NC0089559_Engineering Alternatives Analysis_20151120

6
Preliminary Engineering Report
For Wastewater Treatment Alternatives
AT
Ridge Haven Camp and Conference Center
Rosman, North Carolina
David S. Shaw, PE
1/31/2015
Revised May 18, 2015 Revision 3 November 20, 2015
Revision 2 Oct 9, 2015
David S. Shaw, PE
1 Oa,({k I fiv G l 20 Buena Vista Ave
- -- ------ _ Greenville, SC 29607

RIDGE HAVEN JANUARY 2015
ENGINEERING REPORT PAGE 2
Project Planning
A. Location
B. Environmental Resources Present
C. Population Trends
D. Community Engagement
Existing Facilities
A. Location Map
B. History
C. Condition of Existing Facilities
D. Financial Status of any Existing Facilities
Need for the Project
A. Health, Sanitation and Security
B. Aging infrastructure
C. Reasonable Growth
Alternatives Considered
A.
Description
B.
Design Criteria
C.
Map
D.
Environmental Impacts
E.
Land Requirements
F.
Potential Construction Problems
G.
Sustainability Considerations
H.
Cost Estimates
Proposed Project (Recommend Alternative)
A. Preliminary Project Design
B. Project Schedule
C. Permit Requirements
D. Sustainability Considerations
E. Total Project Cost Estimate
Conclusions and Recommendations

ENGINEERING REPORT
Figures
1. General Location Map
2. Topo Map
3. Building Locations
4. Partial Portion of USGS NC Eastatoe Gap Quad
5. Proposed Sewage Collection Route
Appendices
A. Map of the Project Site
B. Simplified Flow Diagram
C. Construction Cost
1- Treatment Plant with Stream Discharge
2- Pump Station to Wilds
3- Drip Subsurface Disposal
4- Present Value Analysis
PAGE 3
RECEIVED/DENWDWIR
NOV 242015
rehtlr Quality

^
^ RIDGE HAVEN JANUARY 2015
.�. ENGINEERING REPORT PAGE 4
^
Project Planning
Location
Ridge Haven is a summer Camp and Retreat that is located off the intersection of Frozen Creek Road and
^ Old Toxaway Road in Transylvania County, North Carolina. The main camp site occupies the southeast
Ak third of lot 9375. The estimated area developed by the camp is 125 acres. The lot comprises 703 acres
.. that are primarily wood with steep slope hills. Two tributaries to Toxaway Creek have their head waters
Aft in the property. Figure 1 shows the general location of the property and the streams.
^ Environmental Resources Present
Figure 2 shows the contour map. Elevation at the southern end of the developed property is at
approximately 1950. This slopes up along the access road till it reaches an elevation of 2230 feet on the
^ North site of the developed property. This rise of 280 feet is not unusual for this hilly area of
^ Transylvania County.
^ Most of the area is underlain by bedrock and the area is covered with second growth trees. The soil
maps indicate that the surficial soil is Ashe-Edneville complex and has a depth of up to 30 inches.
r
Underlying this is sapolite (weathered bedrock).
^
.� Mean rainfall for the area is around 74 inches per year and with the shallow soil cover run off from rain
,. events is quick and there is little retention is the soil layer. Stream rise during rain events is rapid and
^ the return to normal flow levels is almost as fast. The shallow soil cover has little "sponge" effect to
attenuate rainfall.
... This is particularly true for the "artificial rainfall" induced by a spray or drip irrigation system.
Population Trends
The camp has had increases in attendance since it was first constructed in the 1980's. However there
^ has been little growth since then until the last few years. Last year the facility that was designed to feed
.�► 200 was feeding up to 500 campers, staff and guests.
^
^ The response from the Camp community has been good and it is anticipated that additional cabins and
facilities will be needed next year. This camp serves as a local retreat that is close by, but at the same
time is isolated for the day to day cares and responsibilities. As such, the use of these facilities is
"^ growing. Unlike a "summer" camp, Ridge Haven has a Camp or Retreat every month of the year, in
addition to the regular summer weeks of camp.
^
Community Engagement
�► Since this facility is not self-supporting, there are on occasion fund raising efforts to support capital
improvements. The response to the current fund drive for the proposed treatment system and
expansion of the camp facilities has been very good. Even without definitive plans the camp has raised
almost all the funds needed for the wastewater treatment project. The director believes that as plans
^
^

