20030272 Ver 1_COMPLETE FILE_20030307

?0F,WAr?9Q Michael F. Easley, Governor
William G. Ross Jr., Secretary
r North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
May 17, 2005
DWQ Project # 03-0272
Iredell County
City of Statesville
P.O. Box 1111
Statesville, NC.28687
Subject Property: Lookout Shoals Raw Water Intake
APPROVAL OF STORMWATER MANAGEMENT PLAN
To Whom It May Concern:
On May 16, 2005, the Division of Water Quality (DWQ) received the revised storm water management
plan prepared by your engineer, Mr. Douglas Chapman, P.E., of McGill Associates, P.A. This Plan has
been reviewed and satisfies the storm water management conditions of the 401 Water Quality
Certification issued on June 25, 2003.
The structural storm water practices as approved by DWQ as well as drainage patterns must be
maintained in perpetuity. No changes to the structural storm water practices shall be made without
written authorization from the Division of Water Quality. Storm water easements shall be recorded for a
distance of at least 10 feet on each side of all storm water conveyances on all lots containing these
structures including future access for maintenance. The storm water easements shall allow for the ability
to maintain the structures, perform corrective actions as described above and shall provide protection of
the structures from potential alternations in future.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Mr. Samuel A. Aghimien at 919-733-3574.
Sincerely,
Cyndi B. Karoly
DWQ, 401 Oversight/Express Permitting Unit
CBK/SAA
cc: DWQ Mooresville Regional Office
DLR Mooresville Regional Office
USACE Asheville Regulatory Field Office
File Copy
Central Files
Doug Chapman, McGill Associates, P.O. Box 1136, Hickory, NC. 28687
Stormwater Approval Lookout Shoals RWI 03-0272, 5-17-05
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: htto://h2o,enr.state.nc.us/ncwetlands
Nye pjthCarolina
AdAma!!y
An Equal Opportunity/Affirmative Action Employer - 500/o Recycled/10% Post Consumer Paper
i

PROJECT DESCRIPTION
The Lookout Shoals Raw Water Intake Project is located in Western Iredell County off of Old
Lion Road. The Project has been in the planning stages for several years. The Federal Energy
Regulatory Commission approved the construction of the facility in April of 1994. The land for
the project was purchased in June, 1994.
The purpose of the project is to construct a raw water supply intake for the City of Statesville.
' The project consists of a raw water intake, raw water pump station, surge tank, raw water line
and an access road with an asphalt turn around area. The 12-wide roadway is approximately
1500 linear feet and will serve the pump station building. Because of the nature of the project it
' is necessary to construct facilities within both Zone 1 and 2 of the Catawba River Buffer along
Lookout Shoals Lake. The disturbance has been kept too as minimal an area as possible. Our
' construction drawings called for approximately 200 L.F. of shoreline to be disturbed. Only
approximately 90 L.F. of shoreline and buffer area were actually disturbed. This disturbance has
been for the installation of the three (3) 36-inch diameter intake tubes, which extend into the lake
' to withdraw water. Disturbance was minimized even though the site in this area is made up of
severe slopes, approximately 40 feet of relief exists from the elevation of the water to the facility.
By using curb and gutter, retaining walls in the asphalt turn-around area, and a minimal clearing
' area for the building, no grading or disturbance was necessary in the buffer for the construction
of these areas.
' SITE DESCRIPTION
' Predevelopment:
The site slopes from east to west towards Lookout Shoals Lake. The slopes range from 18% to
50%. The site is wooded. The predevelopment drainage collects at the Lake by sheet flow.
' There is no off-site drainage entering the project site.
' Post-development:
Post-development drainage patterns will remain similar to the pre-development. Stormwater
' from impervious areas will be collected and management facilities will be used to treat and
control discharges. Final stormwater discharges will occur prior to entering the buffer areas.
STORMWATER MANAGEMENT
At the upper portion of the project stormwater will be collected in roadside swales and culverts.
Culverts have been designed for the 25-year storm and grassed swales for the 10-year storm.
Dissipators will be used to disperse flows to sheet flow overland.
The asphalt turn around area and lower portion of the access road will collect stormwater
through the use of curb and gutter, a series of pipes and catch basin structures. There are two
' discharge outlet pipes. Stormwater management facilities have been designed for each outlet to
diffuse flows prior to entering the vegetated buffer. Each pipe discharges through a geowoven
' filter bag, then flows into a plunge pool with a rip rap apron. Outlet 1 has a discharge rate of
Q 10 = 2 cfs. An octagon shaped plunge pool with a level exiting apron 6' wide and 4.5 ft. long
' has been designed for outlet 1. The pool length is 13.5 ft. Outlet 2 has a discharge rate of Q10 =
3.43 cfs. Because outlet 2 is a cantilevered pipe, a rectangular shaped plunge pool was designed.
This plunge pool is approximately 21' x 17.4' with an exiting apron 14' long by 6' wide. The
rip-rap lined plunge pools will also provide storage time allowing retention to occur and treating
the "first flush" pollutants from the impervious areas while minimizing outflow. Flow will then
' be discharged across a level spreader, with upstream and downstream 3-feet wide gravel strips,
then into the natural forested buffer along the lake.
' The building roof drainage will be collected through a series of gutters and downspouts. There
will be four downspouts, three placed on the south side of the building and one on the east side.
A concrete splash block will be placed under each downspout. For treatment, and to diffuse
' flow, a filter strip BMP will be installed. The filter strip will consist of a 3-feet wide gravel strip,
a level spreader, and a second 3-feet wide gravel strip. Discharge from the filter strip will flow
in the natural forested buffer along the lake.
' A summary of the stormwater discharge calculations, including flows, drainage areas, and
velocities are included in the appendix. A copy of the site plan for the stormwater facilities is
also included in the appendix, as well as the design calculations and worksheets.
STORMWATER MAINTENANCE
j All stormwater management facilities will be maintained by the City of Statesville. The facilities
will be checked and maintained on a continuous basis. Repairs and or replacements will be
made as deemed necessary to assure proper performance of all BMP's. A copy of the executed
Operation and Maintenance Agreement is included in the appendix.

APPENDIX

1

SITE PLAN

STORMWATER MANAGEMENT OPERATION AND MAINTENANCE AGREEMENT

u

STORMWATER MANAGEMENT OPERATION AND MAINTENANCE AGREEMENT
' The stormwater management system is defined as the two (2) outlet plunge pools with level spreader
aprons, stone filled trench level spreaders, grassed filter strips, and natural forested filter strips.
' Maintenance activities shall be performed as follows:
' 1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the plunge pool for sediment accumulation, erosion, trash accumulation, and general
condition.
b. Inspect level spreaders and filter strips for erosion and/or formation of channels.
' 2. Repair eroded areas of grass filter strips immediately, re-seed as necessary to maintain dense
6. Repair eroded areas of natural forest filter strips immediately. Stabilize eroded areas with pine
straw or woody mulch to match original conditions.
vegetative cover, mow vegetative cover to maintain a maximum height of six inches, and remove
trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
r 4. Remove accumulated sediment from the plunge pools every six months, or when sediment
extends above stone. Removed sediment shall be disposed of in waste area located on the east
side of the site closer to Old Lion Road.
5. Level spreaders or other structures that provide diffuse flow shall be maintained every six months.
All accumulated sediment and debris shall be removed from the structure, and a level elevation
shall be maintained across the entire flow spreading structure. Any down gradient erosion must be
repaired and/or replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the six
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.

Print name: Robert Hites
Title: _ City Manager - City of Statesville
Address: Post Office Box 1111, Statesville North Carolina 28687
Phone: [phone]
Signature:
?
Date: .2 / / y /" Or
Page 1 of 2
management
, a Notary Public for the State of
County of do hereby certify that ,, //
personally appeared before me this /T day of
and acknowledge the due execution of the forgoing stormwater
ntenance requirements. Witness my ha and official seal,
``,gtHUfflh, p
GY 13 Ij N,
y_ AU3L?? ,fir ??
Oto"

SEAL
My commission expires "-A?) a O v 7
Page 2 of 2

11

STORMWATER SUMMARY

= = = = i = = = = A M
Project: Lookout Shoals LOOKOUT SHOALS RAW WATER INTAKE Computed By: CDB
Project Number: 01501 STORMWATER SUMMARY Checked By: DGC
Location: Statesville, NC Date: 05-12-05
Storm Frequency: 25 yr.
Flow Pipe Velocity Velocity at Velocity over
Outlet Drainage Area Impervious Area 025 Diameter at pipe outlet plunge pool outlet levels reader
(acres) (acres) (cfs inches (fps) (fps) (fps)

Outlet 1 0.35 0.35 2.00 18 3.6 1.37 0.70

Outlet 2 0.8 0.15 3.43 24 1.1 2.37 0.70

Outlet 3 0.009 0.009 0.06 3" x 4" downspout --- --- 0.05

Outlet 4 0.025 0.025 0.16 3" x 4" downspout --- --- 0.10

Outlet 5 0.04 0.040 0.26 3" x 4" downspout --- --- 0.10

Outlet 6 0.037 0.037 0.24 3" x 4" downspout --- --- 0.10
I STORMWATER CALCULATIONS AND WORKSHEETS

i ? ? ? ¦¦m ¦¦¦? s? ? ? e¦¦e ? ? ? ? ?mput? y. i
roject: Lookout Shoals LOOKOUT SHOALS RAW WATER INTAKE CDB
Project Number: 01501 Checked By: DGC
Location: Statesville, NC Date: 1-27-05
Storm Frequency: 25 yr.
LOOKO UT SHOALS RAW WATER INTAKE

PLUNGE POOL DESIGN

Equiv alent Brink Depth Froude Number Relative Depth of Scour Hole
Outlet. D.A. 025 Pi Dia. in. V25 a Vav J 32.2 a ".5 from Fig. 0.31
acres A/2 ".5 Hs/ Ye Hs

OUT 1 0.35 2.00 18 3.6 0.4 1.00 0.3 0.12

RIP-RAP DESIGN

Outlet Avg. Stone Size Thickness in. slope at invert Thickness in. pool and apron
d50 in. Tinv.= 3 d50 or 2 dmax. T ooVa ro n = 2 d50 or 1.5 d max.

AREA 5
Pi 1 0.25 0.75 0.5

111M fl• 1• 11111M
Project: Lookout Shoals
Project Number: 01501
Location: Statesville, NC
Storm Frequency: 25 yr.
tir•
ttliiir• ¦¦ill i 1111MIll 111M ?¦¦? 111MIll 11=11 1• IMI
LOOKOUT SHOALS RAW WATER INTAKE

Use Lar er
Width at Width at Len gth of Pool Length of Apron Height of Side Wall
culvert apron end (10Hs or 3 Wa) (5Hs or W a) above exiting apro n (Ye+1')
Wa WA L La Hw

4.50 6 1.2 13.5 0.6 4.5 1.4

tlttr.
Computed By: CDB
Checked By: DGC
Date: 1-27-05
s
? I T
J 2
Q
Q
r
Q
1-
U1
W
t
J
W
t 2 ?
VM
ia000E NUMBER - (32211V?)
FIGURE 20.31 Relative depth of scour hole versus Froude number at
brink of culvert with relative size of riprap as a third variable. (Corry et
at.. 1975)
?c?a kovT 5?-1-o AIr.S
fzAw w ATE t2 I N T A1C &
PLv1-1G E: Pool 0 C-5
ex 6
_
i
i

RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET
Reference Design Note No. 6 (Second Edition), Jan. 23, 1986
Elev. 861.0 q Elev.
854.0
Elev.
10.0 851.0
2.3
1 1
V 5 E F1 L2 2.0 2.0
?-- 3.0 -?
rib21L /t'. vSE M rl. oTTpM OF 6
LIr,l6-2 3xPE 10
7.0 10.4 -?
(N o co-4 An/\G ZA CAN
26ez iV S 15 0, o (Z SECTION A-A
20.8
14.1 T7
1.5 '
-r4l c K Ne s S GL? SS
0, %P-+2IN' P
?-- 2.9-?
60-85 27 LANDOWNER
25-50 18
5-20 9 DESIGNER: CDB
0-5 3.6 SHEET_ _ OF
PLv N. C-::> E 400 OL- X7- 0 va D-
2.0
1
SECTION B-B
C o N si-ell, %J cT Ex ITS N G
iyP rLpN nom, ?r-4 . (o I
C- G- PLAI, Ni
1

RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET (Version 9.99)
(RsWwA Design We No. 6 (SaWal Edition), Jan. 23, 1999 FORMULAS 6 COMPUTATIONS
' g a acceleration of gravity 32.20
JOB: Look Out Shoals OI(0'd"5)"(12) a dimsnsionlesa PW$Mster 0.11
DESIGNER: CDB Data: 1124105 Zd • water depth above channe invert 0.00
CHECKER: DC Data: VO • condul dlscharye v4IOW 1.09
Vh a hor¢. velocity comoonem of jet i vi gansm 1.09
INPUT DATA: W • Von. veiocey cromOonsM of let Imoirgsmsrd 22.99
Co dun Diameter 0. 2.00 a TAN.a • let impingement W" 20.99
Co ndat Discharge: 0. 3.43 cis Vp a jet vabely at rnpingenem 22.72
Con" Slow at outlet S. 0.10 frig Xp a hertz. distance from condul as to canter Of
em" Oath barn Elevation: EL CO a W1 00 R jet at impimoenent with tailwaW 0.16
Taawea, Elevation: EL TW a 654.00 R Fd a densonelric Froude number 2.55
OWSI Choy" Innverl ENv"n. 11 CH • 654.00 R ZWO 3.50
Zma . maximum pool depth when ZDIDa•1 423
Water Dollar. RHO. 1.00 Zmb • mauareun pool depth when ZPOD > 1 3.69
Bod6tillaW Psntlde Dangly: (Oaf" 2.64) RHOS • 2.64 Zm • pool depth to be used 3.69
0.50 ft me Size: R3- 1.50 R 1.25'RSIO a Parameter used in beading check 19.75
Rlpree, Thialmae r (2.S'O. 50 recamrndeM RT • 1.50 R Xm • hedm. distance Nam ow" 04 to Comer
Bedding Thltlmaa: (0 ihrJt min. rec.) Enter d for oeaenlet BT a 1.50 R of Plefg9 pool 1.06
Sds Slope RatlO: Zw • 2.00 Nit Le • min. hoft distance h0m Amer of pool to
Upstream End Slope RAW: Zku • 2.00 " water surface amour at upstream or
Downstream End Slope Ratio: Zid 2.00 Nit downstream end Of pod 5.67
Combined Ehd SbOS Ratio: Z1 • 2.00 R9t Wet • one-had pool width at ants, at water
surface elevation S.60
OUTPUT-POOL LOCATION AND DIMENSIONS: L12 a one-half pool length at bottom Of Pool 1.13
VarL OleL from Taiwater to Coedul Invett
Submwoaoa Check: M ZO < 0. Use zp a M 70,
Use 2.p • 7.00 It
7.00 R -2 • one-had Pool width at - of pool
Liu a adjusted upstream hoft length from comer O 1.12
' seed" Check (Of(owsro.5 <a (1.0.25'D.501D)I O.K. Pool to water surface contour at upstream
--good" Controlled- end of pool 7.04
Detainee ken Candid EA to CA. Pooh )(m . 1.05 R Lid • adp+sted downstream hont. length from center
Pool depth at CAL Below Conduce Invaa: ZP.0.3Zm a 9.93 R of pod to weer surface contour at
Pod Batton Elea W" • 051.05 a downstream and Of pod 7.04
Pod Bottom unatic 34 • 2.27 R Lr • adjusted hom length from comer Of 0001
Pool Bottom Walt: 21M2 a 234 It to weer surface amour A upstream Of
' Upsream Pool Length at TeWater Elev.: Lm a 7.04 a downstream erd of pod 7.04
Dowrlefrearn Pod Length M TaOwster Elev.: Ltd. 7.04 a VW • adjusted haft width from center of 0001
Pod Wdth at Taibralar Etav.: 2Vw • 14.05 R to water surface contour 7.03
Chat Sloe Slope Ratio: (VM'+•Wd OX A.2 a North. 0001 acs at bottom Of Pool 5.06
GSM Slope Raft Zw OX A.1 a hon z. 0001 aY At dWhel imam elev. 197.91
Che01t Min. End Slope Ratio: Mm 4 Ltd a• Le) OX V.0 • Pad volume between bottom and Outlet oil-"'
' "End Slope Rabe O.K." invert elevation 6.56
Cheri[ Up4treem Lem911k (tau - Xm) 0. K. A.2r a eau. pod sea at 001110111d reap elev. 0.77
-End sbpa Rollo am O.K.- A,1 r • norm. pod area at made iwen OW44*0
Pod Bottom Elev. am- en d RlisaR EL BR • 049.65 A amour a Daum surface of horse, 431.65
Pod Batt016 Elev. at so"" of BaOd, .1 Et a a 040.05 a V.pr a valurme at 0001 measured ban bottom surface of
O Wff-W Nft MOM WA117R SUMACS MILWATKIN: none, 2T.ao
Voea ei of Ettavabn omlenued Oar bottom A.20 • rota. pod area a bottom of beddhg elev. 13.47
' surface d bw*gr V.pba • 62.4 COW A,1 b * hor¢. OW cow A manhe invert ebvatlon
Vann at Rock No V.rs • 19A a vd amour at bdian surface of I 111 735.39
Volumed Bedding: V.bs • 34.0 a yd V,pb a volume of pool measured from bottom swfaee Of
- beddig 0.1.93
Saeedahea eevebPa '2.N 0. Noel Mdwea NTC. IM
Speedaheft modified fill, M. One adrnYr. Eau Clen TC. Vila.. 196 21.129 a excavation length at bottom Of Aprae, 2.96
' Design Nob No. a (Sepend Edabng, Jot 23. lift 2Vw29 a excavation wd m at bottom Of deep X95
'RW Lined Plunge Pod AN C1hW W Ou6e' We a adjusted h m width across 0001
Nature Ragarbae Conaavebn Sanxee from bottom of Aix a water suMce col"ur 20.76
EnOemeern9 Oivrlen nitre a adjusted up4frean halt lagth *OM center Of
pod to boom of nom at water surface mm w
at upstream and Of pal
Lido a a0lwtea downstream halt. lengthtrim oaater 10.40
' of pool to bottom of norm of adat mama
raved elevation at downstream ad of 00,01 19.40
Lre a adiwted hats. WQM ken rimer Of 0001
to bottom of rip nip at water amrfaea Contour At
upstream or downwean and of pod 10.40
A.2 • front. Pad au a bodan d OO01 5.00
A,15 a hunt. Pool Ares at water surface ea" 197.91
' V,06 a pod voeum betwgo bottom and web,
suMce elevation 0.36
A.Zr • hom 0001 gee at bottom Of r10 alav 0.77
A.1 is a ?WM 0001 sea d weer surface elevation
amour at baton VXface Of Asap 431.65
V.0m x volum, of OW measured tan boaan surface of
recap to weer surface alewed0n 27.60
2L2b a excavation *10 a bottom Of W ddkq 3.66
2Wn2b a 9WAv8tbn width At botom of bedding 3.66
VWb a adjusted hoot width tan cater at Ib01
to bogdr d" III a weer surface enter 27.47
Laub a adjWled upstream hots. length tar after d
pool to bottom Of bedding at was, srrfabe contour
' at u0stream and of Pool 13.40
Lmb a adjusted damvestrean hOAt length tan center
of pool to bottom of h " at Outlet channel
invert elevation at dwrotreern and of pool 13.40
Lrb • adjusted rout. length NOM center Of 0001
to bottom of bedding at wow swill" centaur At
upstream or downstream and Of 0001 13.40
A.2b a honit. Pool area A bottom Of teddkq ales 13.47
A. I be a front. pad U04 At weer Surface elevation
contour A bottom 711111109 Of OeddVg 735.93
V,pbs a VON"* Of pool measured fmm bow" arface d
- ,, to weer surface 4le48bn 62.40
Are a for 9edextle:
' A,b a bottom 0.77
A.r • left d right sides 236.ft
A,us • u.s. end 110.05
A.ds a d.s. OW 116.05
A,0 • pernmetst $&to
' A,91 • total area 02.74

PROJECT DESCRIPTION
' The Lookout Shoals Raw Water Intake Project is located in Western Iredell County off of Old
Lion Road. The Project has been in the planning stages for several years. The Federal Energy
Regulatory Commission approved the construction of the facility in April of 1994. The land for
' the project was purchased in June, 1994.
The purpose of the project is to construct a raw water supply intake for the City of Statesville.
1 The project consists of a raw water intake, raw water pump station, surge tank, raw water line
and an access road with an asphalt turn around area. The 12-wide roadway is approximately
1500 linear feet and will serve the pump station building. Because of the nature of the project it
' is necessary to construct facilities within both Zone 1 and 2 of the Catawba River Buffer along
Lookout Shoals Lake. The disturbance has been kept too as minimal an area as possible. Our
construction drawings called for approximately 200 L.F. of shoreline to be disturbed. Only
approximately 90 L.F. of shoreline and buffer area were actually disturbed. This disturbance has
been for the installation of the three (3) 36-inch diameter intake tubes, which extend into the lake
to withdraw water. Disturbance was minimized even though the site in this area is made up of
severe slopes, approximately 40 feet of relief exists from the elevation of the water to the facility.
By using curb and gutter, retaining walls in the asphalt turn-around area, and a minimal clearing
1 area for the building, no grading or disturbance was necessary in the buffer for the construction
of these areas.
SITE DESCRIPTION
' Predevelopment:
The site slopes from east to west towards Lookout Shoals Lake. The slopes range from 18% to
50%. The site is wooded. The predevelopment drainage collects at the Lake by sheet flow.
There is no off-site drainage entering the project site.
' Post-development:
Post-development drainage patterns will remain similar to the pre-development. Stormwater
from impervious areas will be collected and management facilities will be used to treat and
' control discharges. Final stormwater discharges will occur prior to entering the buffer areas.
STORMWATER MANAGEMENT
At the upper portion of the project stormwater will be collected in roadside swales and culverts.
Culverts have been designed for the 25-year storm and grassed swales for the 10-year storm.
Dissipators will be used to disperse flows to sheet flow overland.
' The asphalt turn around area and lower portion of the access road will collect stormwater
through the use of curb and gutter, a series of pipes and catch basin structures. There are two
discharge outlet pipes. Stormwater management facilities have been designed for each outlet to
diffuse flows prior to entering the vegetated buffer. Each pipe discharges through a geowoven

' filter bag, then flows into a plunge pool with a rip rap apron. Outlet 1 has a discharge rate of
Q 10 = 2 cfs. An octagon shaped plunge pool with a level exiting apron 6' wide and 4.5 ft. long
' has been designed for outlet 1. The pool length is 13.5 ft. Outlet 2 has a discharge rate of Q10 =
3.43 cfs. Because outlet 2 is a cantilevered pipe, a rectangular shaped plunge pool was designed.
This plunge pool is approximately 21' x 17.4' with an exiting apron 14' long by 6' wide. The
t rip-rap lined plunge pools will also provide storage time allowing retention to occur and treating
the "first flush" pollutants from the impervious areas while minimizing outflow. Flow will then
' be discharged across a level spreader, with upstream and downstream 3-feet wide gravel strips,
then into the natural forested buffer along the lake.
' The building roof drainage will be collected through a series of gutters and downspouts. There
will be four downspouts, three placed on the south side of the building and one on the east side.
A concrete splash block will be placed under each downspout. For treatment, and to diffuse
' flow, a filter strip BMP will be installed. The filter strip will consist of a 3-feet wide gravel strip,
a level spreader, and a second 3-feet wide gravel strip. Discharge from the filter strip will flow
in the natural forested buffer along the lake.
' A summary of the stormwater discharge calculations, including flows, drainage areas, and
velocities are included in the appendix. A copy of the site plan for the stormwater facilities is
I also included in the appendix, as well as the design calculations and worksheets.
STORMWATER MAINTENANCE
All stormwater management facilities will be maintained by the City of Statesville. The facilities
will be checked and maintained on a continuous basis. Repairs and or replacements will be
made as deemed necessary to assure proper performance of all BMP's. A copy of the executed
' Operation and Maintenance Agreement is included in the appendix.

L

APPENDIX

1

SITE PLAN

1 STORMWATER MANAGEMENT OPERATION AND MAINTENANCE AGREEMENT
STORMWATER MANAGEMENT OPERATION AND MAINTENANCE AGREEMENT
The stormwater management system is defined as the two (2) outlet plunge pools with level spreader
aprons, stone filled trench level spreaders, grassed filter strips, and natural forested filter strips.
' Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the plunge pool for sediment accumulation, erosion, trash accumulation, and general
condition.
b. Inspect level spreaders and filter strips for erosion and/or formation of channels.
t 2. Repair eroded areas of grass filter strips immediately, re-seed as necessary to maintain dense
vegetative cover, mow vegetative cover to maintain a maximum height of six inches, and remove
trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
' 4. Remove accumulated sediment from the plunge pools every six months, or when sediment
extends above stone. Removed sediment shall be disposed of in waste area located on the east
side of the site closer to Old Lion Road.
5. Level spreaders or other structures that provide diffuse flow shall be maintained every six months.
All accumulated sediment and debris shall be removed from the structure, and a level elevation
' shall be maintained across the entire flow spreading structure. Any down gradient erosion must be
repaired and/or replanted as necessary.
6. Repair eroded areas of natural forest filter strips immediately. Stabilize eroded areas with pine
straw or woody mulch to match original conditions.
I acknowledge and agree by my signature below that I am responsible for the performance of the six
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.
Print name: Robert Hites
Title: City Manager - City of Statesville
' Address: Post Office Box 1111, Statesville North Carolina 28687
Phone: [phone]
Signature: A?
Date: '2 / r y o s"
r
Page 1 of 2
1,
management
, a Notary Public for the State of
1, County of do hereby certify that
personally appeared before me this /?''//day of
ooS , and acknowledge the due execution of the forgoing stormwater
enance requirements. Witness my ha and official seal,
q/??/
;(?t't tYn r n
13
r XOT A i ..
°o??'eA ??COV

SEAL
My commission expires ?L-c? ?? • a , ?0017
Page 2 of 2
STORMWATER SUMMARY

Project: Lookout Shoals
Project Number: 01501
Location: Statesville, NC
Storm Frequency: 25 yr.
LOOKOUT SHOALS RAW WATER INTAKE
STORMWATER SUMMARY
Computed By: CDB
Checked By: DGC
Date: 05-12-05
Flow Pipe Velocity Velocity at Velocity over
Outlet Drainage Area Impervious Area 025 Diameter at pipe outlet lunge pool outlet levels reader
(acres) acres (cfs) (inches) (fps) (fps) (fps)

Outlet 1 0.35 0.35 2.00 18 3.6 1.37 0.70

Outlet 2 0.8 0.15 3.43 24 1.1 2.37 0.70

Outlet 3 0.009 0.009 0.06 3" x 4" downspout --- --- 0.05

Outlet 4 0.025 0.025 0.16 3" x 4" downspout --- --- 0.10

Outlet 5 0.04 0.040 0.26 3" x 4" downspout --- --- 0.10

Outlet 6 0.037 0.037 0.24 3" x 4" downspout --- --- 0.10
Project: Lookout Shoals
Project Number: 01501
Location: Statesville, NC
Storm Frequency: 25 yr.
LOOKOUT SHOALS RAW WATER INTAKE
saa? sa• ?
Computed By: CDB
Checked By: DGC
Date: 1-27-05
LOOKO UT SHOALS RAW WATER INTAKE

PLUNGE POOL DESIGN

Equivalent Brink Depth Froude Number Relative Depth of Scour Hole
Outlet D.A. 025 Pi Dia. io V25 a Vav J((32.2) a ".5 from Fig. 2 0.31
acres A/2 ".5 Hs/ Ye Hs

OUT 1 0.35 2.00 18 3.6 0.4 1.00 0.3 0.12

RIP-RAP DESIGN

Outlet Avg. Stone Size Thickness in. slop at invert
Thickness in. pool and apron
d50 in. Tinv.= 3 00 or 2 dmax. T ooUa ro n = 2 d50 or 1.5 d max.

