaskets �shaLL be furnished by
the instaLLer of piping for joints connecting the
piping with equipment, as weLL as for those between
pipe and fittings, whether such equipment and
piping is furnished by the instalLer or not.
D. DUCTILE IRON PIPE (Alumna Lined)
Ductile iron pipe shall be manufactured the same as
standard specifications (ASTM A-746,.ANSI A21.50 &
21.51) with the following coatings.
a. Outside Coating shall be a minimum of 1 mil red
alkyd paint. The last 6 in. of spigot, including
the spigot face, shall be coated with 8 mils of
epoxy to prevent corrosion in the joint. All pipe
to be stamped "NOT FOR POTABLE WATER."
b. Inside Lining shall be a high alumina cement mortar
meeting all requirements of ANSI 21.4 and Griffin
Pipe Products Company or equal. The minimum lining
thickness shall be 0.281,in. with tapering
permitted at the ends. Alumina cement shall be
cement fondu as manufactured,by LaFarge Aluminous
Cement Co., Ltd., or approved equal.
C. Inside Coating.shall be a standard seal coat over
the high alumna cement lining. The entire inside
of the socket, including the gasket cavity shall be
coated with a minimum of 8 mils of epoxy to prevent
corrosion in the joint.
d. Whenever a thickness class of 47 through 49 is
stated on the contract drawings, the pipe shall be
,subject to the manufacturer's standards and the
Engineer's written approval.
E. DUCTILE IRON PIPE (EPDXY LINED)
Ductile iron pipe shall be manufactured the same as
standard specifications (ASTM A-746, ANSI A21.50 and
21.51) with the following.coatings:
a. Outside Coating shall be a minimum of 1 mil rid
alkyd paint. The last 6 in. of spigot, including
the spigot face, shall be coated with 8 mils of
epoxy to prevent corrosion 'in the joint. All pipe
to be stamped "NOT FOR POTABLE WATER."

b. ZnsLde Lining shaLL be a Koppers CoaL Tar Epoxy 300
14 applied in three (3) passes 8 mit dry thickness
`o a total thickness of 24 miLs. The Lining,shalL
cover the entire inside surface area of the pipe
socket with a minimum 8 mil dry thickness.
C. Whenever a thickness class of 47 through. 49 is
stated on the contract drawings, the pipe shall be
subject to the manufacturer's standards and the
Engineer's written approval.
F. POLYVINYL CHLORIDE PIPE (PVC)
G.
H.
Polyvinyl Chloride pipe shall be as manufactured in
accordance with ASTM D-3034, latest edition, and shall
be suitable for use as a gravity sanitary sewer pipe.
The standard dimension ratio (SDR) shall be 35 unless
otherwise specified on the contract.
All polyvinyl chloride pipe
integral bell and spigot of.
pipe. It shall have a solid
"0" ring securely locked in
manufacture.
VITRIFIED CLAY PIPE (VCP).
joints shall be of an
the same material as the
cross section, with rubber
place at the point of
Vitrified clay pipe shall be of the extra strength type
as manufactured in accordance with ASTM C-700, latest
edition.
All vitrified clay pipe joints shall be of the integral
bell and spigot type with "O" right gaskets provided by
the pipe manufacturer.
REINFORCED CONCRETE SEWER PIPE (RCP)
Reinforced,concrete sewer pipe shall be furnished in
accordance with ASTM C-76, latest edition, and shall be
suitable for use as a gravity sanitary sewer pipe.
The pipe shall be Class III, wall thickness B, with
spigot groove joint. The rubber "0" ring gasket shall
form a flexible watertight seal at'the assembled pipe.
joint and be manufactaured in accordance with ASTM
C-443.
The pipe manufacturer shall furnish to the Engineer
certification from an independent laboratory that the
alkalinity of the pipe is at least 90% calcium carbonate
equivalent. Certification shall also be furnished by
the pipe manufacturer stating the type of aggregate -used
in the pipe.

