20010357 Ver 1_More Info Received_20100125

;?l BSC GROUT

January 25, 2010
Ms. Annette Lucas, PE
NC Division of Water Quality
401 Oversight/Express Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, North Carolina 27604
Re: Upchurch Farms Subdivision, Wake County, NC
401 Water Quality Certification DWQ #01-0357
Dear Ms. Witherspoon:
97o Trinity Road
Raleigh, NC 27607
Tel: 9i9-854-o811
800-288-8123
Fax: [phone]
La ".corn
JAN 2 a 2C,-;o
DEW • WATER l u&nY
WETLAtJDS AND STORMATER 811401
On behalf of Upchurch Farms Homeowners Associates, Inc. and Triton Upchurch, LLC,
BSC Group has revised the December 9, 2009 submittal package to reflect comments
received by DWQ and Upchurch Farms HOA's representative. This revised submittal has
been provided to address the Compliance Status Letter, dated September 2, 2009, for the
above referenced project. Listed below is a summary of new or updated changes since the
last submittal, copies attached.
1. Hydraulic calculations for the bypass pipe and rip-rap sizing calculations
2. Added 12.5 LF of concrete collar from the forebay to the first anti-seep collar
3. Added concrete collar detail to Drawing X-4
4. Revised bedding details on Drawing X-4
5. Added Class I rip-rap at emergency spillway slope, above and below normal pool
6. Updated construction sequence
We wish to thank you for your assistance in getting this problem resolved. Should you
or any of the other staff members have any other question or comments, please give us a
call or send an email and the requested information will be provided promptly.
Very truly yours,
BSC GROUP
0whG VW%.- /*- A CL_
Cameron M. Rice, P.E.
Project Manager/Associate Engineers
cc: Mr. Michael Jones, Triton Upchurch, LLC
Environmental
Ms. Cecilia Gray, Community Association Services, Inc. Scientists
Mr. William Pollock, Cranfill Sumner & Hartzog LLP GIS Consultants
Mr. Timothy P. Grady, G2 Design, P.A.
Mr. Marc Burke, Edge Development Landscape
Mr. Kumar Turlapati, D. Miller & Associates Architects
BSC File # 02063.00
Planners
p1- D215I
Surveyors
V CALCULATION SHEET
; 9--,, BSC GROUP
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Appendices
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
a
U
O
J
W
S.p, CVs _/
(Source: "Bank and channel lining procedures", New York Department of
Transportation, Division of Design and Construction, 1971.)
NOTE: To use the following chart you must know:
(1) Q full capacity s 4. 9 G-?5
(2) Qto
= 8• FP 5
(3) V full
(4) Vin
where Q = discharge in cfs and V = Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERTAPRONS
Step 1) Compute flow velocity V at culvert or paved channel outlet.
Step 2) For pipe culverts D. is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
D. = Ao where A. = cross-sectional area of flow at outlet.
For multiple culverts, use D. = 1.25 x Do of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones I through 6).
7c

,

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1Z?? DIAMETER (Ft)
Figure 8.06c
Rev. 12193
s.a6.s
? 87

LENGTH OF APRON
W
Z
APRON MATERIAL TO PROTECT
CULVERT TO PREVENT SCOUR
HOLE USE L2 ALWAYS
N L2
L1
1 STONE FILLING (FINE) CL. A 3 X Do 4 x D.
2 STONE FILLING Wq=HTJ C_f$ 3 X Do 6 x D
3 STONE FILLING (MEDIUM) CL. 1 4 X Do 8 x D.
4 STONE FILLING (HEAVY) CL. 1 4 X Do B x D.
5 STONE FILLING (HEAVY) CL. 2 5 X Do 10 x D.
6 STONE FILLING (HEAVY) CL. 2 6 X Do 10 x D.
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Figure 8.06d
Width = 3 times pipe dia. (min.)
DETERMINATION OF STONE SIZES FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1. Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Step 2. Use figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 Ibs.).
NOTE: In determining channel velocities for stone linings and revetment,
use the following coefficients of roughness:
Diameter Manning's Min. thickness
(inches) "n" of lining (inches)
Fine
_--?f Light
Medium
Heavy
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01

UPCHURCH FARM FOREBAY WEIR REPAIR
CONSTRUCTION SEQUENCE
1) Open riser drain valve to lower permanent pool and fully expose slope toe of forebay
weir. Drain valve should remain open until forebay weir repair, listed in Sequence # 5
below and detailed on Sheet # S-1, are completed. Pump down forebay surface water
level and maintain an elevation of at least 4 feet below top of weir until installation of the
forebay draw down pipe, listed in Sequence # 3 below and detailed on Sheets # X-1, X-2,
and X-3, is completed.
2) Minimize disturbance by removing the smallest amount of existing P550 erosion control
matting, littoral shelf plantings and soil required to properly install the forebay draw
down pipe, listed in Sequence # 3 below and detailed on Sheets # X-1, X-2, and X-3.
Discard the P550 matting and retain the plantings and soil for reuse.
3) Install 12 inch PVC forebay draw down pipe per Sheets # X-1, X-2, and X-3. Backfill
retained excavated soil in 8 inch thick layers (post compaction and compact to 95 percent
of the Standard Proctor maximum dry density test. Excess soil shall be haul off and
disposed of properly.
4) Remove and discard the existing P550 erosion control matting and bench cut the
underlying saturated soil from the eroded, unstable area (approximately 44 linear feet
from top to toe of slope and approximately 10-15 feet wide) of the forebay weir
embankment, as shown on Sheet # S-1. Haul all excavated soil offsite and properly
dispose.
5) Backfill the bench cuts listed in Sequence # 4 with soil (permeability < 1x10"7 centimeter
per second, > 30 percent passing a number 200 standard sieve, liquid limit > 30, plastic
index > 15 inches in 8 inch thick layers (post compaction and compact to 95 percent of
the Standard Proctor maximum dry density test and within 3 percent of the optimum
moisture content, as detailed on Sheet # S-1. Cover the repaired forebay weir with winter
rye, lime, fertilizer, soil specific water soluble anionic polyacrylamides, and North
American Green C350 erosion control matting.
6) Apply winter rye and fescue seed, lime, and fertilizer to the area backfilled during the
forebay draw down pipe installation, described above in Sequence # 3, install North
American Green C350 erosion control matting, and replant the littoral shelf.
7) All remaining areas disturbed during work activities should be graded to remove ruts and
excessive surface compaction and covered with winter rye and fescue seed, lime and
fertilizer.
8) To be completed during the 2010 growing season (Spring-Summer: place Bermuda sod
over the C350 erosion control matting, described in Sequence # 5, to obtain 100 percent
vegetative coverage, and insert sod staples through C350 and into underlying soil.

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