AREA 5
Pi 1 0.25 0.75 0.5

Project: Lookout Shoals
Project Number: 01501
Location: Statesville, NC
Storm Frequency: 25 yr.
titer titlflllfll ? f? ? I? i? i? ? ? ?
LOOKOUT SHOALS RAW WATER INTAKE

Use Lar e
r
Width at Width at Length of Pool _
Length of Apron Height of Side Wall
culvert apron end (101-ls or Ma) (bHs or Wa) above exiting apro n (Ye+1')
Wa WA L La Hw

4.50 6 1.2 13.5 0.6 4.5 1.4

M M M
Computed By: CDB
Checked By: DGC
Date: 1-27-05
M
3
h
,
NOTE: 2 <
< 4
dS0

? 13 If YO > 0.79
0
2 WRAP MAY BE REQUIREO
o ON BANKS AMID CHANNEL
BOTTOM OOWNSTREAM
j FROM BASIN - SEE OESICN
EXAMPLE IN TEXT.
a
O_
W
O •
?M

? N
J
W
(C
v,
/ r
i
1 2 3
VM
PROUOE NUMBER ' 132 211V.1
FIGURE 20.31 Relative depth of scour hole versus Froude number at
brink of culvert with relative size of riprap as a third variable. (Corry et
al., 1975)
?.c?a kovT S14o Atr.S
12F?w w AT`E l2 1 N T R1C
_Pl.vr-AGE Pool
coC

i

RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET
Reference Design Note No. 6 (Second Edition), Jan. 23, 1986
Elev. 861.0 Elev.
854.0
Elev.
I 10.0 2.3_851.0
1 1
V'sE Fi L_T?2 2.0 2.0
rxa rz-I L v S E &, r4 . ? 14T-r O F
f- 1.1 -?
L1I?lEJ2 7.0 ?3X10
L?CZEez r'4 S 15 O, c 2 SECTION A-A
20.8
1.51
\
T-Rl C-r'NE s S Cc SS
ck %P-rt1-'-.p
. 2.9-1,

60-85 27 LANDOWNER
25-50 18
5-20 9 DESIGNER: COB
0-5 3.6 SHEET _ OF
P L v N CDE 600 OL- 1611V-T- 0Q7- a
2.0
1
J
SECTION B-B
C a N Srri v cT Esc ITS N, G
Q'0 N n? ? N . (o
1
.1

RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET (Version 6.90)
(Relirence Despn Note No. a (Second Edlion). Jan. 23. 1966 FORMULAS 6 COMPUTATIONS
' g -acceleration of gravity 32.20
JOB: Look Out Shoals QJ(0'd"5)"(Ir4 • dimansionbas Parameter 0.11
OESIGNER: CDB Date: 124MS Zd . water depth above Channel invert 0.00
CHECKER: DC Onto: Vo • Conduit discharge velocity 1.06
Vh . honiz. velocity Component of jot ioolganaM 1.00
INPUT DATA: Vv . vet. veerdy component of jet impingement 22.69
'
Conduit OWneter D- 2.00 R TAN.a • Of snaingenam slow 20.60
Conduit Discharge: O • 143 cfb VO • let veloe6y at wivinoement 22.72
Conduit Slaps at Outlet S' 0.10 Mt X0 ' horiz. distance Rom Conduit OM to center of
Conduit OWN Inver Elevation: EL CO • $6100 R - ]et at impingement with tailwaer 0.76
Tailwaer Elevation: EL TW • 654.00 R Fd ' densarieft Frauds number 245
OWN Channel Invert Elevaton: El. CH • 654 00 R Zoo 3.50
Zms • mawmum pool death when ZDID-1 4.23
Water D4cety: RHO . 1.00 Zmb ' marinum pool depth when ZWO > 1 369
Sedlitiprap Particle Dauily: Mooiuk 2.64) RHOS • 2.$4 Zm • pool depth to be used 369
0. 50 ROM SW: RS • 1.50 R 1.2SeRSID ' Parameter used in beaching check 19.75
Rlprep Thickness: (2.5'D. 50 necommandeM RT • 1.50 R Xm • ho1L dlsWrce from Conduit Not to Center
OeddYq Thidwsa: (5 inch min. nee.) Mnl r 0 for 0edewMl ST • 1.50 R of pl rge pool 1.06
Side Slope Ratio: 2w' 2.00 Ml Le • min. horiz. distance from Center of Pool to
'
Upstream End SloPa Ratio: Zkr . 2.00 Mt water surface contour a UP4treenh or
Do nstrbam End Slop Ratio. Zia a 2.00 Mt downstream ON of pool 5.67
Combined End Slope Ratio: Z1 • 2.00 Rm We2 • ane4islf pool width at center at water
surface elevation 5.60
OUTPUT-POOL LOCATION AND DIMENSIONS: Lr2 ' one-half pool length at bottom Of pool 1.13
Vert. OW, ham Tailwat r to Conduit Invert ZP • 7.00 R W2 ' one-half pool width at bottom Of Pool 1.12
Subnergaloa Cheek: (h Zo 4 0. Use ZP • 0) use ZP • 7.00 R Lm ' adjusted upstream hwtL length from C*mw 0
'
Beaching Chock; I13RgWS)"O.S h (1.0.25'O.501D)I OX pool to water surface contour at upstream
Beaching Controlled- end of a" 7.04
Distance from CerdW Eta to CAL Pont Xm. 1.06 R Ud • adjusted downstream ho¢. length from Center
Pool depth a CA. Below Cadtra lover: Zp.0.62m . 9.93 R of pool to water surface contour Of
Poop Bohan Ekw. BLIPS • 651.03 R downstream and of pool 7.04
Poe Bottom Length. 2111' 2.27 R Lr ' adjusted haft length horn career of Pool
Pool Bottom Wlnth: 21Nr2 2.24 R to water surface contour at uW Veen Or
Upstream Pool LongM at Ta6waer Elev.: W . 7.04 h downstream and of Pool 7.04
Oowcetrum Pool Length a Tanta Elev.: Lrd • 7.04 R Wr • adjusted hertz. width from Center of Pod
Pool Vitdth a Ta6ealer Elev.: 2" . 14.03 R to water surface Contour 7.03
Chock Stle Step now (Vlks••We) OX A.2 • hanx. pod use a bottom of Pool 5.08
"See Sap Ratio 2)e 0 - 10,1 . hoiL pool afea a chennN nveR eau. 197.91
Check Mi. End Slop Ratio: ltrtr i Lrd - Le) O.K V,o • pod volume between bottan and oulM Chwhet
'
"End Sloe Raba O.K- invoin elevation 6.56
Chock Uppnem Lag6t (Lm x• Xml OX A.2r ' hortt. pod lea at bottom of MWW elev. 8.77
-End Slop Ratio Do O.K.- A.1 r .phone. pod lea A c hared Mat aevaen
Pool Bottom Ekfv. N Bollem Of Rlprap: EL OR . $49.35 R Contour a bottom safaCe Of MM 431.65
Pool Boom Elev. a Batern of BaaOkna EL SO • 648.05 R V.pr • volume of Pod m44e49ed ham bottom $W%= Of
OUTPUT_JIOLtIMfs BLOW WATM KWACZ B.EVATUft nprep 27.60
Volume of EsavMktn (measrW ken boson A.2b • nom pool lea A bottom d Oeddkg acv. 13.47
'
surface of beddkq?: V.o1w S2.4 a Vd A. tb ' 11042. 0001 ace at channet imMt elevaan
Volume d Rork Rlereo: We • 19.0 a A mntaur at bottom saAOe of beak* 7$5.39
Volume of Beahg: V,a • 34.8 a yd V,pb • volume of pool measured hen bondm surface of
bedding 63.93
Spreader" OeveleOed M 0. 11wtL Midwest NTC. 1100
Soreeashoet mad9led by M. Oniatlnrer. Eau Chen TC. Pale.. 3,196 2L2e • e¦cavebon length at bottom drorW 296
'
04sgn Note No. 6 (Second adman). Jan. 23. 1966 2VW2e + excavation Width at bottom of (WO 2.95
"RA)m Lend Plugs Pea Aft Codipw OHM' We • adjustednone. width arcs pea
mot wet Resources Conservation Serve fiOm bottom of morel d water surface cwmw 20.76
Engi ew Nvlede Lrue • adjustedupmean nor:. length from oaten Of
ow to boom of rorW a weer surfeoe WOW
N uparean ad of pal 10.40
Lido ' adusted downstream nofL enph hen canter
' of a" to t, -. a( rpW a ouad chaaM
inert elevation N OOSrrhafreanm end of pool 10.40
Lm • adjusted hatL kaKiAh from eater of wal
to bo" of two at weer surface Contour a
upVeam or doetsfream ado( pool 10.40
A2 • none. 0001 lea All bottom Of 0001 3.08
' A. Is • honz. 11001 lea A water surface 411V 197.91
V.ps ' pod volume between tlattOm as weer
surface elevation 6.56
A.2r • none. 0001 4118 at 0011 - Of r%M 4ev 8.77
A. I n ' Mont. pool lea at water surface OW-Wn
contoura urban surfaced mono 431.65
V.prs • volume of pool measured ham boom surface d
rim-to weer pface elevelbn 27.60
2L2b • excavation ergot at bottom of bedding 3.68
ZV 2b • excavation width a bottom of bedding 3.65
vmo • adjusted hCOL width from, Caller of Pod
to bottom of bedding a water ahrface eaMar 27.47
Lfub ' adjusted upetnent hotL lagm Man Cater O(
pool to bottom of bedding A weer surface OMWW
at upstream end of Pool 13.40
Lntb • adjusted downstream ha1L length ham Center
of pod to bottom of beddkg a OWN Chanty
invert elevation at dowrotlMam and Of 0001 13.40
Lrb • adjusted hors. wngth from Manor of pool
to bottom of b4ddig at water surface Contour at
upstream of downstream and of pool 13.40
A.2b • Mail. Pad area at pod" oft. , I 4ev 13.47
A.1 be ' honz. pool area at water surface eevaion
eomour at bottom surface Of baddle0 735.93
V.pbs . vdume of pool measured hom bottom surface Of
bedding to water surface elevation 62.40
Amu for gedadae:
I A.b • bottom 6.77
A.r ' left & right seas 235.68
A.us • u.s. and 116.05
A.ds • d.s. and 118.05
A.0 • pe~Ot Will
1 A.gt ' Iota arts 6274
@McGidl
A S S O C I A T E S
May 13, 2005
Mr. Sam Aghimien
NC Division of Water Quality
401 Wetlands Certification Unit
MAY 1 6 2005
VS11; RB Y
R,4rucH
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Re: Lookout Shoals Raw Water Intake
Old Lion Road
City of Statesville, North Carolina
DWQ Project No. 03-0272
Dear Mr. Aghimien,
Thank you for meeting with our
management plan for the subject project.
plan, two (2) copies of which are attached
staff on Wednesday to discuss the stormwater
Based on our discussions, we have revised the
Rip-rap plunge pools have been designed for each of the two stormwater
discharge outlets, which are also equipped with geowoven textile filter bags. The filter
bags and plunge pools, with their rip-rap aprons, will diffuse flow from the outlet pipes
while providing a measure of retention for the "first flush" stormwater. Flow will then be
discharged across a level spreader, with upstream and downstream gravel strips, and into
the natural forested buffer along the lake.
Stormwater from the building roof will be collected with a gutter and downspout
system. Each downspout will empty onto a concrete splash block. For treatment, and to
diffuse flow, a filter strip BMP will be installed. The filter strip will consist of a gravel
strip, a level spreader, and a second gravel strip. Discharge from the filter strip will flow
in the natural forested buffer along the fake.
The discharge from the level spreader for the two pipe outlets is located
?`\ approximately 300 feet upstream of the raw water intake tubes for the facility. The
discharge from the level spreader for the downspouts is located approximately 200 feet
4\1
downstream from the intake tubes. The intake points for the water system are located at
' 'depths of 25 feet and 40 feet, therefore no water is withdrawn near the surface. The
entire lake has a surface area of 1,270 acres, (514 hectares) with 39 miles of shoreline and
an estimated volume of 4.6 X 106 m3. The watershed for the lake, which had a retention
time of 9 days, is 1,450 square miles.
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 1136, Hickory, NC 28603 • 1236 19th St. Lane NW, Hickory, NC 28601
828-328-2024 • FAX [phone]
Mr. Sam Aghimien
May 13, 2005
Page 2 of 2
I trust that this revised plan and information will address your concerns. Again,
we appreciate your assistance with this important water supply project for the City of
Statesville. If you have any questions or need additional information, please call me.
Sincerely.
McGILL ASSOCIATES, P.A.
DOUGLAS CHAPMAN, P.E.
Senior Project Engineer
c •
fl?? M
A S S O C I A T E S
January 18, 2005
R1R@1R0YRP
JAN 2 1 ?005
Ms. Cynthia Van Der Wiele
NC Division of Water Quality
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Re: Lookout Shoals Raw Water Intake
Old Lion Road
City of Statesville, NC
DWQ Project No. 03-0272
Dear Ms. Van Der Wiele:
DENR - WATER QUALITY
WETLANDS AND STORMWAT1=R BRANCH
Please find enclosed one set of plans and one copy of the drainage report for the Lookout
Shoals Raw Water Intake project. Per our phone conversation today, I am sending these
in reference to condition #2 of the "Approval" letter dated June 25, 2003. Work at the
site has progressed to the point of being stable. The contractor is getting ready to close
the sediment basins and proceed with construction of the level spreader. The level
spreader has been designed to diffuse storm water flows prior entering the stream buffer.
The City of Stateville is the owner and operator of the project. The City will be
responsible for all stormwater management and maintenance at the site.
W5, iu A-0
Sincerely.
McGILL ASSOCIATES, P.A.
CHRISTINE BROWN
Engineering • Planning • Finance
McGill Associates, P.A. • P.O. Box 1136, Hickory, NC 28603 • 1236 19th St. Lane NW, Hickory, NC 28601
828-328-2024 • FAX [phone]
O? W A TF9 nmunaei r. masiey, awes wr
QG William G. Ross Jr., Secretary
F North Carolina Department of Environment and Natural Resources
r Alan W. Klimek, P. E. Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
June 25, 2003
DWQ Project No. 03-0272
County: Iredell
Page 1 of 2
City of Statesville
Post Office Box 1111
Statesville, NC 28687
Subject Property: Lookout Shoals Raw Water Intake, Old Lion Road, Statesville, NC
Lookout Shoals Lake [03-08-32, 11-(72), WS-IV (water supply) B]
APPROVAL of 401 Water Quality Certification and AUTHORIZATION CERTIFICATE per the Catawba River Buffer
Protection Rules (15A NCAC 2B .0243) with ADDITIONAL CONDITIONS
To Whom It May Concern:
You have our approval, in accordance with the attached conditions and those listed below, to excavate 0.15 acres of
waters, to place rock within 0.10 acres of waters along approximately 200 feet of shoreline, and to impact approximately
20,000 square feet (ft) of protected riparian buffers for the purpose of constructing the Raw Water Intake Facility, as
described within your application dated February 24, 2003 including additional information received on June 10, 2003.
After reviewing your application, we have decided that the impacts are covered by the N.C. Division of Water Quality
(DWQ) General Water Quality Certification Number(s) 3373 (GC3373). The Certification(s) allows you to use Regional
General Permit(s) 198200030 when issued by the US Army Corps of Engineers (USACE). This letter shall also act as
your approved Authorization Certificate for impacts to the protected riparian buffers per 15A NCAC 26 .0243. In
addition, you should obtain or otherwise comply with any other required federal, state or local permits before you go
ahead with your project including (but not limited to) Erosion and Sediment Control, Non-discharge, and Water Supply
regulations. Also, this approval will expire when the accompanying 404 permit expires unless otherwise specified in the
General Certification.
This approval is only valid for the purpose and design that you described in your application. If you change your project,
you must notify us and you may be required to send us a new application. If the property is sold, the new owner must
be given a copy of this Certification and approval letter and is thereby responsible for complying with all conditions. If
total fills for this project (now or in the future) exceed one acre of wetland or 150 linear feet of stream, compensatory
mitigation may be required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions listed in the attached certification and any additional conditions listed below.
Conditions:
1. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable Buffer Rules, and any
subsequent modifications, the applicant is required to return the attached certificate of completion to the
401/Wetlands Unit, North Carolina Division of Water Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650.
2. Stormwater Management
An additional condition is that a final, written stormwater management plan shall be approved in writing by this Office
before the impacts specified in this Certification occur per this authorization, Condition No. 12 in GC No. 3373, 15A
NCAC 02B.0243(5) and 15A NCAC 02B.0216. The stormwater management plan must include plans and
specifications for stormwater management facilities that are appropriate for surface waters classified as "WS-IV B" and
North Carolina Division of Water Quality, WETLANDS / 401 UNIT
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands
rage z of 1
designed according to the most recent version of the NC DENR Stormwater Best Management Practices Manual.
These facilities must be designed to treat the runoff from the entire project, unless otherwise explicitly approved by the
Division of Water Quality. All constructed stormwater conveyance outlets shall be directed to flow in a diffuse
manner at non-erosive velocities through the entire protected stream buffers (or vegetative filter strips)
without re-concentrating. If this is not possible it may be necessary to provide stormwater facilities that are
considered control pollutants and attenuate flow. Also, before any permanent building is occupied at the subject
site, the facilities (as approved by this Office) shall be constructed and operational, and the stormwater management
plan (as approved by this Office) shall be implemented. The structural stormwater practices as approved by this Office
as well as drainage patterns must be maintained in perpetuity. No changes to the structural stormwater practices shall
be made without written authorization from the Division of Water Quality. Please contact our engineer, Mr. Todd St.
John, at [phone] if you have any questions regarding this condition.
Violations of any condition herein set forth may result in revocation of this Certification and may result in criminal and/or
civil penalties. This Certification shall become null and void unless the above conditions are made conditions of the
Federal 404 and/or coastal Area Management Act Permit. This Certification shall expire upon expiration of the 404 or
CAMA permit.
If you do not accept any of the conditions of this Certification (associated with the approved wetland or stream impacts),
you may ask for an adjudicatory hearing. You must act within 60 days of the date that you receive this letter. To ask for
a hearing, send a written petition, which conforms to Chapter 150B of the North Carolina General Statutes to the Office
of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and its conditions are final
and binding unless you ask for a hearing.
Any disputes over determinations regarding this Authorization Certificate (associated with the approved buffer impacts)
shall be referred in writing to the Director for a decision. The Director's decision is subject to review as provided in
Articles 3 and 4 of G.S. 1508.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act and the
Catawba riparian buffer protection rule as described within 15A NCAC 2B .0243. If you have any questions, please
telephone John Dorney at 919-733-9646 or Bob Zarzecki at 919-733-9726.
Sincerely,
Alan W. Klimek, P.E.,
NC DWQ, Director
Attachments: Certificate of Completion
GC 3373
Cc: Doug Chapman, McGill Associates, Post Office Box 1136, Hickory, NC 28603
USACE Asheville Regulatory Field Office
DWQ Mooresville Regional Office
DLR Mooresville Regional Office
File Copy
Central Files
DWQ # 03-0272
Date: June 25, 2003
bz
WQC #3492
LAKE AND RESERVOIR ACTIVITY CERTIFICATION
GENERAL CERTIFICATION FOR PROJECTS ELIGIBLE FOR CORPS OF
ENGINEERS REGIONAL PERMIT NUMBER 198200030 (TVA, OR FERC
REGULATED PUBLIC UTILITIES) AND REGIONAL PERMIT 198200079 (COE LAKE
AND RESERVOIR MAINTENANCE
REPAIR AND CONSTRUCTION ACTIVITIES) AND
AND RIPARIAN AREA PROTECTION RULES (BUFFER RULES)
This General Certification is issued in conformity with the requirements of Section 401,
Public Laws 92-500 and 95-217 of the United States and subject to the North Carolina
Division of Water Quality Regulations in 15A NCAC 2H, Section .0500 and 15A NCAC
2B .0200 for the discharge of fill material to waters and wetland areas as described in
the Wilmington District's Regional (General) Permit Number 198200030 and Regional
Permit Number 198200079 and for the Riparian Area Protection Rules (Buffer Rules) in
15A NCAC 2B .0200. This Certification replaces Water Quality Certification (WQC)
Number 3373 issued on March 18, 2002. This WQC is rescinded when the Corps of
Engineers re-authorizes these Regional General Permits or when deemed appropriate
by the Director of the DWQ.
The State of North Carolina certifies that the specified category of activity will not violate
applicable portions of Sections 301, 302, 303, 306 and 307 of the Public Laws 92-500
and 95-217 if conducted in accordance with the conditions hereinafter set forth.
Conditions of Certification:
1. Activities which require approval under either of these General Permits but
do not result in fill, dredging or excavation of waters or wetlands (such as
docks, piers or boathouses) do not require written concurrence from the
Division of Water Quality as long as they comply with all other conditions of
this General Certification. However, Condition No. 5 is applicable to all
streams in basins with riparian area protection rules;
2. In accordance with North Carolina General Statute Section 143-215.3D(e),
any request for written concurrence for a 401 Water Quality Certification
must include the appropriate fee. If a project also requires a CAMA Permit,
one payment to both agencies shall be submitted and will be the higher of
the two fees. The fee shall be collected and distributed between the two
agencies in accordance with agreements reached between the Division of
Water Quality and the Division of Coastal Management;
3. Activities which result in fill, dredging or excavation of waters or wetlands
under this General Certification require written concurrence from the Division
of Water Quality;
4. Measures shall betaken to prevent live or fresh concrete from coming into
contact with waters of the state until the concrete has hardened;
5. Impacts to any stream length in the Neuse, Tar-Pamlico, Randleman and
Catawba River Basins (or any other river basins with Riparian Area
Protection Rules [Buffer Rules] in effect at the time of application) requires
WQC #3492
written concurrence from DWQ in accordance with 15A NCAC 28.0200.
Activities listed as "exempt" from these rules do not need to apply for written
concurrence under this Certification. New development activities located in
the protected 50-foot wide riparian areas (whether jurisdictional wetlands or
not) within the Neuse, Tar-Pamlico, Randleman and Catawba River Basins
shall be limited to "uses" identified within and constructed in accordance with
15A NCAC 2B.0200. All new development shall be located, designed,
constructed, and maintained to have minimal disturbance to protect water
quality to the maximum extent practicable through the use of best
management practices;
6. For sites with buffer rules in effect at the time of application, forested
vegetation removed from buffer areas for construction access purposes shall
be re-established within the next growing season following construction of the
project;
7. That appropriate sediment and erosion control practices which equal or
exceed those outlined in the most recent version of the "North Carolina
Sediment and Erosion Control Planning and Design Manual" or the "North
Carolina Surface Mining Manual" whichever is more appropriate (available
from the Division of Land Resources (DLR) in the DENR Regional or Central
Offices) shall be in full compliance with all specifications governing the proper
design, installation and operation and maintenance of such Best
Management Practices in order to assure compliance with the appropriate
turbidity water quality standard;
8. Rip-rap shall be installed waterward of bulkheads installed in freshwater lakes
to ensure protection of aquatic habitat. Construction over wetlands shall be
elevated at least three feet above any wetlands, and floating structures shall
not rest periodically on the bottom;
9. All sediment and erosion control measures placed in wetlands or waters shall
be removed and the natural grade restored after the Division of Land
Resources has released the project;
10. If an environmental document is required, this Certification is not valid until a
Finding of No Significant Impact (FONSI) or Record of Decision (ROD) is
issued by the State Clearinghouse;
11. Piers and boat houses shall be constructed to provide for storage and
removal of sewage rather than allowing raw waste or other sewage to be
disposed directly into surface waters;
12. Additional site-specific conditions may be added to projects proposed with fill
under this Certification in order to ensure compliance with all applicable water
quality and effluent standards;
13. Concurrence from DWQ that this Certification applies to an individual project
shall expire three years from the date of the cover letter from DWQ or on the
same day as the expiration date of the corresponding Regional Permit
198200030 or 198200079, whichever is sooner;
2
WQC #3492
14. Projects with any impacts to streams, wetlands, and/or waters that have
received a Notice of Violation from the Division of Land Resources and/or the
Division of Water Quality are required to submit a complete application and
receive written concurrence to use this Certification regardless of the
proposed impact amount to streams, wetlands, and waters.
15. When written concurrence is required, the applicant is required to use the
most recent version of the Certification of Completion form to notify DWQ
when all work included in the 401 Certification has been completed;
16. Standard Erosion and Sediment Control Practices:
Erosion and sediment control practices must be in full compliance with all
specifications governing the proper design, installation and operation and
maintenance of such Best Management Practices:
a. Erosion and sediment control measures for the project must be designed,
installed, operated, and maintained in accordance with the most recent
version of the North Carolina Sediment and Erosion Control Planning and
Design Manual.
b. Design, installation, operation, and maintenance of the sediment and
erosion control measures must be such that they equal, or exceed, the
requirements specified in the most recent version of the North Carolina
Sediment and Erosion Control Manual. The devices shall be maintained
on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor-owned or leased borrow pits associated with the
project.
c. For borrow pit sites, the erosion and sediment control measures must be
designed, installed, operated, and maintained in accordance with the
most recent version of the North Carolina Surface Mining Manual.
d. Reclamation measures and implementation must comply with the
reclamation in accordance with the requirements of the Sedimentation
Pollution Control Act.
e. Sufficient materials required for stabilization and/or repair of erosion
control measures and stormwater routing and treatment shall be on site
at all times.
17. No Impacts Beyond those in Application
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or
riparian areas beyond the footprint of the impacts depicted in the Pre-
construction Notification. All construction activities, including the design,
installation, operation, and maintenance of sediment and erosion control Best
Management Practices, shall be performed so that no violations of state
water quality standards, statutes, or rules occur.
18. No Sediment and Erosion Control Measures in Wetlands
Sediment and erosion control measures shall not be placed in wetlands or
waters to the maximum extent practicable. If,placement of sediment and
WQC #3492
erosion control devices in wetlands and waters is unavoidable, they shall be
removed and the natural grade restored within six months of the date that the
Division of Land Resources or locally delegated program has released the
project.
Non-compliance with or violation of the conditions herein set forth by a specific fill project
shall result in revocation of this Certification for the project and may result in criminal
and/or civil penalties.
The Director of the North Carolina Division of Water Quality may require submission of a
formal application for Individual Certification for any project in this category of activity if it
is determined that the project is likely to have a significant adverse effect upon water
quality including state or federally listed endangered or threatened aquatic species or
degrade the waters so that existing uses of the wetland or downstream waters are
precluded.
Public hearings may be held for specific applications or group of applications prior to a
Certification decision if deemed in the public's best interest by the Director of the North
Carolina Division of Water Quality.
Effective date: 31 December 2004
DIVISION OF WATER QUALITY
By
Alan W. Klimek, P.E.
Director
WQC # 3492
4
2.-25•oS -