I. FLEXIBLE COUPLINGS
Whenever it becomes necessary to join sewer pipe lines
of dissimilar materials or pipe sizes, it shall be
required to use a flexible coupling. The coupling shall
be made of virgin polyvinyl chloride (PVC) , shall not
harden, and shall be impervious to all known soil
conditions. The coupling shall provide a permanent
leakproof seal approved by the Southern Building Code
Congress and manufactured in accordance with ASTM
#C-594-70. The couplings shall be as manufactured by
Fernco Joint Sealer Co. or an approved equal.
J. COMPENSATION
Quantities of materials furnished in accordance with
this section shall be considered as included in the
payment for each type of pipe being installed under the
contract as described under Section 07260 of these
contract specifications and as shown on the drawings.

DCVI�CON 7 SECT101 07220
4ASTEWATER (-'OLLECTCON SANITARY SEWER ( FORCE MAIN)
SYSTEM INSTALLATION
A. DESCRIPTION OF WORK
The work covered under this section shall consist of
furnishing all Labor, equipment, and services for the
installation of sanitary sewer force main piping as
shown on the drawings and specified herein and in
agreement with the General Conditions of these contract
documents.
B. HANDLING AND STORING MATERIALS
The Contractor shall unload material so as to avoid
deformation or other injury thereto. Material shall not
be rolled or dragged over gravel or rock during handling.
The Contractor shall store the appurtenances on sills
above storm drainage level and deliver for installation
after the trench is excavated. When any material is
damaged during transporting, unloading, handling or
storing, the undamaged portions may be used or; if
damaged sufficiently, the Engineer will reject the
material as being unfit for installation.
.If any defective material is discovered after
installation, 'it shall be removed and replaced with
sound material or shall be repaired by the Contractor in
an approved manner and at his own expense.
C. PIPE ALIGNMENT AND GRADE
The layout of underground sanitary sewer force main pipe
lines shall be as shown on the contract drawings.
The Contractor shall do a1.1 field layout work .for lines
and grades from that information shown on the drawings
or as furnished by the Engineer.
D. PREPARATION OF PIPE FOUNDATION
The pipe foundation shall be prepared to be uniformly
firm and the pipe bedding shall be in accordance with
the typical trench cross sections as shown on the
drawings. Under no circumstances shall pipe be laid in
water, on rock, or when trench conditions or weather is
unsuitable for such work.
The Contractor shall remove all water which may be
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.

PIPE LAYING
In .aLL cas- Ls to be LnstaLL-:�d Ln strL-;r_
ic(--,:)rdance wLtn the manufacturer' -3 recommenda- ions and
th-2 contract_ ;nateriaL specLELcations. The Engineer may
augment any manufacturer's LnstaLL.ation recommendations,
in his OOLnLOn, it wiLL best serve the interest of
the Owner.
Pipe shall be Laid with bell ends EacLng in the
direction of pLpelaying, unless directed otherwise by
the Engineer. In all cases, pipe is to be installed in
strict accordance with the manufacturer's
recommendations and"the contract material specifications.
The Engineer may augment any manufacturer's installation
recommendations if, in his opinion, it will best serve
the interest of the Owner.
Proper tools, implements, and facilities satisfactory to
the Engineer shall be provided and used for the safe and
convenient prosecution of pipe laying. All pipe and
other materials used in the laying of pipe will be
lowered into the trench piece by piece by means of
suita.ale equipment in such a manner to prevent damage to
the pipe, materials, to the protective coating on the
pipe materials, and to provide 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, injured or displaced
in the process of laying same, or of backfilling.the
trench.
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 centerline
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.
During times when pipe laying is not in progress, the
open ends of pipe shall be:closed and no trench water o.r
other material shall be permitted to enter the pipe.
Where the pipe is laid on a grade of 10 percent or
greater, the laying shall start at the bottom of the
slope and proceed upward with the bell end of the new
pipe upgrade. All pipe Laid on a grade of 10 percent or
greater shall require thrust blocking and keying as
shown on the drawings and standard details.