RIDGE HAVEN IANUARY 2015
,.�. ENGINEERING REPORT PAGE 5
solidify the church community will provide the entire support necessary to complete the construction
program.
There has been considerable involvement of the local Health Department and the local regional office of
Aftk DENR. During the previous year, the camp and the local authorities worked together to keep the camp
within the operating parameters of the onsite septic system. This was accomplished through the use of
one time use utensils.
Existing Facilities
Location Map
" Figure 1 as previously referred to in the Project Planning section, provides the location of the facility in
Transylvania County. Figure 3 shows the layout of the area with the various living quarters and dining
.� hall. Currently all the units are on septic systems and leach fields. The location of the existing septic
tanks and leach fields are generally next to the building, however in 2006 new, remote fields were
_ installed for the Shephards Hall and Robeson facilities. These facilities for Shephards Hall were
designed for 200 campers/ 3 meals a day.
.s History
A majority of the housing units were constructed in the 1980s. They were installed with Septic Tanks
and leach fields. Since they were used primarily during the summer seasons, there was a considerable
rest period for the leach fields. As such, no major failures were reported.
The summer of 2014 presented an extremely full schedule, such that approximately 500 people were
being fed at the dining hall that had been designed to feed 200. Since the septic system was designed
on water flow for 200, the State required that that to stay within the permit limits the quantity of water
used feeding the 500 must be less than 3000 gallons per day. This was further backed up by the
Am` installation of a water meter to confirm the quantity of water entering the Shephards Hall building. As a
result, paper plates and disposable utensils were used to keep the water use down.
Condition of Existing Facilities
wu.
The Financial Status of any Existing Facilities is solid, campers are applying in record numbers and the
support of the church and local community has been strong. A fund raising campaign has been started
and funds have been contributed and promised that will fund this expansion program. The Camp is
currently debt free. In addition the Camp has a letter of credit in the amount of $200,000, with no
.. balance against it.
., The move from a passive treatment system with subsurface disposal to an active treatment system with
.� monitored discharges will be a major change in current operations. There has been much discussion
with the Wilds Camp just up the road about the operations required for this change. The Wilds has been
very helpful to discuss all the activities required and have offered help in the start up process.

