WQ0030222_Permit (Issuance)_20100111

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FES 1 1 2010
February 4, 2010
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WATER QUALITY SECTION
Mr. Roger C. Edwards a ASHE\'fL.E REGIO'lAL C=FICE
Surface Water Protection Supervisor
Asheville Regional Office •...... -...._.....,-
2090 US Highway 70
Swannanoa,North Carolina 28778
RE: Engineer's Certification-Post Construction
Permit Number WQ0030222
Sugarloaf Elementary School Sewer Ext.
City of Hendersonville, North Carolina
Dear Mr. Edwards:
Please find enclosed the following supporting documentation for the Engineer's
Certification for the subject project:
• One (1) executed copy of the final Record Drawings.
• One(1) executed copy of the final Design Calculations.
• One (1) executed copy of the Post Construction Engineering Certification form.
Should you have any questions concerning this information, please do not hesitate to
contact our office.
Sincerely,
McGILL SS4CIATPA
HARK . B , PE
Senior Project Manager
HBB/hbb
Enclosures
cc: Rhonda Wiggins, Utility Projects Coordinator, City of Hendersonville (w/Enclosures)
Bo Caldwell,Associate Superintendent, Henderson County Schools (w/Enclosures)
James Golightly, Principal, MBAJ Architecture(w/Enclosures)
p:\2005\05184\Iettem\se04feb2010-w certification.doe
E n g i n e e r i n g • P l a n n i n g F i n a n c e
McGill Associates, P.A. • P.O. Box 2159, Asheville, NC 28802 • 55 Broad Sireet, Asheville, NC 28801
828-252-0575 • Fax:[phone]

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V. FFFF 11 99n�'�ntt
Permit No W 0030222. Citv of Hendersonville, S oa'L f R 'ad Ele eit4v�S'dit.. Henderson Coun . Mav 1 . 2006
ENGINEERING CERTIFICATION - POST CO STEUCTION .
WATER QUALITY SECTION
System Description: �' AFF1Ew LL PEOION.AL OFFiCF_
i t i
a 90 gpm duplex sewage pumping station with teleltnetr ,;,audible and visual high wat r al nd a
permanently installed standby generator with automatic transfer switcF-and 1',93'57ihe8 fe Cqf inch diameter
force main /
Complete and submit this form to the Asheville regional office with the following:
One copy of the project record drawings (plan & profile views of sewer lines) of the wastewater collection
system extension,
supporting design calculations (selected pumps, system curve, operating point, available storage if portable
generator(s)or storage greater than longest past three year outage reliability option selected)for any pump
stations permitted as part of this project
Changes to the project should be clearly identified on the record drawings or in written summary form. Permit
modifications are required for anv changes resulting in non-compliance with this permit regulations or
minimum desion criteria.
This project shsll:ltot be considered complete nor allowed to operate until this Engineer's Certification and all
required supporting documentation have been received by the Division. Therefore, it is highly recommended
that this certification be sent in a manner that provides proof of receipt by the Division.
ENGINEERS CERTIFICATION
1I11 ❑ Partial Final
I, t►AtZe�! ��' as a duly registered Professional Engineer in the State of North Carolina, having
been authorized to observe (,periodically, ❑weekly, ❑ full time)the construction of the above referenced
project for the Permittee hereby state that, to the best of my abilities, due care and diligence was used in the
observation of the construction such that the construction was observed to be built within substantial compliance
of this permit; 15A NCAC 2H .0200;the Division of Water Quality's (Division) Gravity Sewer Minimum Design
Criteria adopted February 12, 1996 as applicable; the Division's Minimum Design Criteria for the Fast-Track
Permitting of Pump Stations and Force Mains adopted June 1, 2000 as applicable; and other supporting
materials.
North Carolina Professional Engineer's
seal, signature, and date:
Irrlt !
AR ��% SEND THIS FORM &SUPPORTING DOCUMENTATION
1 WITH REQUIRED ATTACHMENTS TO THE FOLLOWING ADDRESS
3� 'Ly'o
c SEAL < o ROGER C. EDWARDS
22541 _ _ SURFACE WATER PROTECTION SUPERVISOR
ASHEVILLE REGIONAL OFFICE
2090 US HIGHWAY 70
SWANNANOA, NC 28778
4.4.oe
The Permittee is responsible for tracking all partial certifications up until a final certification is received.Any wastewater flow
made tributary to the wastewater collection system extension prior to completion of this Engineer's Certification shall be
considered a violation of the permit and shall subject the Permittee to appropriate enforcement actions.