+there pipe Lines of dLEE-2r-2nt mar_.�ri-aLs ar•-3 joLnad
.ogtithec, •3 standacd sewer repa L r eoupL Lng s, •a L L be used.
The croup L L rigs sha L L be Eas i-acn S tanda raj Sewer Repa L r
CoupLLngs (:Mission Rubber Company), she Fernco Jotnt
Sea Le r Company, or an equal p rodur_ r_ approved by the
Eng L lee r .
During times when pipe Laying Ls not Ln progress, the
open ends of the.pipe shall be closed and no trench
water or other material shall be permitted to enter the
pipe.
All pipe laid on a grade of 10 percent or greater shall
require thrust blocking and keying as shown on the
drawings and standard details.
F. FITTINGS INSTALLATION
All plugs, caps, tees, bends, and other Eittings shall
be provided with adequate thrust blocks. Thrust blocks
shall be constructed to the minimum dimensions shown on
the drawings or as directed. Thrust Blocks shall be
made of concrete having a compressive strength of 28
days of 3,000 psi and shall bear directly against the
undisturbed trench wall. Where possible, the backing
shall be so placed that the fitting joints will be
accessible for repair.. All bolts and pipe joints shall
be protected against contact with thrust. block concrete
by the installation of a polyethylene film placed
between the fittings and the poured concrete. Where any
section of a main is provided with concrete thrust
blocks', the hydrostatic pressure test shall not be made
until three days after installation of the concrete
thrust blocks unless otherwise approved by the Engineer.
Where trench conditions are, in the opinion of the
Engineer, unsuitable for thrust blocks, the Contractor
shall provide steel tie rods and socket clamps to
adequately anchor the piping. All tie rods and clamps
shall be given a bituminous protective coating or shall
be galvanized.
Concrete for thrust blocks shall consist of a mix of
Portland Cement, Eine.and coarse 'aggregate, and water to
produce concrete with a minimum compressive strength at
28 days or not less than 3,000 psi when tested in
accordance with ASTM Specifications C-39 or C-42.
Sakrete or any similar material will not be permitted
under any circumstances.

�. HACKFILLING
AL L bac{E i L L sha L L be (::ompact?d ao .-1s nit t,D iamage the
pip.- and appurt-�!naric-2s and shall be compacted to 95
oecc--nr_ of the Standard Pcocr_oc Test Ear the vacLous
~ypes of backELLL mat�rLaLs.
Methods of backELLLing shall be in strict accordance
with the pipe manufacturer's recommendations. ALL
backf LL1 materials shall have been approved by the
Engineer. Select backfill material shall be used when
requested by the Engineer. Select material shall be
defined as a finely graded material free from stones
over 1/2 inch in diameter, pLastLc clays, organic
material, frozen lumps and various debris and shall be
approved by the Engineer prior to its installation.
Care shall be taken during backfill and compaction
operations to maintain alignment and prevent damage to
the joints. All pipe backfill areas shall be graded and
maintained in such a condition that erosion or
saturation will not damage the pipe bed or backfill.
Heavy equipment shall not be operated over any pipe
until it has been properly backfilled and has a minimum
cover as required by the plans. Where any part of the
required cover is above the proposed finish grade, the
Contractor shall place, maintain, and finally remove
such material at no cost to the Owner. Pipe which
becomes mis-aligned, shows excessive 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.
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.
H. GATE VALVE AND VALVE BOX INSTALLATION
When shown on the contract drawings, a standard gate
valve shall be installed in the sanitary force main.
Before setting each valve, the Contractor shall make
sure the interior is clean and shall test the valve for
proper opening and closing. Valves shall beset with
stems plumb, unless horizontal installation is called
for on the drawings, and at the exact location(s) shown
on the drawings.

A standard type valve box shall be LnstaLLed over teach
under,3round sanitary sewer force main valve. ALL valve
:boxes shall be set plumb with their top set flush with
the finished grade..
Trench backfLLL shaLL be properly tamped for a distance
of three (3) feet on each side of the valve and valve
box.
I. SEWAGE AIR RELIEF VALVE INSTALLATION
A sanitary sewage air relief valve shall be installed at
the exact Locations shown on the contract drawings.
A standard air relief valve installation as shown in
detail in the contract drawings shall consist of the
force main tap, air relief valve, precast concrete
manhole sections, and standard heavy duty iron frame and
cover.
J. COMPENSATION
Quantities of sewer force main pipe, gate valves and air
relief valves installed in accordance with the
requirements of this section shall be verified in the
field by the Engineer.
Payment shall be made for the total number of lineal
feet of pipe installed, for each -gate valve and valve
box installed, and for each sewage air relief valve
installation at the respective unit prices bid for the
item.
Price and payment shall constitute full compensation for
furnishing all equipment, tools, labor, and materials to
complete the work as specified.