^ RIDGE HAVEN
JANUARY 2015
^ ENGINEERING REPORT PAGE 6
Need for the Project
Health, Sanitation and Security
.. The current goal is to provide a facility at the camp that is able to serve a variety of healthful foods, with
^ the highest level of sanitation so that the campers and staff are able to enjoy the camping experience
without the concerns food and water borne illness. This ability to serve is being hampered by the lack of
,. cleaning water due to the limitations of the disposal system. To that end the project will allow the
freedom to use dishes and utensils freely for a variety of foods. These utensils can be washed, sterilized
and reused. The end result is lower costs for paper goods, lower disposal costs and quantities, thus
improving the camps financial position and decrease the waste load from the camp.
Ak
.� Aging infrastructure
The current septic system for the dining hall was constructed in 2006 and 2007. The anticipated life is at
^
least 10 years with good maintenance. The issue is the number of campers has greatly exceeded the
capacity of the system. There were new systems installed to service the Averett and Robeson halls as
^ well as the Shepherd's Hall Cafeteria However there are other septic systems that are original to the
^ camp structure that they service. These systems have survived due to the extended rest periods they
^ receive between camp seasons. However, when these systems finally fail they will be added to the load
., on the proposed treatment system.
.►
Reasonable Growth
^ When the septic systems were designed we used a growth rate of 35 % over the life. That as it turns out
was not sufficient, as the growth rate as measured by people eating has grown from 147 in 2005 to over
�. 500 in 2014. This extraordinary growth came as a result of using the existing facilities more effective
.� and by a continuing demand from additional campers.
i%
^
Based on the current facilities, the camp is at about maximum capacity, however there are current plans
to expand the facilities once the issues with the dining hall have been solved. Therefore we have
estimated an ultimate increase of 250 campers for a total to be fed at the dining hall in shifts to feed
^ 750 campers per day. In addition, there is a planned a new Primitive Housing area with a central
�► bathhouse. This area would house a maximum of 72 campers. The area would be located near the
^ upper ball field just below the lake. All the residents would be fed in the dining hall. There is also a
„k need to provide RV sites with full hookups. The current plan is to add 20 sites near the tent camping
^
area close by Toxaway Creek. Also in the immediate area there is an existing bathhouse that is under
sized for the number of campers it serves. This increase in size ( one toilet and shower for both the Girls
^ and Boys side) will better serve the number of campers in the area. Finally there is a plan to add two
more single bedroom cabins for staff. For design issues we have assumed that the existing two cabins
^ will also be tied into the system. Finally as existing septic systems fail they will also be tied into the new
.► sewer collection system.
Design flows for the future expansion have been estimated as follows: Dining hall campers 750 at 15
^ gallons per day each, 20 RV sites at 100 gallons per campsite per day, four Cabins at 200 gallons per day
^ per unit and Primitive camping site 72 campers at 30 gallons per person per day All these facilities
^
^

omk
RIDGE HAVEN JANUARY 2015
ENGINEERING REPORT PAGE 7
^
Oakwould be initially service by the new sewer system. The total design flow is 16,210 gallons per day
during the summer season. Ultimate design flows could approach 46,000 gallons per day.
^
The average annual flow was computed by averaging the number of camp days and retreats over the
... year with the assumption that peak flow aw achieved during the camp days. This calculation resulted in
an annual average flow of 8800 gallons per day. This is only a mathematical average, since during days
of non -camp there would be only limited staff and flows, where during camp days flows would be close
to maximum, depending on the number of campers.
Aft
„k Alternatives Considered
^ Description
The first consideration is to increase the size of the dining hall septic system. For a septic system to
serve 750 campers for dining only at 15 gallons each the design flow would be 11,250 gallons per day.
^ This is at the upper limit of large quantity septic systems. The camp has been told that such a system
^ would not be permitted in the mountainous region of western North Carolina. No further effort was
^ made on this option. This was communicated from Mr. Jim Boyer of the local office of Transylvania
.. County Health Department. Mr. Boyer has sent a letter documenting this, and was submitted in June of
,^ this year.
^
All the following Alternatives involve a sewage collection system. The proposed layout of the collection
^ system is shown in Figure 5. It follows the contours of the land and ends at the discharge point of the
Little Creek.
^
.. The second consideration is the use of a facultative lagoon system and collection sewer. This system
would not only serve the dining hall, but would also serve the future planned flows as well as pick up the
^ failed septic systems as needed. This would involved the use of a lined lagoon without any means of
mechanical aeration. It would received screened sewage and be allowed to be held in the pond for
r
about 30 days. The discharge from the pond would be disinfected and the disinfection chemical (usually
chlorine) would also have to be removed prior to discharge into a stream. Given the significant surface
^ area required for this type of storage. A facultative lagoon is shallow usually 3 feet deep. With the
16,210 gallons per day and 30 day holding time, the pond would be around 24,000 square feet of
.. surface area. Disadvantages of this type of treatment are odors during the spring and fall "turn over"
„^ and the resultant vectors from the pond. In addition during the summer algae blooms would produce
^
violations of the discharge permit. Finally is the difficulty of finding suitable terrain in the mountainous
area of the camp site.
The third option was to install a pump station and pump over to the Wilds treatment plant. The
collection sewer would have to be constructed. At the low point of the system near Little Creek a pump
station would be constructed. The pump station would pump the sewage to the wilds treatment plant
via a 4" force maim, at the high point of the system, just inside the Wilds camp property the system
.M%
would turn into a gravity system all the way to the treatment plant. The total distance of force main is
^ 3500 feet. The distance of the gravity sewer is about 3200 feet. The static head on the Pump is about