IFB 11 2010
F
DESIGN CALCULATIONS
SUGARLOAF SCHOOL SEWER EXTENSION
PUMP STATION AND FORCE MAIN
CITY OF HENDERSONVILLE
NORTH CAROLINA
HARRY B. BUCKNER, P.E.
McGill
MMcG 0 SEAL
L
AS S 0 C f—A TE S 1 22S41
Engineering 9 Planning o Finance -jr
GINS
Asheville, North Carolina
April 2006
05184

General Project Description
The purpose of the proposed project is to provide public sewer service to the new Sugarloaf
Elementary School located on Sugarloaf Road just east of the City of Hendersonville. The
proposed school facility will serve a total population of 650 persons, and includes a cafeteria
facility, but does not include any locker rooms or shower facilities. Since the school facility lies
below sugarloaf road and there is not gravity sewer service available in the area, it is proposed to
install a duplex submersible sewage grinder pump station and approximately 1,135 linear feet of
4-inch diameter ductile iron force main to connect to an existing 4-inch pvc force main located
— —within-the right-of-way of Sugarloaf Road. The connection-point-is-approximately 5,400 feet
from its discharge into the nearest gravity sewer.
Design Flow Rate Determination
Flow rates for the proposed facility are based on North Carolina Administrative Code Chapter
15A subchapter 02H.
Proposed Average Daily Flow for Facility:
Qevg=650 students* 12 gpd/student
QRVg=7,800 GPD
Peak flow is based on expected water usage operational hours at the facility, the population
served, and the type of facility served. Therefore, the estimated peak flow is calculated as
follows:
Peak Flow=Average Daily Flow(gpd) /hours of normal operation * peaking factor
Peak Flow=7800 gpd/4.5 hours per day/60 minutes per hour*3.0 PF= 90 gpm
Minimum design criteria states that the flow velocity through the force main must be at least 2.0
feet per second (fps). At 90 gpm, the velocity through the proposed 4-inch force main is 2.3 feet
per second, which meets the minimum design criteria.

Table 1 -Pump Station Calculations
, ' SUGARLOAF'ELEMENTARWSCHQQI:,- .STEMCHARACTERISTICS
db -"�
L, Force Main Length ft 6535 Pump Off Elev. ft 2180
D, Force Main Diameter in 4 High Point Elev. ft 2237
Design ADF, Average Daily Flow m 30 PF, Peaking Factor 3
Q, Peak Flow m 90.00 C, Friction Coefficient 116
Wetwell Diameter ft 6 Pump On Elev. ft 2181
Initial ADF(gpm) 30 Pump On Elev.At Initial ADF(ft) 2181
- — Nofe:Hazen Williams Friction Coefficient Maximum per NC Design Criteria,-DIP (Initial Service 125, End of
Service 100), PVC (Initial Service 140, End of Service 120), HDPE (Initial Service 140, End of Service 120). For
Force Mains with multiple pipe materials use a weighted average friction coefficient.
TDH = Head static + Head friction + Head minor
The friction loss in the force main can be represented as:
Head friction = 10.57 Q'-85 L/(Ct.85 D4.a7)
10.57*Q(90.00gpm)^1.85* L(6535 ft)
Friction Headloss ft D 4 inches ^4.87 50.51
Static Head ft Hi h Point Elev. 2237 ft -Pump Off Elev. 2180 ft 57
e minor losses due to valves and fittings can be represents as:
Head L= K V2/2g
The following valves and fittings, and associated K values, are included in the flow path of the piping system with
one pump running:
Minor Losses
Quantity K value K*Quantity
90 degree bends 2 0.8 1.6
45 degree bends 4 0.4 1.6
Gate valves 0 0.2 0
Plug valves 2 0.2 0.4
Check Valves 1 2.5 2.5
Tee flow through run 0 0.6 0
Tee flow through branch 1 1.8 1.8
Exit 11 1
Total K 8.9
Flow Velocity through Force Main (fps) Q 90.0 m /Area of 4 inch Force Main 2.30
Total Minor Headloss: ft Total K 8.9 *V 2.30 ^2/2 g .0.73
Friction Head (50.5 ft)+Static ea (57 ft)+ Minor Headloss
Total Dynamic Head: ft 0.7ft 108.24
Pump Operating Point: =:90' p m', ,10&24 ft,TDH ;:.-
Estimated Horse Power: 5.5
The Pu np Data sheets and dual pump curves have been included in Appendix 1.

