NC0026271_Regional Office Historical File Pre 2018 (44)

c a U —
CONSULTANTSP«C
405 South Sterling Street, Morganton NC 28655
828 433 5661 / fax [phone] / [e-mail]
April 15, 2010
Ken Pohlig, P.E.
Construction Grants and Loans Section
Design Management Unit
1633 Mail service Center
Raleigh, NC 27699-1633
RE: Response to Request for Additional Information
Town of Taylorsville
Wastewater Treatment Plant
Headworks Improvements
Alexander County, North Carolina
Dear Mr. Pohlig:
ry ;
The following are responses to your e-mail dated February 9, 2010 requesting additional
information.
(2) Discuss hoii, the proposed ARRA sewer rehabilitation project ii,ill affect the H f oii s to the
WWTP. `
The ARRA sewer rehabilitation project will reduce I/I during significant rain events and thus
decrease flows to the WWTP during those events. In particular, the project will reduce I/1 to the
area tributary to the Northwood PS, the largest contributor of I/I within the collection system.
The rehabilitation was based on physical inspections (manhole and CCTV) and focused on
repairing the worst defects, as well as those where UI would contribute the greatest amount of
extraneous flow into the system. Enclosed are samples of indications that the manholes and pipe
repairs are reducing I/1. The first shows a daily runtime summary from the Northwood PS. As
shown, the rain event on March 13, 2010 was approximately 1.43 inches and the rain event on
January 17, 2010 was 1.80 inches. While not equal rainfall intensities, it does reflect the
reduction in flow resulting from I/I through the sewer rehabilitation project. This reduction in I/I
can also be seen in the accompanying plant charts. Charts 1, 2, and 3 show rain events of March
2010, while 4 and 5 show rain events in December 2009. Again, while not the same rain
intensities, it does reflect a reduction in duration of peak flows. Previously the peak flows would
last longer as can be seen in 4 and 5.. Also, through smoke testing, the Town has discovered a
factory with downspouts that are connected to the sewer system. The Town is currently working
with the factory to determine the best way to disconnect the downspouts. Once completed, it is
expected to remove a minimum of 30,000 gpd of inflow. In addition, within the last year the
Town has completed cementitious manhole repairs at approximately 150 different manholes
within the project area that are not in the ARRA project, which will also reduce I/I.

(1) Please corzfrrrrz that the proposed 2.1 ,11GD peak horn. loiv (= 0.8311GD x 2.5 Peaking
_factor) is srtffrcierzt,for- this headrror ks slr'rtctZtr'e. Slioiticl the peaking_factor be higher tlzarz.2.5?
Due to some uncertainty as to, the. peak hour flow, we agree to add a second pump in the wetwell
for redundancy in tl-e event of one. pump being out of service, to help prevent spills. Enclosed
are the following revised specifications and plan sheets:
Bid Form (spare pump was removed as alternate bid item)
Section 07422 - Submersible Variable Speed Pump and Accessories
Division 16B - Variable Frequency- Drive Requirements
Plan sheets 2, 4- 6, E 1-E2. and E4
In addition, the initial vortex separator design was for a 6.0' diameter chamber, but was changed
to a 7.0' diameter chamber durin- the design process. However, the specification was
inadvertently not updated for the 7ff diameter chamber, which has a maximum flow rate of 2.5
mgd compared to 2.0 mgd for the 6�.fl' chamber. A revised Section 07801 - Grit Separator is
enclosed.
(3) Provide spec sheets for the proposed vortex degritter. ff the "design" peak hour flow is
exceeded how will this affect its ki-drazrlic and grit removal performance?
See attached response from WestTech.
If you have additional questions or clarifications, please contact me or Ron Lynn.
Sincerely,
WEST CONSULTANTS. PLLC
Benjamin B. Thomas, P.E.
Enclosures