DIVISION 7 SECT[oN 072L0
WASTEWATER COLLECTION SANITARY SEWER ( FORCE MAIN)
SYSTEM MATERIALS
A. SCOPE
These specifications shall apply to the materLals to be
furnished to complete the installation of the sanitary
sewer -force main Lines shown on the project drawings.
All pipe and appurtenant materials shall be of the class
and type as indicated on the drawings and as designated
herein.
B..-'GENERAL REQUIREMENTS
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
materials, which co not conform to the requirements of
these specifications. Such materials 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 which are clearly inapplicable.
C. DUCTILE IRON PIPE (DIP)
Ductile iron pipe shall be as manufactured in accordance
with ASTM A-746, ANSI Specification A21.50 and A21.51
and AWWA Standard C-151 and shall be Class 50 unless
otherwise specified on the drawings.
The exterior of all pipe shall be coated with either a
coal or asphaltic base bituminous pipe coating in
accordance with ANSI Specifications A21.8.
Pipe shall be furnished with Slip Joints, Mechanical
Joints, or Flanged Joints as indicated on the drawings
and in accordance with the specifications described
below:

(.3) SLip .Joints - This pipa ](DL,nt ihaLL be .1(.)n by
-juL,iLng the plain end :)E the pipe Lnto tie b.�LL -2nd
until contact is nada with a Ala-3k,-2-t ind
,9 SUCCLcLent compressive Co,rce to •iriv•-� !:he plain
-2nd through the gasket un': L L the plain en-d maKes
Cull contact with the base of the beLL.
BeLLs of slip -joint pipe shall be contoured to
receive a circular rubber gasket and plain ends
shall have a slight taper to facilitate
installation.
The circular gasket shall be furnished by the pipe
manufacturer and shall be manufactured in
accordance with ANSI Specification A21.1L.
The pipe manufacturer shall also furnish the
lubricant used to assist in the pipe installation.
(b) Mechanical Joints - This pipe -joint is essentially
the same as the slip joint except it is furnished
with a cast iron clamp which acts as a retainer to
hold the circular rubber gasket in place. All
mechanical type joints shall be_: furnished by the
pipe manufacturer and manufactured in accordance
with ANSI Specification A21.11.
All bolts shall be tightened by means of torque
wrenches in such a manner that the follower shall
be brought up toward the pipe evenly. If effective
sealing is not obtained by tightening the bolts to
the specified torgues, the joint shall be'
disassembled and reassembled after thorough
cleaning.
(c). Restrained Joints - This pipe joint is a mechanical
type joint with a factory welded low alloy, high
strength steel ring, ductile iron restraining
flange, and high strength bolts. This presents a
positive locking system that prevents joint
separation. All pipe and joints are ductile iron
manufactured in accordance with the requirements of
ANSI A21.11.
(d) Flanged Joints - The flanged pipe joint is composed
of a flat steel plate shop fitted on the threaded
end of the ductile iron pipe. The flanges shall be
accurately faced at right angles to the pipe axis
and shall be drilled smooth and true. -
Flanged joints shall be furnished with L25 Lb.
flanges drilled in accordance with ANSI
Specification B16.1.

In general, fLanged joints ihaLL be made :.ir) •with
through bolts of the requLred size. stud or tao
boLts shaLL be used onLy where ihown oc r�yuLr�d.
Gaskets for ELanged joints shaLL be the ring type
of cLoth inserted rubber or rubber with a minimum
thickness of L/8 inch.
Connecting flanges shall be in proper alignment and
no external force shaft be used to bring them
together. Bolts and gaskets shall be furnished by
the installer of piping for joints connecting the
piping with equipment, as well as for those between
pipe and fittings, whether such equipment_ and
piping is furnished by the installer or not.
D. POLYVINYL CHLORIDE PIPE (PVC)
Polyvinyl chloride pipe shall be as manufactured in
accordance with ASTM D-2241, latest edition, and shall
be suitable for use as a sanitary sewer force main pipe.
The standard dimension ratio (SDR) shall 'be 21 or 26 as
shown on the contract drawings.
All polyvinyl chloride pipe shall be of an integral bell
and spigot of the same material as the pipe. It shall
have a solid cross section, with rubber "O" ring
securely locked in place,at the point of manufacture.
Where PVC pipe is installed in iron pipe size (IPS), and
IPS gasket shall be furnished with each fitting to
insure compatability.
E. GALVANIZED STEEL PIPE AND FITTINGS
Galvanized steel (mill) pipe shall be manufactured in
accordance.with ANWA Standard C202 and ASTM.A370.
The pipe is to be seamless (weldless) tubular steel pipe
manufactured in straight standard length (+21 feet).
Each length shall be subjected to an internal
hydrostatic pressure test by the manufacturer. The
Engineer may request certified copies of- the testing
results for the pipe purchased for this project.
Unless otherwise stated in the bid schedule or noted on
the drawings, the diameter shall mean the nominal inside
diameter of pipe as covered by the applicable section(s)
of AWWA C-202.
The maximum working water pressure, including water
hammer allowance for this. pipe material shall be taken
as 250 psi.