Pump Cycle Time
NCDWQ requirements state that pump-on/pump-off elevations shall be set such that 2-8
pumping cycles per hour may be achieved in the pump station at average flow. It is desired to
achieve 2-8 pumping cycles per hour at both initial and future flows. Additional operating
volume will be designed into the pump station to allow the float elevations to be modified in the
future as flows increase at the pump station.
The normal pump cycle time can be determined by adding the time to fill the wet well
—- -from pump-off-level-to pump-on-level-at-the-average flow-rate-plus-the_pump_run_time_required_to
lower the wet well level to pump off.
Cycle per Hour= 60 Minutes / (Fill Time+Pump Run Time)
The fill time is determined by the rate of inflow and the operating volume:
Fill Time=operating volume/ Q avg
The pump run time is determined by the design pumping rate while inflow continues at
the average flow rate and the volume per cycle:
Pump Run Time=(operating volume) / (Q p mp-Q avg)
Cycle Time calculations for initial flow rate and future flow rate are shown in Tables 2.
Table 4: Cycle Times for Proposed Pump Station
Wetwell cross sectional area SF Wetwell Diameter 6 ft A2*pi 14 28.27
Operating Depth at design ADF ft Pump On Elev. 2181 ft - Pump Off Elev. 2180 ft 1
Wetwell area (28.27 sf)*operating depth (1,ft) * 7.48
Operating Volume at design ADF al al/cf 211.5
60/{Operating Volume(211.5ga1)/ADF(30.00) + Operating
Cycles Per Hour at design ADF Volume!(Pump Rate-ADF 90.0-30.0 S:I
Operating Depth at initial ADF ft Pump On Elev. 2181 ft -Pump Off Elev. 2180 ft 1.0
Wetwell area(28.27 sq*operating depth (1.00 ft)
Operating Volume at Initial ADF(gal) 7.48 gallcf 211.5
60/{Operating Volume(211.5gal)/ADF (30.00) + Operating t
Cycles Per Hour at Initial ADF Volume/(Pump Rate-ADF (90.0-30.0))} 51