CYIA-
o to' A- Ws• IV
nu '

LETTER OF TRANSMITTAL
RMcGill
ASSOCIATES
1236 19th Street Lane, NW- 28601
Post Office Box 1136 - 28603
Hickory, North Carolina
TELEPHONE: [phone]
DATE: 2/17/05
popwrq
FEB 1 8 2005
DENR - WATER QUALITY
WETIJWDS AND STORMWATER BRANCH
FAX: [phone]
FROM: Patrick Warren, P.E.
TO: Ms Cyndi Karoly PROJECT : Lookout Shoals Raw Water Intake
COMPANY: NC DWQ 401 Wetlands Certification Unit
ADDRESS: 1650 Mail Service Center Raleigh, NC 27699-1650
We are sending you: X Attached Under separate cover
VIA Fed Ex_ the following items:
Shop Drawings x_ Prints x Other-
Specifications Copy of Letter Change Order
NUMBER DESCRIPTION
3 Copies each of the of Response Letter, Narrative, Operation and Maintenance
Agreement, Details, Calculations, Specifications,
3 Sets of Prints (Sheets C4 and C5)
COMMENTS:
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 1136, Hickory, NC 28603 •1236 19"Street Lane, N. W. Hickory, NC 28601 •828-328-2024 • FAX [phone]

7A S S O C I A T E S
February 16, 2005
Ms. Cyndi B. Karoly
NC Division of Water Quality
401 Wetlands Certification Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
aP=@[10WP=1
FEB 1 8 7005
pANR - NAM QUA"TY
.A NR AND STORM*TfR BRANCH
Re: Lookout Shoals Raw Water Intake
Old Lion Road
City of Statesville, North Carolina
ErWQ Project No. OF3--0272
Dear Ms. Karoly,
Please see attached items in response to your request for more information
outlined in your letter to the City of Statesville pertaining to the Lookout Shoals Intake
project. The letter was dated February 2, 2005.
The items are as follows:
• Narrative of stormwater management
• Site plan with contours indicating locations of storm water management
facilities (BMP's)
• Calculations, worksheets, details and specifications for stormwater
management facilities.
• Signed and notarized Operation and Maintenance Agreement for the
stormwater management facilities.
Due to the nature of the project and the severe topography of the site, the location
of the development made the installation of a pond, or bio-retention area impossible,
without clearing and disturbance of a great deal of buffer area. A level spreader was
designed for protection of the buffer area in our original submission. Due to actual field
conditions, it also would have been much more intrusive to install the level spreader as
originally designed. The level spreader would have required clearing and grading in the
buffer and severe slope area. Therefore, as you see in this resubmission, a rip-rap plunge
pool has been designed for each of the two stormwater discharge outlets. The plunge
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 1136, Hickory, NC 28603 - 1236 19th St. Lane NW, Hickory, NC 28601
828-328-2024 - FAX [phone]
Page 2 of 2
pools, with their level spreader aprons, will diffuse flow from the outlet pipes while
providing some retention for the "first flush" (DWQ, Level Spreader Design Options,
Version 1.0, page 2).
Stormwater from the building roof will be collected with a gutter and downspout
system. Each downspout will empty onto a splash block. For treatment and to diffuse
flow, a filter strip BMP will be installed. Each downspout will have a horseshoe shaped
level gravel trench installed around the splash block. Beyond the trench, grassed and
forested filter strips will be used to reduce pollutants and disperse flows before entering
the buffer. (See Stormwater Management Plan.)
Our resubmission also shows reduced grading and disturbance areas. Due to field
conditions, and efforts on the part of the engineers, inspectors, contractors and owner, the
necessary disturbance for the installation of intake pipes, was minimized. Only an
approximate total of 90 L.F. of shoreline / buffer area was disturbed, thus falling under
150 L.F., (Conditions of Certification, number 5). No disturbance was needed in the
buffer for the construction of the site features as originally deemed necessary.
The proposed facility has been in the planning stages since the early 1990's. The
Federal Energy Regulatory Commission (FERC) water withdrawal permit was approved
in 1994, along with the purchase of the property. McGill Associates and the City of
Statesville desire to move forward with the project and to be in full compliance of the
previously issued 401 Permit. The project is currently under testing and is slated for
start-up in spring of this year.
Please inform our office of any additional information you may need. If you have
any questions concerning this submission you can call us at [phone], please ask
for myself, Chris Brown or Doug Chapman. Thank-you for your review.
PW/je
Sincerely.
cGILL ASSO IATES, P.A.
r
PA WARREN, P.E.
Cc: Mr. Joe Hudson
Mr. Andy Lovingood, P.E.

STORMWATER MANAGEMENT OPERATION AND MAINTENANCE AGREEMENT
The stormwater management system is defined as the two (2) outlet plunge pools with level spreader
aprons, stone filled trench level spreaders, grassed filter strips, and natural forested filter strips.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the plunge pool for sediment accumulation, erosion, trash accumulation, and general
condition.
b. Inspect level spreaders and filter strips for erosion and/or formation of channels.
2. Repair eroded areas of grass filter strips immediately, re-seed as necessary to maintain dense
vegetative cover, mow vegetative cover to maintain a maximum height of six inches, and remove
trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the plunge pools every six months, or when sediment
extends above stone. Removed sediment shall be disposed of in waste area located on the east
side of the site closer to Old Lion Road.
5. Level spreaders or other structures that provide diffuse flow shall be maintained every six months.
All accumulated sediment and debris shall be removed from the structure, and a level elevation
shall be maintained across the entire flow spreading structure. Any down gradient erosion must be
repaired and/or replanted as necessary.
6. Repair eroded areas of natural forest filter strips immediately. Stabilize eroded areas with pine
straw or woody mulch to match original conditions.
I acknowledge and agree by my signature below that I am responsible for the performance of the six
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible parry.
Print name: Robert Hites
Title: City Manager - City of Statesville
Address: Post Office Box 1111 Statesville North Carolina 28687
Phone: [phone]
Signatu
Date: .2 / /y t o s- Y
Page 1 of 2
_)_ UA" "( , a Notary Public for the State of
County of &-&Zta? , do hereby certify that ,, //
tg-d personally appeared before me this /T day of
ooS , and acknowledge the due execution of the forgoing stormwater
management
requirements. Witness my ha and official seal,
`,,,??tlltt??q/,,
13 11
41,
A
011, ,?COV

SEAL
My commission expires -It-4-d a? , a 0 0'7
Page 2 of 2
L0cDA-oJ+ 51??als
M
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Q
M
V
0
0
0
('J
O
s
C-4
c
o
y
Y
?I
Q
U
1-1
Z
O
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13.5' 4.5'
PIPE
5-1 TOP OF EERY
TOP OF RP-RAP
NOTE:
TOP OF RIP-RAP IN FLOOR OF BASIN h IHICKENED OR
TOE
94M BE AT THE SAME ELEVATION OR '
Love THAN NATURAL CHANNEL BOTTOM
OUT t

wVARP 0
?u /1??
SMM CHANNEL
TOP of
EXrTM
APRON

V

PLUNGE POOL DETAIL OUT 1
NOT TO SCALE
Project: Lookout Shoals LOOKOUT SHOALS RAW WATER INTAKE Computed By: CDB
Project Number: 01501 Checked By: DGC
Location: Statesville, NC Date: 1-27-05
Storm Frequency: 25 yr.
LOOKO UT SHOALS RAW WATER INTAKE

PLUNGE POOL DESIGN

Equivalent Brink Depth Froude Number Relative Depth of Scour Hole
Outlet D.A. 025 Pi Dia. in. V25 a Vav J((32.2) a ".5 from Fig. 2 0.31
acres A/2 ".5 Hs/ Ye Hs

OUT 1 0.35 2.00 18 3.6 0.4 1.00 0.3 0.12

RIPAAP DESIGN

Outlet Avg. Stone Size Thickness in. slop e at invert Thickness in. po ol and apron
d50 in. Tinv.= 3 00 or 2 dmax. T ooUa ron = 2 d50 or 1.5 dmax.

AREA 5
Pi 1 0.25 0.75 0.5

Project: Lookout Shoals LOOKOUT SHOALS RAW WATER INTAKE Computed By: CDB
Project Number. 01501 Checked By: DGC
Location: Statesville, NC Date: 1-27-05
Storm Frequency: 25 yr.

Use Lar er
Width at Width at Length of Pool Length of Apron , Height of Side Wall
culvert apron end (10Hs or 3 Wa) (bH s or W a) above ex iting apro n (Ye+1')
Wa WA L La Hw

4.50 6 1.2 13.5 0.6 4.5 1.4

3
s1 >
W
J
3
a
0
0
46
W
O
W
1
t
J
W
C
yM
RROUOE NUMBER ? (32211r?1
FIGURE 20.31 Relative depth of scour hole versus Froude number at
brink of culvert with relative size of riprap as a third variable. (Corry et
al.. 1975)
ova kovT S1-?o At,.S
12P.w w ATE >2 1 N T Nr E=
_ PL,j r?tGE Pool.
- ?e?
t 2 3

RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET
Reference Design Note No. 6 (Second Edition), Jan. 23, 1986
Elev. 861.0 Elev.
854.0
Elev.
10.0 851.0
2.3
1 1
v G F'1 L-TE+z' 2.0 2.0 V5C rxb 21 L 3.0 -? r3OTT OM O F
L11-1E,12 70 3 X 10.4P? 10 1
(N a ?hF ArnG.iZt C/?N
C?2,??N S t s O? 0 2 SECTION A-A
E
20.8
1.51
\
T'Ri c.KN6 s S C c.A SS
Q %P-r2a-, iP
4 2.9-?

2.0
1
SECTION B-B
C a +?? sTri cT Esc ITS N G
/?P i2o ly nom, ? r.1. (o ?
-- - PLAI, dS?
1
ROCK GRADA
Passing Sizes
100 36
60-85 27
25-50 18
5-20 9
0-5 3.6
LANDOWNER
DESIGNER: CDB
SHEET OF
VLv I,?IvG 000L.. NT o\,-JT 2