0"1212111 11'24 8286325280
BRIAN EADES WWTP
PAGE 01
Page 1 of 2
Dal
Ru
tim
Su Mary
Minutes and
Gallons
Device- Time
Nor' wood P
Pump
1
PwW 2
Pump 3
Total
Station
Minutes Gallo"Mlnutee
6xlfonsMinutes Gallons
Minutes
Gallons'
22 Mar
93.0
46500
143.0
71500
0.0
0
236.0
118000 r•3°
21 Mar
94.0
47000
90.0
45WO
0.0
0
184.0
92000
20 Mar
73.0
36500
78.0
39000
0.0
0
151.0
75500
19 Mar
94.0
47000
97.0
48500
0.0
0
191.0
95500
19 Mar
85.0
42500 -
88.0
4tW00
0.0
0
173.0
86500
17 Mar
88.0
44000
86.0
43000
0.0
0
174.0
87000
16 Mar
90.0
45000
91.0
45500
0.0
0
181.0
90500
115 Mac
90.0
45000
93.0
46500
0,0
0
183.0
91500
14 Mar
97.0
48500
104.0
52000
0.0 .
0
201.0
100500
13 filar
178.0
89000
175.0
87600
0.0
0
353.0
O
L7 Mar
119.0
59500
127.0
63SOO
0.0
0
246.0
123s3i
11 Ma_r
91.0
45500
88.0
44000
0.0
0
179.0
89500
10 filar
89.0
44500
90.0
-45000
0.0
0
179.0
89500
09 Mar
91.0
45500
90.0
45000
0.0
0
181.0
90500
0. 8 Ma. r
95.0
47500
96.0
48000
0.0
0
191.0
95500
07 M
94.0
47000
94.0
47000
0.0
0
188.0
94000
0_6 Mar
94.0
47000
84.0
42000
0.0
0
178.0.
89000
2S Mar
89.0
44500
91.0
45500
0.0
0
180.0
90000
04 MSIT
84.0
42000,
83.0
41500
0.0
0
167.0
83500
03 Mar
91.0
45500
94.0
47000
0.0
0
185.0
92500
02 Mar
99.0
49500
95.0
48000
0.0
0
195.0
97500!
01 Mar-
92.0
46000
94.0
47000
0.0
0
186.0
93000
8 Fab
93.0
46500
89.0
44500
0.0
0
182.0
91000
7 Feb
98.0
49000
95.0
47500
0.0
0
193.0
96500
26 Feb
106.0
53000
95.0
47500
0.0
0
201.0,
100SOO
25 Feb
94.0
47000
98.0
49000
0.0
0
192.0
96000
24 Feb
90.0
45000
90.0
45000
0.0
0
180.0
90000
23 F4b-
90.0
45000
95.0
. 47500
0.0
0
185.0
92500
.22 Feb
97.0
48500
93.0
46500
0.0
0'
190.0
95000 - •�'
21 Feb
95.0
47500
91.0
45500
0.0
0
186.0
93000
20 Feb
106.0
53000
101.0
50500
0.0
0
207.0
103500
19 Feb
113.0
56500
97.0
48500
0.0
0
210.0
105000
ILFeb
123.0
61500
115.0
57500
0.0
0
238.0
119000
17 Feb
133.0
66500
129.0
64500
0.0
0
262.(Y
131000
Jfeb
147.0
73500
149.0
74500
0.0
0
296.0
148000 µ
1 FP
142.0
71000
129.0
64500
OA
0
271.0
135500 -- 3
14 Feb
130.0
6S000
123.0
61500
0.0
0
253.0
126500
13 Feb
142.0
71000
143.0
71500
0.0
10
285.0
142500 --
1 Feb
144.0
72000
148.0
74000
0.0
0
292.0
146000
11 Feb
169.0
84500
159.0
795DO
0.0
0
328.0
164000
10 Feb
246.0
123000
394.0
197000
0.0
0
640.0
320000
09 Feb
216.0
108000
215.0
- 107500
0.0
0
431.0
215500
08 Feb
245.0
122500
244.0
122000
0.0
0
489.0
244500
0 Feb
343.0
171500
349.0
174500
0.0
0
692.0
346000
-8675M
06 F
865.0
432500
870.0
435000
0.0
0
1735.0
05 Feb
845.0
422500
790.0
395000
0.0
0
1635.0
.51z+rIiO
24 Feb
226.0
1 X3D00
231.0
115500
0.0
0
457.0
228500
293Q00
03 Feb
294.0
147OW
292.0
146000
0.0
0
586.0
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M`r.•.` Rohl'nn
V6M Consultants, PLLC
405 S. Sterling St
Morganton, NC 28655
[phone]
March 4, 2010
RE: WesTech Proposal 076926
Taylorsville, NC WWTP
Ron,
The 7' vortex chamber diameter as indicated in your specification section 07801 is designed
such that at 2.5 MGD it will achieve a grit capture efficiency of:
95% of grit >50 mesh in size
85% of grit 50-70 mesh in size
65% of grit 70-100 mesh in size
At flows less than 2.5 MGD, the chamber becomes under loaded and we would expect to
increase the capture efficiency, collecting a higher percentage of material. At flows greater than
2.5 MGD, the capture efficiency will decrease, possibly resulting in % capture less than the
design 95/85/65 percent.
t
Once again, thank you for your time and consideration. If you have any additional questions,
please feel free to contact me at 847-263-1071 or by email at mgitzendanner(aDwestech-
inc.com. We look forward to working with you on this and future projects to provide your client
with the best possible pretreatment solution.
Best Regards,
Michael Gitzendanner
Sales Engineer
WesTech Engineering, Inc.
An Employee -Owned Company
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