?dMS
^' RIDGE HAVEN JANUARY 2015
ENGINEERING REPORT PAGE 8
140 feet. [Since proposing this option Ridge Haven has received a letter from the Wilds indicating that
law, they were not able to accept the flow. This letter is included with this submittal]
,q The fourth option is a subsurface drip irrigation system. This system does not discharge to a stream, but
takes treated effluent and discharges it subsurface through special emitter pipes. The system includes
the same collection and aerobic treatment system. The effluent is pumped through filters to the
distribution system, with all of the necessary piping and washout requirements. Based on a loading rate
of 0.1 gallons per day per square foot, the initial layout of the disposal system would require 165,000
square feet of infiltration surface or about 3.8 acres if infiltration field.
The final option is the use of a pre -packaged treatment system with discharge to stream. The system
would be a steel tank with built in baffles to separate process areas. These systems use air blowers to
provide oxygen to treat the waste and to provide pumping capacity via air lift pumps. These systems
AMI` consist of a screening unit, followed by a equalization tank if required, then an aeration tank followed by
a clarifier then a disinfection unit (usually a tablet chlorinator) followed by a chlorine removal system.
This unit (without the equalization tank is normally mounted on a single steel tank. This tank can be
either partially buried in the ground or fully exposed, depending on topography. The best part is that
�., these tank systems can be delivered on a tractor trailer type truck. The come all pre -wired and pre -
plumbed. The footprint of these units is 8-10 feet wide by up to 40 feet long and 8-10 feet high. Overall
the unit will take up less than 500 square feet of surface area.
Related to this option is the addition of a tertiary filter to further reduce the BOD and TSS to below 5
,A•, mg/L and the amount of ammonia to 1 mg/L or less. This would be a dual media, duplex, gravity filter
lob, with power backwash and air sparging. This type filter would only be used in the direct discharge
option.
Environmental Impacts
The environment impacts with all systems is primarily during construction. During this time there is a
,abs considerable amount of noise from large earth moving equipment, and delivery of materials and
equipment. In addition there are large sections of vegetation that is removed to excavate for trenches
and provide a flat area for the treatment system or excavation for a buried system. During these times
erosion and dust are the primary pollutants.
AmN
After construction the disposal of the sludge and plant effluent are the primary issues with impacts. A
third operating issue of disinfecting chemicals are greatly minimized by the use of a tablet chlorinator.
Some systems use an Ultraviolet disinfection system, however for this operation we are recommending
the use of a chlorine based system that will provide a direct means of measurement of concentration
and hence its effectiveness. The Sludge disposal can be accomplished by discharging to a publicly
owned treatment works (POTW) for a fee similar to septage disposal, disposed of on -site as a beneficial
nutrient, or dewatered and disposed of in a landfill. The effluent from a treatment facility is usually
disposed on in a stream after treatment. Other options of subsurface disposal and land application. All
� of these options require careful evaluation and permitting through the State. With disposal into the
ANN stream the quality of the effluent is critical so as not to degrade the stream from Trout Status.