RIPRAP LINED PLUNGE POOL. FOR CANTILEVER OUTLET (Version 6.99)
(Reterenco Design Note No. 6 (Second Edition), Jam. 23. 1966
JOB: Look Out Shoals
DESIGNER: CDs Oab: 1124105
CHECKER: OC Date:
INPUT DATA:
Conduit Dander 0.
ConAYt owdua e. 0.
CWnau9 Sbp at Outlet S.
Conduit Oulbt Invest Elevation: F.I. CO •
Talwater Elevation: EL TW •
Outlet Channel Invert Elevation: EL CH •
Water Deetty: RHO.
BWiltipaP Parlbb Oaely: l0~ 2.04) RHOS •
0. so AM" Star. RI
RWw Thitlmas: (2.5'0.50 nartamnded) RT •
Bed*o ThWAM: (S net min, mac.) fEmar0 for oeaa d6el BT.
Ste Slop Ratio: 2W.
Upstream End Slop Ratio: Z)u •
DownYnMn End Slop Ratio: 2)d •
Combined End Slope Rath: Z1 •
OUTPUT-POOL LOCATION AND DIMENSIONS:
Von. Otto. fan To*~ to Conduit Inved: Zp •
Submwoo nee Chock: (it Zo < 0. Use ZP • 0) Use Zo e
Besotting Chock: (QI(90"111.0.11 <• (1.0.2sro.s01D)(
?seachal
Cantrbod-
e
0"= fan conduit exit to CA. Pools Xm e
POW deiNh at CIL Below ConOW Invert Zp o.6Zm e
Pod andlerrh Elem. ELPB e
Pool Scgon Lang 9m: 34.
Post Began Walt: 2VW2 •
Upatreem Pool Length at Tolerator Elev.: Lm.
Oowm imam Pod Length at Taom W Elev.: tad e
POW VMolh at Tageater Elev.: 2".
Cheat Sloe sm" Rath: (W"VIIN
?Sde lb" Mgo be O.K."
Chock Mfr Ens Slap Ralb: (Lm i Lid >• U)
"Ens Slope PAW* O.K.-
Chem Lowman Loot (LN >• X04
?End Sloe Ratio Mo O.K.-
pow Baas Efav. d Beam Of Mo
Pool Bows Env. at Baas al eeedkq
0U11.1R-11OUtjtii?t BBLOW WATER KWACS tRIAVATN01
Vokume d Enceyatbn ans"Wed hem beam
smrhea d tledntrl9):
You" of Rork Roow
VoMne of aedatr ..
210 n
3.43 Ch
0.10 W
$6100 A
634.00 it
854.00 A
1.00
264
1.50 A
1.50 0
1.50 R
2.00 Ent
2.00 "
2.00 Ent
2.00 Ent
7.00 A
7.00 A
0. K.
1.06 9
9.95 It
$51.05 0
227 R
224 R
7.04 A
7.04 A
14.05 A
O.K.
O.K.
O.K.
EL OR • 040.55 A
91.011. $".as a
VAN • 624 a Vol
V.m • 19.0 a vd
V.bs • 34.5 a yd
Somadshm ayeboed by 0. HurtL -" NTC. IM
Spreadsheet modified tar M. Oreatdrtrier. Eats Clue TC. VW.. 3r90
Oeenatn Nos the. 6 (Seeped EsMML Jun 23. I$W
1 net, Unod Plunge Pod for Conover DrrM'
Natural Resources conservation Service
En9mmorm Oivleicn
FORMULAS 6 COMPUTATIONS
g = acceleration of gravity 3220
Ql(a'd"5)"(112) • dimensionless Parameter 0.11
Zd • water depth above channel invert 0.00
Vo • conduit discharge velocity 1.09
Vh • no". vsbatty component of iat inoinom W 1.09
Vv • volt. velocity component of lot nlPfrgemera 2209
TAN.a • let rmpk ipiment slop 20.69
Vp ' let velocity at knoinnge in 2272
Xo • hoia. distance from Conduit exit to abler of
IN at anpgemad with bloater 0.70
Fd • densimetnc Froude number 266
zwo 3.50
Zma ' mawrnum pool depth when ZWD<•1 4.21
Zmb ' maxirrxum pot doolf when ZWO > 1 3.06
2m • pool deoth to to used 3.09
1.25'RS/D • parameter used in beaching cherJL 19.711
Xm • nos. distance hem conduit ado to amer
of plunge Pool 1.00
Le • min. haft distance *am center of Pact to
water surface amour at upsream or
downstream and of Pow 5.67
Wet • one-half Pact width at emu at water
surface elevation 5.60
Lr2 • One-hog Pod length at bottom of Pool 1.13
412 • one-half Pact width at bottom of Pod 1.12
W a adjusted upstream norm. length ham center 0
poll to water surface ardov at upstream
ON of Pool 7.04
Lid • a0beted downstream norm length nom amer
of pool to water srfaa boltarr at
downstream end Of Pool 7.04
Lf • adjusted hon¢ length hen timer of pool
to water surface Contour at upsbaarn or
dow istrearn ed Of Pod 7.04
Wr ' adjusted haft width from center of pod
to water surface Contour 7.03
A.2 • norm. Pfd area at bottom Of Pfd 5.08
A.1 • hOnL Pad area at ohannet need Slav. 197.91
V.P • Oo01 volume batweeh bottom ale amlet dow
nvert elevWan 11.58
A.2r = horK. pool area at boom of rWW slow. 11.77
A,1 r • nqa, pod erea at Chanel nvert elevation
contour at bottom suface ON mlerp 431.65
V.pr • volume of Pool measured ham boom saface W
Woo 27.60
A,21; • norm. pod area at beam of tradag elw. 13.47
A.1b •hon.pdareaatdWW"~abv W
Contour at bottom solace of bod*4 7118.39
V.Ob • volume of pod meaeaed ham baton surface of
boding 63.93
2Lr2e • excavation length at bottom 0 (*M 298
2VW2e • excaveoo wdth A bottom Of fprp 295
Wre • We ad Iam wen suns OW
"m-, clip ap at wow surface contour 20.76
Uue • adjusted upatream hots w1Al Gem aaeer Of
a" to boom d rpso d water aoMI mow
at upstream ted of Not 10.40
Ludo • adlusted downstream hotL bf4M 11om Pacer
of Plod to bottom Of f%M at a" dharenat
twat elevatles d dotwlefaam led of P" 10.40
Lre ' adMated herb WOM nom MW Of Plod
1o bottom of ndmb at water surface arson a
upstream or Oawl , ow Of pd 10.40
A.2 • ham Pod area d bOMM O(POd 5.08
A, is • Mona. odd area at water attract eley U7A1
V.p' pod volume between begun and watch
surface elevation 9.38
A.Zr • hem Pool area at bottom Of mdred efav 11.77
A,1 es a hortL pow area at water etrface elevation
amour at bc8om srrhps of two 431.05
V.prs • volume of paw measured Sam baton aWfaa of
norp to wow slrfaoa erva", 27.60
2L2D x excavation MngN at began at baodbg 3.68
2vW2b • eacavedon width at boom of bod0fg 3.06
Wre • adjusted haft width tram career Orplod
to bottom d bodarg at watts surI amour 27.47
lfub • ad listed upefeam here. W4M hen deter Of
a" to bottom of bead, , at wave surface aortae
at upeusam and of pd 13.40
Lmb ' adiusted downstream ho1L WQR fern aM6er
of pool to bottom of beodkg d 04" dmnet
nved elevation at Ooennfearnm and d pod 13.40
Lrb ' adjusted nofi iergth hoe Amer Of Wd
to baton of boddn0 at water SWfaoa able" at
upstream or dowmilmarn and d Pod 13.40
A.2b • ham. 0001 area at bdbm Of bWdtlg elev 13.47
A,1 be • hods. pod sea at water surfaoa elevation
cater A bean surface Of I -" 735.93
V.Pbs • volume of pact measured ham boom surface of
bedding 10 weer erfaa ow4w" 0240
Areas for gectedile:
A.b' Do8am 11.77
A,if ' left 6 right sides 230.09
A,us • u.s. end 1111.06
A,ds ' d.s. end 110.05
A,P a pemneter 83.10
A.gt • total area 0274

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Lookout Shoals Raw Water Intake
Project No. 01501
February 10, 2005
STORMWATER MANAGEMENT FOR LOOKOUT SHOALS
RAW WATER INTAKE
Narrative
Proiect Description
The Lookout Shoals Raw Water Intake Project is located in Western Iredell County off of
Old Lion Road. The Project has been in the planning stages for several years. The
Federal Energy Regulatory Commission approved the construction of the facility in April
of 1994. The land for the project was purchased in June, 1994.
The purpose of the project is to construct a raw water supply intake for the City of
Statesville. The project consists of a raw water intake, raw water pum st n, surge
tank, raw water line and an access road wits h a parking area. T e roadway is
a roximatelY 1500 L.F. -and ill serve the pump station building. Because of the nature
pp
of the p ct it is necessary to construct acilities within of Zone 1 and 2 of the
Catawba River Buffer along Lookout Shoals Lake. The disturbance has been kept too as
minimal an area as possible. Our construction drawings called for approximately 200
L.F. of shoreline to be disturbed. Only approximately 90 L.F. of shoreline and buffer
area were actually disturbed. This disturbance has been for the installation of the 36" orb`
diameter intake tubes, which extend into the lake to withdraw water. Disturbance was 0 ti
minimized even though the site in this area is made up of severe slopes, approximately 40
feet of relief exists from the elevation of the water to the facility. By using curb and
gutter, retaining walls in the parking area, and a minimal clearing area for the building,
no grading or disturbance was necessary in the buffer for the construction of these areas.
Site Description
Predevelopment:
The site slopes from east to west towards Lookout Shoals Lake. The slopes range from
18% to 50%. The site is wooded. The predevelopment drainage collects at the Lake by
sheet flow. There is no off-site drainage entering the project site.
Post-development:
Post-development drainage patterns will remain similar to the pre development.
< j? Stormwater from im ervious areas will be collected and management facilities will be
used to treat and contro ischarges. Final stormwater isc arges wi occur prior to
enteri ng t e buffer areas.
?' L
Lookout Shoals Raw Water Intake
Project No. 01501
February 10, 2005
Stormwater Management
hbGW` ? l ?e- ? .?
At the upper portion of the project stormwater will be collected in roadside swales and
culverts. Culverts have been designed for the 25-year storm and grassed swales for the
10-year storm. Dissipators will be used to disperse flows to sheet flow overland.
The parking lot and lower portion of the access road will collect stormwater through the
use of curb and gutter, a series of pipes and catchbasin structures. There are two
discharge outlet pipes. Stormwater management facilities have been designed for each
outlet to diffuse flows prior to entering the vegetated buffer. A plunge pool with a level
spreader apron has been designed for each outlet. Outlet 1 has a discharge rate of Q 10 =
2 cfs. An octagon shaped plunge pool with a level exiting apron 6' wide and 4.5 ft. long
has been designed for outlet 1. The pool length is 13.5 ft. Outlet 2. has a discharge rate
of Q10 = 3.43 cfs. Because outlet 2 is a cantilevered pipe, a rectangular shaped plunge
pool was designed. This plunge pool is approximately 21' x 17.4' with an exiting apron
14' long by 6' wide. The rip-rap lined plunge pools will also provide storage time
allowing retention to occur and treating the "first flush' pollutants from the impervious
areas while minimizing outflow.
The building roof drainage will be collected through a series of gutters and downspouts.
There will be four downspouts, three placed on the south side of the building and one on
the east side. A concrete splash block will be placed under each downspout. Filter strips
will be used to diffuse flows and treat particulate pollutants. A horseshoe shaped, gravel
filled, 1' deep x 1' wide trench will be placed around each concrete splash block. The
gravel trench will be constructed level, acting as a level spreader. A planted grass strip
and / or planted area, averaging approximately 10' wide will be used as the first filter
strip. An existing wooded area, averaging 25' in width, will provide the second filter
strip. And finally, the natural wooded area of the undisturbed buffer will provide a 50'
forested filter strip.
Stormwater Maintenance
All stormwater management facilities will be maintained by the City of Statesville. The
facilities will be checked and maintained on a continuous basis. Repairs and or
replacements will be made as deemed necessary to assure proper performance of all
BMP's. (See Operation and Maintenance Agreement.)
MEMORANDUM
TO: John Dorney Regional Contact:
Non-Discharge Branch WO Supervisor:
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Lookout Shoals Raw Water Intake
Project Number 03 0272
Recvd From APP
Received Date 3/7/03 Recvd By Region 3/17/2003
Project Type RAW Water Intake
Certificates
Permit Wetland Wetland Wetland Stream
Type Type Impact Score Index
County Iredell
County2
Region Mooresville
Stream
Class Acres Feet
Prim. Supp. Basin Req. Req.
?.
- 11
Peren- Inter-
nial rnittent
GP ;(1 7alers O ?O N F__ F_, I-i721 \\'SI\` r B FO,RT2 7S ?- F_ r-
Mitigation Wetland
MitigatianType ° Type Acres Feet
Is Wetland Rating Sheet Attached? 0 Y 0 N Did you request more info? 0 Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant? 0 Y 0 N
Is Mitigation required? 0 Y O N Recommendation: 0 Issue 0 Issue/COnd 0 Deny
Provided by Region: Latitude (ddmmss)
Comments:
Longitude (ddmmss)
cc: Regional Office
Central Office Page Number 1
Facility Name Lookout Shoals Raw Water Intake County iredell
Project Number 03 0272 Regional Contact: Michael L Parker
Date: 4/25/2003
Comments (continued from page 1):
cc: Regional Office
Central Office Page Number 2
Triage Check List
Date: Project Name: I. ov6w+ Sko aa5 2a," WO-+-&„

DWQ#: d 3p 27 g

rde !1
County:
To: ? . ARo Mike Parker ? WaRO. Tom Steffens
? FRO Ken Averitte ? Wi.RO Noelle Lutheran
® MRO Mike Parker ? WSRO Cyndi Karoly (Central Office)
? RRO Steve Mitchell
From: C. Telephone; (919) 71 5.8399-