Wet Well Buoyancy
The following table shows the wet well buoyancy calculations for the subject pump
station. The minimum factor of safety for flotation is met. .
Wet Well Buoyancy Calculations
SUGARLOAF ELEMENTARY SCHOOL WASTEWATER PUMP STATION
Pump Station Diameter ft. : 6
Wall Thickness in. : 6
Top STab Thic c{Hess in.:8
Bottom Slab Thickness in. : 8
Bottom Slab Extends in. : 8
Depth ft. : 10
—Density of Concrete Ib/c : 150
Density of Sat. Soil ib/c : 120
Outside Diameter ft. = PS Diameter 6ft + 2*wall thickness 6 in/12 = 7.00
Bottom Slab Diameter ft. = outside diameter 7.00 ft + 2 x B.S. Extends 8 in/12 = 8.33
Volume:
Top Slab c = Outside Diameter 7.00 ft A2* i 14*T.S.Thickness 8in/12 = 25.7
Bottom Slab c = B.S. Diameter 8.33 ft A2* i/4*B.S.Thickness 8in/12 = 136.4
(OS Dia. (7.00 ft)A2-PS Dia. (6 ft)A2)*pi/4*W. thickness
Walls c = 6in/12 *Depth 10ft = 51.1
Weight of Pump Station:
Top Slab Ibs. = Tob Slab Volume 25.7 c * Density of Conc. 150 Ib/c = 3,848.5
Bottom Slab Ibs. = Bottom Slab Volume 36.4 c *Density of Conc. 150 Ib/cf = 5,454.2
Walls Ibs. = walls volume 51.1 c *Density of Conc. 150 Ib/cf = 7,657.6
T.S.weight (3848.5 Ibs)+ B.S.weight(6454.2 Ibs) +walls
Total Weight lbs. = weight 7657.6 Ibs = 16,960.2
Saturated soil over extended slab:
(B.S. Dia.(8.33 ft)A2-Outside Dia. (7.00 ft)A2)`pi/4* Depth(10
Volume c = ft) = 160.6
Weight Ibs. = soil volume 160.6 c *soil density 120lbs/c = 19,268.4
Buoyancy Force of Displaced Volume:
Density of water Ibs/cf : 62.4
O.S. Dia. (7.00 ft)A2* pi/4* (depth (10 ft) + B.S. Thickness (8
Volume Displaced c = in/ 12 in/ft *B.S. Dia. 8.33333333333333 ft A2* pi/4 = 421.2
Buoyancy Force Ibs. = Displaced Volume 421.2 c *density of water 62.4lbs/c = 26,283.3
( P.S.weight(16960.2lbs) + Soil (19268.4))/ Buo. Force
Safety Factor= (26283.3lbs = 1.38
If greater than 1, then not Buoyant

Evaluation of Downstream Sewer Capacity
The downstream sewer collection and treatment system is operated by the City of Hendersonville
and has adequate capacity to accept the additional flow generated by this project.
Power Reliability
A full-tune backup generator is provided for the pump station. In addition, if power is out at the
school, school will be dismissed.

APPENDIXI
INSTALLED PUMP DATA

Sugarloaf School Pump and System Curve
System Curve vs. Pump Curve
180.00
160.00 _
F _
140.00
120.00
LL 100.00 -
m
= 80.00 -
s
60.00
40.00 —
20.00
0.00 — — —
0 50 100 150
Flow Rate (gpm) 'system Curve
-W—Pump Curve