.,
RIDGE HAVEN
JANUARY 2015
Aft ENGINEERING REPORT PAGE 9
Land Requirements
�► The land requirements have been discussed under the options class. Again Ridge Haven has a large tract
of land, but the usefulness and accessibility is in question. Secondly, with the strong probability of
�+ increasing the size of the treatment plant as current septic systems fail, there will be a need for
.^ additional land adjacent to the treatment facility
Potential Construction Problems
The biggest challenge to construction is the mountainous terrain and the ever present subsurface rock.
.. Surficial soils and trees are easy to move with modern equipment. Steep slopes and rock would slow
Ink the construction process and increase the construction costs. A subsurface investigation of the proposed
AM% route of the force mains and the locations of treatment facilities would further define the routes and
locations of faculties.
.v Cost Estimates
The estimated construction costs for the three Alternatives considered viable have been included in
Appendix C and a Present Worth Analysis is also included.
The following is an estimate of the Operational Budget required to operate the treatment plant on an
�► annual basis for the selected alternative:
Water Discharge Fee $ 650
.� Power S 980
., Chemicals $ 1540
Sludge Haul and Dispose $ 6540
_ Staff & Administration $12,750
Maintenance & Replacement 3500
,.� Total Annual Budget $26,000
.. Proposed Project (Recommend Alternative)
r, Preliminary Project Design
The system will be rated to handle 750 campers and staff using a daily rate of 15 gallons per capita per
.. day (GPCPD). This quantity is based on an Institutional quantity of 5 gallons per day per meal, and 3
�. meals per day. In addition the flow from the meeting room of 150 people at a rate of 5 GPCPD. The
,^ total daily flow including the areas listed is 16,210 gallons per day. Recognizing that package plants are
not set up for exactly meeting the design flow, the selected size of the treatment plant is 20,000 GPD.
The influent is considered domestic waste with a nominal BOD of 240 mg/I. An oil and grease trap will
be installed on the kitchen sewer to collect grease prior to entering the collection system.
The anticipated discharge will be into Toxaway Creek and that the treated effluent standard discharge
limit of 20 mg/I of BOD and 20 mg/I TSS will be acceptable. It is further assumed that the minimum
.� concentration of dissolved oxygen will be 6 mg/I and that the effluent will be aerated prior to discharge
,., to the receiving stream. The location of the discharge is shown on Figure 4. The receiving point on
Toxaway Creek is North 35-05-57.6, W 82-51-45.5
L

..
Ak
+, ENGINEERING REPORT PAGE 10
The treatment plant will be an activated sludge, extended aeration system that will be pre -fabricated
� nd pre nlmof. site dconss ed to eewith
minimal
effort
required
to all and
'�ope atioalThe system will consist of a screening system, aeration system,clarifierandreturn
slime
AM% system as well as a sludge digestion system, effluent disinfection and chlorine removal system. A
,� continuous flow monitoring system will be installed in line and provide for sampling in an inter ittent
basis. It is assumed that the influent to the treatment plant will be conveyed by gravity sewer and that
the effluent will be conveyed by pump station and force main.
+� Ultimate design of the system would account for the entire camp to be on the treatment plant and all
.� the septic systems would be abandoned. The ultimate load for treatment would be 750 campers at 60
,., GPCPD or an average flow of 45,000 gallons per day. The anticipated in -place capacity to treat this
AM sewage would be 50,000 gallons per day, including an equalization tank to modify the peak flows.
Project Schedule
The anticipated schedule for this project is as follows:
ANN PER submittal to State Week 0
r
AO% State Review and Approval of PER Week 6 thru 8
Site survey and subsurface investigation ( Concurrent with State Review of PER)
Produce construction Plans and Specs Week 8 thru 20
Submit plans and Specs for Permit to Construct Week 20 thru 28
Ask
Construct Plant, and obtain permit to Operate Week 28 thru 60
Awk
Am► Permit Requirements
,,h The permitting requirements include: approval of PER, Obtaining waste load allocation for stream
discharge and preliminary NPDES permit limits, Permit to Construct, Permit to Operate. All these
.�
permits will be issued by the State of North Carolina. In addition, there will be building and
construction permits issued by the County of Transylvania. In addition, the services of a qualified
091k operator will have to be obtained before operations can begin.
..,
Conclusions and Recomtnendations
..
This is a major step of faith by the Camp to embark on this size of a project. The alternative though is to
severely limit the number of campers that will be allowed to enjoy the camping experience. A well run
treatment system will open up the current dining facility and allow large groups to be at the camp
"` without the concerns of water usage or expense of disposable dishes.