The file attached is being. forwarded to your for your evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
? Wetland determination and distance to blue-line surface waters on USFW topo maps
? Minimization/avoidance issues
© Buffer Rules (Neese, Tar-Pamlic Catawba, Randleman)
? Pond fill
? Mitigation Ratios
Ditching
? Are the stream and or wetland mitigation sites available and viable? .
Check. drawings for accuracy sl C ?( (, + c vt e [? d )
? is the application consistent with pre-application meetings?
? Cumulative impact concern
Comments: 5a u,"r?; w .1c?c:G.
I
U40V
NCDENR
North Carolina Department of Environment and Natural Resources
Michael F. Easley, Governor
Division of Water Quality
William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
City of Statesville
PO Box 1111
Statesville, NC 28687
Subject Property: Lookout Shoals Raw Water Intake
DWQ Project # 03-0272
Iredell County
REQUEST FOR MORE INFORMATION-Stormwaier Management Plan
On January 21, 2005, the Division of Water Quality (DWQ) received the Storm Water
Management Plan prepared by your engineer, Ms. Christine Brown of McGill Assoc., to comply
with Condition 2 of the 401 Water Quality Certification and Catawba River Buffer Rule
Authorization issued on June 25, 2003.
The Plan was incomplete and therefore, unacceptable for the following reasons:
Condition 2 of the Certification required stormwater management facilities. This was not
provided. Information regarding the Division of Water Quality's stormwater BMP
design requirements are located at: http://h2o.enr.state.nc.us/ncwetlands/mitresto.html. A
complete plan must include the following:
• Narrative of stormwater management.
• Site plan with contours indicating locations of stormwater management facilities and
specifications.
• Completed worksheet for each stormwater management facility (BMP).
• Supporting calculations
• Signed and notarized Operation & Maintenance Agreement for the stormwater
management facilities.
Please be advised that you are currently in violation of the 401 Water Quality Certification and
the Catawba Buffer Approval as construction of this project is nearing completion, resulting in
enforcement actions to be taken by the Division.
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http://h2o.enr.state.nc.us/ncwetiands
An Equal Opportunity/Affirmative Action Employer-50% Recycled/10% Post Consumer Paper
February 2, 2005
NorthCarohna
Nattarally
Lookout Shoals Raw Water Intake
Page 2 of 2
February 21 2005
Please respond within three (3) weeks of the date of this letter by sending three (3) copies this
information in writing. This letter only addresses the Stormwater Management Plan review and
does not authorize any continued impacts to wetlands, streams or protected riparian buffer until
the Plans are approved. Please call Ms. Cynthia Van Der Wiele, Ph.D. at 919.715.3473 if you
have any questions regarding these issues.
Sincerely,
l6 # /Y
V :r
CyndiVB. Karoly
DWQ, Wetlands / 401 Unit
CBK/cvdw
cc: Danny Smith, DWQ Compliance Unit
DWQ Mooresville Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Doug Chapman, McGill Assoc., P.A., 1236 19th St. Lane NW, Hickory, NC 28601
Office Use Only: Fin ? ; a Form Version May 2002
USACE Action ID No. FILE U 1AiRWA11?f@-J 4AJ JZQAI 1P
(If any particular item is not applicable to this prof as a ter of pp'cable" or "N/A".)
1. Processing
MAR 0 7 2003
Check all of the approval(s) requested fort _W8jW4ITY SECTION
? Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
? 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: Regional 198200030
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
H. Applicant Information
Owner/Applicant Information
Name: City of Statesville
Mailing Address: Post Office Box 1111
Statesville NC 28687
Telephone Number: 704-878-3438
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Doug Chgpman
Company Affiliation: McGill Associates
Mailing Address: Post Office Box 1136
Hickory NC 28603
Telephone Number: 828-328-2024 Fax Number: 828-328-3870
E-mail Address:
Fax Number: 704-878-8655
Page 5 of 12
M. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Lookout Shoals Raw Water Intake
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): 3784104870
4. Location
County: Iredell Nearest Town: Statesville
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.): I-40 to Exit 141, north on Sharon
Sch Rd turn left on Island Ford Rd turn right on Old Lion Road past end of state maint.
then follow second dirt trail on right to site at Lookout Shoals Lake.
5. Site coordinates, if available (UTM or Lat/Long): N:740073 E:1381001
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 41.09
7. Nearest body of water (stream/river/sound/ocean/lake): Lookout Shoals Lake
8. River Basin: Catawba
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The site is currently wooded and undeveloped Land use in
the vicinity is generally residential.
Page 6 of 12
10. Describe the overall project in detail, including the type of equipment to be used: three 36"
steel tubes will be installed along the lake bottom, with a minimal amount of dredging. The
tubes will be bedded in washed stone and covered with rip-rap to 2-feet above full pond
elevation and to 5-feet below maximum draw down. The tubes will be equipped with
intake screens and submersible pumps for water withdrawal.
11. Explain the purpose of the proposed work: To withdraw raw water for treatment at the
City of Statesville water treatment plant
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 7 of 12
1. Provide a written description of the proposed impacts: three 36" steel tubes will be
installed on the lake bed 13-feet on center, and extend approximately 130-feet each from the
full pond shoreline
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, till,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
.
online athttp://www.fema.gov
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property:
Total area of wetland impact proposed:
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
(please specify)

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts ana associateu np-lap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs_.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site:
Page 8 of 12
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U. S.) below:
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres)
Name Waterbody
( applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)
1 excavation .15 Lookout Shoals Lake lake
1 Shoreline stabilization .10 Lookout Shoals Lake lake

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The intake structure was designed to minimize the impact to the lake. The original open
concrete channel into the lake was eliminated, and intake tubes designed to lay along the
lake bottom to minimize disturbance to the lake.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
Page 9of12
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http- //h2o,enr. state _nc,us/ncwetlands/strmgide. html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http:Hh2o enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
Page 10 of 12
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes N No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes N No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes N No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No N If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3
2 1.5
Total
• Gone 1 extends out 3U teet perpenaicuiar irom near D= of cnannel, f-U11C G Umcnuzi au
additional 20 feet from the edge of Zone 1.
Page 11 of 12
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15ANCAC 2B .0242 or .0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
None of the existing site is impervious, following development 1.02 acres of the 41.09 acre
site will be impervious
XU. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
he proposed project, or available capacity of the subject facility.
XM. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
,Z y / o
Applicant/Agent's ignature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
MC
A S S O C I A T E S
WETLANDS/ 401 GROUP
r
March 5, 2003

Mr. John Dorney
Division of Water Quality
401/Wetlands Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
RE
Dear Mr. Dorney:
030272
?a MAR 0 7 2003
WATER QUALITY SECTION
Lookout Shoals Project - Raw Water Intake
Statesville, North Carolina
On behalf of the City of Statesville, we hereby make application for written concurrence for
the above referenced project. Please find enclosed seven (7) properly executed "Pre-Construction
Notification Application" for the subject project. Also enclosed are seven (7) copies of the USGS
map of the area, along with seven (7) sets of plans for the subject project. A profile of the
proposed raw water intake is shown on sheet C3.
As always, please do not hesitate to call with any questions or comments.

Sincerely,
McGILL ASSOCIATE, P.A.
DO LAS CH MAN, P.E.
Proj t Engineer
Enclosures
cc: Joe Hudson
I
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 1136, Hickory, NC 28603 • 1236 19th St. Lane NW, Hickory, NC 28601
828-328-2024 • FAX [phone]
-Dc"S 0- U 3 a Z? Z
9 /Z oe
® North Carolina Wildlife Resources Commission
Charles R. Fullwood, Executive Director
MEMORANDUM
TO:
FROM:
DATE:
SUBJECT
John R. Dorney, Division of Water Quality
Dept. of Environment and Natural Resources
Ron Linville, Regional Coordinato
Habitat Conservation Program
Y/,--
March 24, 2003
Review of an application by City of Statesville, Raw Water Intake, Iredell
County
WETLANDS/ 401 GROUp
MAR 2 6 2003
WATER QUALITY SECTION
The City of Statesville is requesting 401 Water Quality Certification from the
North Carolina Division of Water Quality. The NCWRC has reviewed information
provided by the applicant, and field biologists on our staff are familiar with habitat values
of the project area. These comments are provided in accordance with provisions of the
Clean Water Act of 1977 (33 U.S.C. 466 et. seq.) and the Fish and Wildlife Coordination
Act (48 Stat. 401, as amended; 16 U.S.C. 661-667d).
The project is to install three 36" steel tubes along the lake bottom with minimal
dredging. Stone and riprap will cover the intake structures. The tubes will be equipped
with intakes screens and submersible pumps. Total impacts will be 0.25 acres.
Based on our evaluation of the 401 Certification application, we recommend the
following conditions for the project:
1. Intake structures should utilize passive screens with openings not to exceed 1
centimeter (I millimeter in waters having anadromous fish) and with a maximum
intake velocity of 0.5 fps (feet per second).
2. Dredging and lake drawdown in preparation for dredging generally should not take
place from March 15 to June 1 to prevent impacts to spawning fish. However, dates
may vary regionally and should be verified by the Wildlife Resources Commission.
Mailing Address: Division of Inland Fisheries • 1721 Mail Service Center • Raleigh, NC 27699-1721
Telephone: [phone] ext. 281 • Fax: [phone]
Statesville Intake, 2 March 24, 2003
Lookout Shoals Lake
3. Excavated materials should not be stockpiled where sediment will erode to surface
waters.
4. Intake structures should be marked in a manner that will reduce hazards to navigation
during and after construction.
5. Wet concrete is toxic to aquatic organisms. Construction procedures which prevent
wet concrete from contacting surface waters should be used.
If this intake structure will facilitate additional development or cause significant
cumulative or secondary impacts, the project may need to undergo a state clearinghouse
review. The City of Statesville should contact Ms. Melba McGee with the Office of
Legislative and Intergovernmental Affairs at 919/715-4194.
Thank you for the opportunity to review and comment on this project. If you have any
questions regarding these comments, please contact me at 336/769-9453.
Cc: Steve Chapin, USACOE

@ Q
JAN 2 1 ?005
WETlANS AND STORMW ER BRANCH
DRAINAGE A EROSION CONTROL
REPORT
for
LOOKOUT SHOALS
RAW WATER INTAKE
STATESVILLE, NORTH CAROLINA
Calculated by: Christine Brown
Checked by: Andy Lovingood, P.E.
McGill
A S S O C I A T E S
Engineering • Planning a Finance
Post Office Box 1136
Hickory, North Carolina 28603
July 23, 2003

LOOKOUT SHOALS PROJECT
RAW WATER INTAKE
EROSION CONTROL SUMMARY
NARRATIVE
PROJECT DESCRIPTION
The purpose of this project is to build a raw water intake, raw
water pump station, surge tank, raw water line and an access road
with a parking area. There will be approximately 1500 L.F. of
roadway built to service the pump station building. Erosion
Control and storm drainage measures have been designed for a 10 yr.
storm period. Culverts have been designed for the 25 yr. storm.
Approximately 6.72 acres will be disturbed during the construction
period. The site is located in western Iredell County off of Old
Lion Rd.
SITE DESCRIPTION
The site slopes from east to west towards Lookout Shoals Lake. The
slopes range from 18% to 40%. The site is currently wooded. The
predevelopment drainage collects at the Lake. Postdevelopment
flows will be collected by roadside swales and some piped drainage
ultimately being directed to the Lake.
ADJACENT PROPERTY
Land use in the vicinity is primarily residential and agricultural.
Single family homes exist on the adjacent sites, with some areas of
undeveloped woodlands.
SOILS
Soils in the project area are primarily Hiawasse and Cecil. These
are moderate to well-drained, gently sloping to moderately steep
soils on uplands. The Unified Soil Classifications are SM,MH,ML.
The soil has a soil erodible factor, K, of 0.28 and .32. This is a
moderate erodible factor and the soil should not have any
significant erosion problems. The soil is in the Hydrology Group B.
r
PLANNED EROSION CONTROL PRACTICES
1. TEMPORARY SEDIMENT TRAP
Temporary sediment traps with rock filter dams will be
installed at the low points of the site. All runoff water
from disturbed areas will be directed to the sediment traps
before leaving the site.
2. TEMPORARY CONSTRUCTION ENTRANCE
A gravel construction entrance will be constructed. The
construction entrance will be located off Old Lion Rd. at
the east end of the site. This will provide access to and
from the site.
3. TEMPORARY DIVERSION
Temporary diversions will be constructed along the top edge
of the fill slopes at the end of each day during the
construction period. The rough grade will slope toward a
drainage structure or sediment trap.
4. LAND GRADING
Heavy grading will be required on approximately 2.6 acres.
The building and tank sites will be constructed on cut/fill
areas. The cut/fill will be balanced on the site. Waste
material will be disposed of on-site.
All cut slopes will be 2:1 or flatter to avoid instability
due to wetness, provide fill material, and to allow a
smaller width of clearing. Cut slopes will be fine graded
immediately after rough grading; the surface will be lightly
roughened and vegetated according to the seeding
specifications.
Fill slopes will be 2:1 with fill depths as much as 2 to 10
ft. Fill will be placed in layers not to exceed 8 inches in
depth and compacted. Temporary diversions will be maintained
at the top of the fill slopes on a daily basis. Filling
will be done as a continuous operation until final grade is
reached.
5. RIP-RAP CHECK DAM
Small rip-rap check dams will be constructed in swales and at
pipe inlets at various points on the project. The check dams
will be maintained during the construction period.
6. INLET PROTECTION
Gravel rings will be constructed at all drainage structures.
The gravel rings will be maintained during the construction
period.
7. SEDIMENT FENCE
Sediment fence will be constructed as shown and as needed on
the project. Additional sediment fence will be placed as
directed by the engineer.
8. RIP-RAP DISSIPATORS
Rip-rap dissipators will be installed at all pipe and swale
outlets. The dissipators will reduce the velocity of storm
water discharges and prevent scour.
9. GRASS-LINED SWALES
Grass-lined swales with temporary straw-net liners will be
constructed at permanent swale locations on the project. The
swales will outlet to drainage pipes or rip-rap dissipators.
10. PARKING AREA STABILIZATION
As soon as final grade is reached on the parking area, the
subgrade will be stabilized with an 8-inch course of NCDOT
standard size ABC stone. The ABC stone will be watered as
necessary for proper compaction.
11. SURFACE ROUGHENING
The 2:1 cut slopes will be lightly roughened prior to seeding
and the surface 4 to 6 inches of the 1.5:1 fill slopes will be
left in a loose condition and groomed on the contour before
seeding.
12. SURFACE STABILIZATION
Surface stabilization will be accomplished with vegetation and
mulch as specified in the seeding specifications. Parking
area base courses will be installed as soon as finished
grading is reached.
CONSTRUCTION SCHEDULE
1. Obtain approval of plan from NC-DENR Mooresville Regional
Office.
2. Flag work limits before construction activity begins.
3. Construct temporary construction entrance.
4. Install silt fence as shown on drawings.
5. Construct TST-1 and TST-2 and diversion ditches at west end
of project. Construct temporary berm at building site.
6. Begin rough grading of site. Construct storm drainage
system. Install PDS's at catch basins. Construct CSB-1 at
CB 1. Direct flow to CSB-1 as shown on plan.
7. Install remaining temporary sediment basins as shown on
plans for rough grading of access road.
8. After rough grading, install piping.
9. Stabilize access road with aggregate base course.
10. Begin construction of pump house building.
11. Install appropriate temporary sediment basins and begin
construction of tank site.
12. All disturbed areas will be stabilized within (15) fifteen
days of start of disturbance in each area.
13. All erosion control measures are to be maintained during the
entire length of the project and until permanent drainage
structures are installed, and the site is stabilized.
14. After site is stabilized, and TST 2 is no longer required,
construct level spreader as shown on plans.
15. Estimated time to stabilize site is (9) nine months.