ALL pipe lengths shaLL be Nat: i-:)naL Standari
Thread (,NSPT) 3t the point DE manucacture. :her- other
end orepar•ition is required, it •ihaLL be ;0-2CLEied on
the. eontrac _ drawings.
F. FITTINGS
Whenever the sanitary sewer force main has a significant
change in alignment or grade, it will be necessary to
furnish and install a Eitting made of either
cast/ductile iron or galvanized steel.
The specifications for the force main fittings are
described below:
(a) Cast Iron/Ductile Iron - All cast iron and.ductile
iron fittings shall be mechanical joint
manufactured in accordance with ANSI Specification
A-.21.1 and AWWA Standard C-110 for underground
piping.
The interior of the fittings shall be cement mortar
lined and seal coated in accordance with ANSI
Specifications A21.4 and AWWA C-104.
(b) Galvanized Steel - See Section 07210.5
G. GATE VALVES
All gate valves shall be designed for a working pressure
of 200 psi unless otherwise specified and shall have a
clear waterway equal to the full nominal diameter of the
pipe and shall be opened by turning counterclockwise.
Each valve shall have the initials of the maker,
pressure rating and year of manufacture cast on the body.
Prior to shipment from the factory, each valve shall be
tested by hydraulic pressure equal to twice the
specified working pressure. Valves shall be operated by
handwheel or operating nut as herein specified and shall
have an arrow cast in the metal indicating the direction
of opening. Valves to be installed underground shall be
non -rising stem type while valves installed above ground
or in buildings and structures shall have rising stems.
(a) Gate Valves Larger than 2-Inches
Gate valves larger than 2-inches shall. be of the
iron body, bronze mounted type meeting the
requirements set forth in AWWA Specification C-500.
Valves shall have double discs, rolled bronze
stems, cast iron followers, and steel bonnet bolts
and nuts. Where possible, all valves shall be from
one manufacturer and parts interchangeable.

Valves to be installed underground ShaLL be
non -rising stem type with 2-inch Square operating
nut. Gate valves Located inside structures shalt
be supplied with hand wheels .and have -LSing Stems.
H. SEWAGE AIR VACUUM RELIEF VALVES
The air/vacuum release valve shall be designed
specifically for use on sanitary sewer pressure (force)
mains. It shall exhaust large volumes of air which may
be present in a system during filling of the main or on
pump start-up. It shall also allow air.to re-enter when
the system is drained intentionally or due to a break in
the main (prevents vacuum from forming).
The valve shall feature stainless steel trim as standard
manufacture with stainless steel floats, buria-N seating
and cast iron housing.
I. FLEXIBLE COUPLINGS
Whenever it becomes necessary to join sewer pipe lines
of dissimilar materials or pipe sizes, it shall be
required to use a flexible coupling. The coupling shall
be made of virgin polyvinyl chloride (PVC), shall not
harden, and shall be impervious to all known soil
conditions. The coupling shall provide a permanent
leakproof seal approved by the Southern Building Code
Congress and manufactured in accordance with ASTM
#C-594-70. The couplings shall be as manufactured by
Fernco Joint Sealer Co. or an approved equal.
J. COMPENSATION
Quantities of materials furnished in accordance with
this section shall be considered as included in the
payment for each type item being installed under the
contract as described under Section of these
contract specifications and as shown on the drawings.