AID,
AM,
eiDN
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40b►
rats
,1MIN
Abs
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OWN
RIDGE HAVEN JANUARY 2015
ENGINEERING REPORT PAGE 11
It would be advantageous to have a strong working relationship with the Wilds Camp just down the
road. They operate several trains of extended aeration systems and would provide invaluable insight
into operating and maintaining these systems.
The next step is to obtain the design parameters for the system from the state and approval of this PER.
During this time a concerted effort to obtain the necessary funds should be in full operation. Finally
obtain the services of qualified contractors to install the system.

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e
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FIGURE 1
GENERAL LOCATION MAP

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DISCHARGE POINT FIGURE 2
TOPO MAP
TREATMENT PLANT

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Figure 3
BUILDING LOCATIONS
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From NC Eastatoe Gap Quad. (2013)
FIGURE 4— USGS TOPO MAP

�1
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APPENDICES
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Ftnracv ReoortaorobLrn
500(t"

APPENDIX B
SIMPLIFIED FLOW DIAGRAM
Extended Aeration
Treatment System
Post -Aeration
System
Vil Toxaway Creek
750 campers per day at 15
Shepherds Hall GPDPC
Grease trap total flow 11,250 GPD
New Cabins, RV
Area, Tent Area
Flow 4960 GPD
Influent Pump
Station

) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) )
Ridge Haven Camp
Treatment Option: Centralized treatment and Stream Discharge
Item Units Quantity Size Cost/ unit total cost
Collection system LF
5000 8-inch
$
65
$
325,000
treatment system LS
1 20,000 GPD
$
200,000
$
200,000
Chlor/Dechlor LS
1 15 GPM
$
5,000
$
5,000
Pump Station from Tent Camp LS
1 10 GPM
$
15,000
$
15,000
$ 545,000
Appendix C-1

Ridge Haven Camp
,,e,,ok
�A
Treatment Option:
¢e treatmen
an frrigation—
Item
Units Quantity Size
Cost/
unit
total cost
Collection system
LF
5000 8-inch
$
65
$
325,000
Pump Station from Tent Camp
LS
1 10 GPM
$
15,000
$
15,000
Force main to Wilds HP
LF
3200 3-inch
$
25
$
80,000
Sewer Wilds HP to Treatment
LF
3500 8-inch
$
65
$
227,500
$ 647,500
Appendix C-2

) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) )
Ridge Haven Camp
Treatment Option: Centralized treatment and Drip Irrigation
Item
Units
Quantity
Size
Cost/ unit
total cost
Collection system
LF
5000
8-inch
$
65
$
325,000
treatment system
LS
1
20,000 GPD
$
200,000
$
200,000
Chlor/Dechlor
LS
1
15 GPM
$
5,000
$
5,000
Pump Station from Tent Camp
LS
1
10 GPM
$
15,000
$
15,000
Pump Station Main System
LS
1
25 GPM
$
45,000
$
45,000
duples filter unit skid mounted
LS
1
25 GPM
$
15,000
$
15,000
Mains to subsurface
LF
3500
2-inch
$
10
$
35,000
Drip system valves
ea
22
2-inch
$
200
$
4,400
Drip system piping
LF
85000
1/2-inch
$
5
$
425,000
$ 1,069,400
Fp-p e-n-d I T C-3

APPENDIX C-4
Tabulation of Construction and Operating Cost
With Present Value Analysis (Discount Rate 1.8%)
L,
C
System
Discharge to
Discharge to
Drip irrigation
Pump to Wilds
Stream
Stream
(buried lines)
Secondary
Tertiary filter
Construction
$550,000
$610,000
$1,075,000
$647,000
Operation1
$ 26,000
$ 32,000
$ 38,600
Present Value^
$983,458 ✓
$1,143,487 ✓
$ 1,718,518 v
Not Accepted
(20 years)
j