MAIN OFFICE
2335 ND, T LANE
CL(423) 7 TN 37312
® WATER [phone] p
EggWASTE [phone] f
S. PNCHER OFFICE
301 S. PEAIMETEA PARK
SUITEQ p O - E T ILLE, TNa
(I ® `�C'`.f J��') NASHVILLE. TN 37211
I, (615) 781-429 p
[phone] f
July 20, 2006
LTO: David E. Burnett Inc. RE: New Sugarloaf Elementary School
ATTN: Mr. David Burnett FAX.: [phone] --- --
FROM: Michael Bailey PAGE 1 OF 2
We are pleased to offer the following material and equipment for the above referenced
project.
SCOPE OF SUPPLY
I' DUPLEX SUBMERSIBLE GRINDER STATION
Two (2) Hydromatic Pump Model HPGB750 M4-2 submersible sewage,
7heator,
f grinder pumps of standard cast iron construction coupled
P, 3 50 RPM, 460/3/60 submersible motor with seal failure,
r, and 25'power& control cables: Pump to have 2.5"
discharge
Two (2) uide rail systems to include the following: 3" cast iron base
S intermediate guide rail braces, stainless steel upper guide rail
tainless steel pump guides,hydraulic sealing flange, stainless
switch bracket and stainless steel lifting chain package.
Stainless Steel Guide Rails supplied by Contractor.)
One (1) Duplex pump control panel for 460/3/60 incoming power to include
the following: NEMA 4X Stainless Steel Enclosure, Pump Breakers,
('' W Control Circuit Breakers,Lighting Arrester,Duplex GFI Receptacle,
Alternator,Hand-Off-Auto Switches, Elapsed Time Meters,Heat Sensor
Terminals, Seal Fail Lights,High Water Alarm, Float Switch Termnals,
0' "_n AT✓ Flashing Alarm Light,and Audible Horn,Auxiliary Contacts for
Telemetry.
Four (4) 30 ft. liquid level float switches
(0:ne::::al1idayModeIW1S36"X36"AluminumAccessHatchalliday Model W1S 48"X 48"Aluminum Access Hatch C l
One (1) Day start-up supervision and operator training
One (1) Full Freight Allowed
-INTEGRATED FLUID SYSTEMS SINCE 1973-
I www.waterandwaste.com
1

I
Note: Pricing does not inc installation,valves, access hatches concrete wet-well,concrete
valve vault,air release valves, electrical service disconnect switch,junction boxes,tie
down bolts, anchor bolts,fasteners,pipe sealers, off loading from delivery truck, or final
electrical connections.
Prices are F.O.B.factory freight allowed to jobsite where accessible by commercial carrier. Price
does not include any applicable sales tax. Terms are net 30 days. Sales conditions and warranty
are per manufacturers standards. Quote is effective for 90 days. Shipment approximately Five
(5)to Seven (7)weeks after receiving order.
YR,/esp tfull
Mi hael C.Bailey
Technical Sales
Water& Waste Equipment,Inc.
e
i
-INTEGRATED FLUID SYSTEMS SINCE 1973-
www.waterandwaste.com

HP 7 -
7Y2, 10, and 15 HP High Head
Submersible Grinder Pumps
ADVANTAGES BY DESIGN
IDEAL FOR USE IN PRESSURE SEWER
SYSTEMS.
w Recessed impeller provides steep non-overload-
ing operating curve.
s . < xt DURABLE MOTOR WILL DELIVER MANY YEARS
* i OF RELIABLE SERVICE.
f- at ®Oil=filler motor for maximum heat dissipation and
l' constant bearing lubrication.
©Recessed impeller reduces radial bearing
4 loads; increases bearing life.
in High-torque three phase motors for assured
starting under heavy load.
®Seal leak probes and on-winding heat
I. sensors warn of seal leak condition, and
stop motor if motor overheats. Helps prevent
x" costly motor damage.
II DESIGNED FOR EASY MAINTENANCE.
to Shredding ring and grinder impeller are
replaceable without dismantling pump or
motor.
I' PRODUCT CAPABILITIES
'ill r Capacities To 150 gpm 568 Ipm
�` ' Heads To 257 ft. 78 m
Liquids Handling domestic raw sewage
a4 ;7
Intermittent Liquid Temp. u to140°F u to 60°C
Winding Insulation Temp. 356°F 180°C
(Class H)
THE HYDROMATIC HIGH HEAD 7'/., 10& 15 HORSE- Motor Electrical Data 3450 RPM
7'/, 10 HP
POWER SUBMERSIBLE CENTRIFUGAL GRINDER PUMPS 20o/23va60157so/575 volts
ARE DESIGNED FOR MUNICIPAL, COMMERCIAL OR 3 Dhase.60 Hz
I INDUSTRIAL APPLICATIONS. Acceptable pH Range 6-9
ity
These pumps are especially suited for use in pressure sewer Viscosit 28-35 SSU
Specific Grav .9-1.1
applications or in systems with long discharge runs or high Discharge (Flange Dim.) 2-112 in. 63.5 mm
static heads. The pumps feature a heavy-duty cutter mecha-
nism and recessed impeller designed to efficiently grind NOTE:Consult factory for applicaGcns Outside of these recommendations.
typical sewage solids into a fine slurry. —
Hydromatic grinder pumps can be installed in a variety of construction Materials
111 packaged systems. Factory-assembled simplex or duplex Motor Housing, Seal Housing, cast iron, Class3o
packages with guide rail systems are available. Individual rail Cord cap and volute Case ASTM A48
components are also available for installation in onsite con- Impeller, recessed ductile iron
Crete systems. Hydromatic offers a complete line of
submersible sump, sewage, effluent, grinder, non-clog waste- Power and Control Cord 25ftSOWISOW--A
water pumps, controls, basins and accessories. Mechanical Seals double tandem
Standard carbon and ceramic
Optional lower tungsten, carbide
Pump, Motor Shaft 416 SST
Fasteners 300 series SST
Shredding Ring and 440 SST,58-60 Rockwell
Grinder Impeller
�I
I9fw n Y ®Yl®iY ATI C
Pentair Pump Group
r

7%, 10, and 15 HP High Head
Submersible Grinder Pumps
HEATSENSOR
Protects motor from burn-out CABLE ENTRY SYSTEM DIMENSIONS
due to excessive heat from Provides double seal
any overload condition. protection. Cable jacket [ ]Dimensions in mm
Automatically resets when sealed by compression *[146%�motor has cooled. grommet. Individual wires
sealed by epoxy potting. 12"
[306J
BALLSEARINGS
Upper-and-lower ball-bearings support shaft and
rotor and take axial and Flange drilled for
radial loads. 36 2'/,std.pipe flang,
HEAVY 416 SST SHAFT L
Corrosion resistant. Reduces
shaft deflection due to
grinding loads.
STATOR
3450 RPM, 3 phase. Press
fit for perfect alignment
and best heat transfer.
Oil-filled motor conductsheat and lubricates [868]bearings. Class H, VFD/continuous duty operation.
SHAFTSEALS
Double tandem mechanicalshaft seals protect motor. Oil-
filled seal chamber providescontinuous lubrications.
7°
SEAL LEAK PROBES [1781
Detect water in seal housing. —1
i Activates warning light in
control panel.
,c"
[20g]
--�,-- SLEEVE BEARING
I Takes radial shock load. PERFORMANCE CURVE
280 IMP.DIA.
260 S'
240 HPC'B15D0
VOLUTE CASE 220 z-
- ---.-----_— tasdischart iron; gerizon- w2W HpGB1p0U
(Drilled for 211W saga°
pipe flange.) 0180 HPGB�
w 160 50
LL
< 140
F
IMPELLER 120
Ductile iron recessed impeller GRINDER ASSEMBLY
handles ground slurry without Grinder impeller and 10D
clogging or binding. Provides shredding ring are so
unobstructed flow passage. replaceable without
Reduces radial loads. Pump- dismantling pump. 60
out vanes help keep trash from Constructed of 440 SST 10 20 30 40 50 60 70 80 a0 100110120 130 140150 160
seal; reduces pressure at seal hardened to 58-60 GALLONS PERMINUTE
faces. Rockwell.
K4183HY p,It�4y ®® qy.�6�aq�+ ��aa
I� � Y DROM 4A�'ic® 1840 Baney Road Ashland,OH 44805
Pentair P®p Group 419-289-3042 From 7:00AM-5:00PM Ashland,Ohio Facility

PERFORMANCE CURVE
280 RAP. DIA.
260 s'
240 NpGB 1 S00
220
yPGSlQ00 TL
200
i60 G T$0
Lu
q 140
F-
0 120
100
�0
60
I 20 30 40 50 60 70 80 90 100 1'0 120 I30 140 150 160
GALLONS PER MINUTE