MAINTENANCE PLAN
1. All erosion and sediment control practices will be checked for
stability and operation following every runoff-producing
rainfall but in no case less than once every week. Any needed
repairs will be made immediately to maintain all practices as
designed.
2. Sediment will be removed from the sediment traps when storage
capacity has been approximately 50% filled. Gravel will be
cleaned or replaced when the sediment pool no longer drains
properly.
3. Sediment will be removed from behind the sediment fence when
it becomes about 0.5 feet deep at the fence. The sediment
fence will be repaired as necessary to maintain a barrier.
4. All seeded areas will be fertilized, reseeded as necessary,
and mulched according to specifications in the Seeding
Specification to maintain a vigorous, dense vegetative cover.
LOOKOUT SHOALS PROJECT
RAW WATER INTAKE
EROSION CONTROL /
DRAINAGE CALCULATIONS
Sediment Basin Design Worksheet
_ (per NCDEHNR Design Manual)

Project: Lookout Shoals Pump Station_
- Prepared By: CDB
01501 - -- ----- -
Date: 7/18/03 - --

Basin # TST-1
Drainage Area (ac) = 0.28
Disturbed Area (ac) = 0.28 -- -
Runoff Coefficient (c) = 0.6
Rainfall Intensity "i" (in/hr)
Flow (Q10) (cfs) = _6.80_
1.1 (6.80 in/hr for 5 min time of concentration)
(Q=c*i*drainage area)
Flow (Q10) (cfs) = 1.1 (Q=c*i*disturbed area)
Required Storage (cf) = 504.0 (1800 cf per acre of
disturbed area)

Storage Dimensions:
Basin Side Slopes (x : 1) = 2.0
Storage Depth "R" (ft) = 3.0
Bottom Dimension = 4.0 ft # 8.0 ft Bottom of Storage Elevation 1 0.0
Top Dimension (sediment storage elevation) = 16.0 ft x 20.0 ft Top of Storage Elevation 3.0
Storage Provided (cf) = 528.0
Weir Length (ft) = 0.6 4' Min. (Q=CLH1.5) Use The Greater of Pipe Flow or
Use 4' Drainage Flow

75% Trap Efficiency 0.01 Actual Surface Area(Ac) Top Dim. L x W / 4356 0
0.01 Required Surface Area(Ac)=( 0.01)(Q10 drainage area)

Sediment Basin Design Worksheet
(per NCDEHNR Design Manual)

Project: Lookout Shoals Pump Station Prepared By: CDB
01501
Date: 7/18/03

Basin # TST-2
Drainage Area (ac) = 1.06
Disturbed Area (ac) = 1.06
Runoff Coefficient (c) = 0.6
Rainfall Intensity "i" (in/hr) = 6.80 (6.80 in/hr for 5 min time of concentration)
Flow (Q10) (cfs) = 4.3 (Q=c*i*drainage area)
Flow (Q10) (cfs) = 4.3 (Q=c*i*disturbed area)
Required Storage (cf) = 1,908.0 (1800 cf per acre of
disturbed area)

Storage Dimensions:
Basin Side Slopes (x : 1) = 2.0
Storage Depth "R" (ft) = 4.0
Bottom Dimension = 16.0 ft # 32.0 ft Bottom of Storage Elevation 0.0
Top Dimension (sediment storage elevation) = 32.0 ft x 48.0 ft Top of Storage Elevation 4.0
Storage Provided (cf) = 4,096.0
Weir Length (ft) = 2.2 4' Min. (Q=CLH1.5) Use The Greater of Pipe Flow or
Use 4' Drainage Flow

75% Trap Efficiency 0.04 Actual Surface Area(Ac) Top Dim. L x W / 4356 0
0.04 Required Surface Area(Ac)=( 0.01)(Q10 drainage area)

Sediment Basin Design Worksheet
(per NCDEHNR Design Manual)

Project: Lookout Shoals Pump Station Prepared By: CDB
01501
-
Date: 7/18/03 --- ----------

Basin # TST-3
Drainage Area (ac) = 0.10
Disturbed Area (ac) = 0.10
Runoff Coefficient (c) = 0.6
Rainfall Intensity "i" (in/hr) = 6.80 (6.80 in/hr for 5 min time of concentration)
Flow (Q10) (cfs) = 0.4 (Q=c"i*drainage area)
Flow (Q10) (cfs) = 0.4 (Q=c"i"disturbed area)
Required Storage (cf) = 180.0 (1800 cf per acre of
disturbed area)

Storage Dimensions:
Basin Side Slopes (x : 1) = 2.0
Storage Depth "R" (ft) = 3.0
Bottom Dimension = 3.0 ft # 6.0 ft Bottom of Storage Elevation 0.0
Top Dimension (sediment storage elevation) = 15.0 ft x 18.0 ft Top of Storage Elevation 3.0
Storage Provided (cf) = 432.0
Weir Length (ft) = 0.2 4' Min. (Q=CLH1.5) Use The Greater of Pipe Flow or
Use 4' Drainage Flow

75% Trap Efficiency 0.01 Actual Surface Area(Ac) Top Dim. L x W / 4356 0
0.004 Required Surface Area(Ac)=( 0.01)(Q10 drainage area)

Sediment Basin Design Worksheet
(per NCDEHNR Design Manual)

Project: Lookout Shoals Pump Station Prepared By: CDB
01501 --- --- --- ----
Date: 7/18/03 - -- ------- -
--
Basin # - ----- TST-4 ---------- -------- ---- -
Drainage Area (ac) 0.49
Disturbed Area (ac) = 0.49
Runoff Coefficient (c) = 0.6
Rainfall Intensity "i" (in/hr) = 6.80 (6.80 in/hr for 5 min time of concentration)
Flow (Q10) (cfs) = 2.0 (Q=c*i"drainage area)
Flow (Q10) (cfs) = 2.0 (Q=c*i"disturbed area)
Required Storage (co = 882.0 (1800 cf per acre of
disturbed area)

Storage Dimensions:
Basin Side Slopes (x : 1) = 2.0
Storage Depth "R" (ft) = 4.0
Bottom Dimension = 6.0 ft # 14.0 ft Bottom of Storage Elevation 0.0
Top Dimension (sediment storage elevation) = 22.0 ft x 30.0 ft Top of Storage Elevation 4.0
Storage Provided (cf) = 1,488.0
Weir Length (ft) = 1.0 4' Min. (Q=CLH1.5) Use The Greater of Pipe Flow or
Use 4' Drainage Flow

75% Trap Efficiency 0.02 Actual Surface Area(Ac) Top Dim. L x W / 4356 0
0.02 Required Surface Area(Ac)=( 0.01)(Q10 drainage area)

Sediment Basin Design Worksheet
(per NCDEHNR Design Manual)

Project: Lookout Shoals Pump Station Prepared By: CDB
01501

Date: 7/18/03 _
Basin # TST-5
Drainage Area (ac) = 0.29

Disturbed Area (ac) =
0.29 _
Runoff Coefficient (c) = 0.6
Rainfall Intensity "i" (in/hr) 6.80 (6.80 in/hr for 5 min time of concentration)
Flow (Q10) (cfs) = 1.2 _ (Q=c*i*drainage area)
Flow (Q10) (cfs) = 1.2 (Q=c*i*disturbed area)
Required Storage (cf) = 522.0 (1800 cf per acre of
disturbed area)

Storage Dimensions:
Basin Side Slopes (_A: 1) = 2.0
Storage Depth "R" (ft) = 3.0
Bottom Dimension = 4.0 ft # 8.0 ft Bottom of Storage Elevation 0.0
Top Dimension (sediment storage elevation) = 16.0 ft x 20.0 ft Top of Storage Elevation 3.0
Storage Provided (cf) = 528.0
Weir Length (ft) = 0.6 4' Min. (Q=CLH1.5) Use The Greater of Pipe Flow or
Use 4' Drainage Flow

751/6 Trap Efficiency 0.01 Actual Surface Area(Ac) Top Dim. L x W / 4356 0
0.01 Required Surface Area(Ac)=( 0.01)(Q10 drainage area)

Sediment Basin Design Worksheet
(per NCDEHNR Design Manual)
T
Project: Lookout Shoals Pump Station Prepared By: CDB
01501
Date: 7/18/03

Basin # TST-6
Drainage Area (ac) = 0.4
4

Disturbed Area (ac) = _
_
0.44

Runoff Coefficient (c) =
0.6 _
Rainfall Intensity "i" (in/hr) = 6.80 (6.80 in/hr for 5 min time of concentration)
Flow (Q10) (cfs) = 1.8 (Q=c*i*drainage area)
Flow (Q10) (cfs) = 1.8 (Q=c*i*disturbed area)
Required Storage (cf) = 792.0 (1800 cf per acre of
disturbed area)

Storage Dimensions:
Basin Side Slopes (x : 1) = 2.0
Storage Depth "R" (ft) = 3.0
Bottom Dimension = 10.0 ft # 20.0 ft Bottom of Storage Elevation 0.0
Top Dimension (sediment storage elevation) = 22.0 ft x 32.0 ft Top of Storage Elevation 3.0
Storage Provided (cf) = 1,356.0
Weir Length (ft) = 0.9 4' Min. (Q=CLH1.5) Use The Greater of Pipe Flow or
Use 4' Drainage Flow

75% Trap Efficiency 0.02 Actual Surface Area(Ac) Top Dim. L x W / 4356 0
0.02 Required Surface Area(Ac)=( 0.01)(Q10 drainage area)

Sediment Basin Design Worksheet
(per NCDEHNR Design Manual)

Project: Lookout Shoals Pump Station Prepared By: CDB
01501
Date: 7/18/03

Basin # TST-7
Drainage Area (ac) = 0.61
Disturbed Area (ac) = 0.61

Runoff Coefficient (c) =
0.6 _
Rainfall Intensity "i" (in/hr) = 6.80 (6.80 in/hr for 5 min time of concentration)
Flow (Q10) (cfs) = 2.5 (Q=c*i*drainage area)
Flow (Q10) (cfs) = 2.5 (Q=c*i*disturbed area)
Required Storage (cf) = 1,098.0 (1800 cf per acre of
disturbed area)

Storage Dimensions:
Basin Side Slopes (x : 1) = 2.0
Storage Depth "R" (ft) = 3.0
Bottom Dimension = 10.0 ft # 20.0 ft Bottom of Storage Elevation 0.0
Top Dimension (sediment storage elevation) = 22.0 ft x 32.0 ft Top of Storage Elevation 3.0
Storage Provided (cf) = 1,356.0
Weir Length (ft) = 1.2 4' Min. (Q=CLH1.5) Use The Greater of Pipe Flow or
Use 4' Drainage Flow

75% Trap Efficiency 0.02 Actual Surface Area(Ac) Top Dim. L x W / 4356 0
0.02 Required Surface Area(Ac)=( 0.01)(Q10 drainage area)

Sediment Basin Design Worksheet
(per NCDEHNR Design Manual)

Project: Lookout Shoals Pump Station Prepared By: CDB
01501 _
Date: 7/18/03
-
- -
--- -
Basin # TST-8 ---- -
---
--
Drainage Area (ac) = _
0.87

Disturbed Area (ac) =
0.87 _
Runoff Coefficient (c) = 0.6
Rainfall Intensity "i" (in/hr) = 6.80 (6.80 in/hr for 5 min time of concentration)
Flow (Q10) (cfs) = 3.5 (Q=c*i*drainage area)
Flow (Q10) (cfs) = 3.5 (Q=c*i*disturbed area)
Required Storage (cf) = 1,566.0 (1800 cf per acre of
disturbed area)

Storage Dimensions:
Basin Side Slopes Lx: 1) = 2.0
Storage Depth "R" (ft) = 4.0
Bottom Dimension = 16.0 ft # 32.0 ft Bottom of Storage Elevation 0.0
Top Dimension (sediment storage elevation) = 32.0 ft x 48.0 ft Top of Storage Elevation 4.0
Storage Provided (cf) = 4,096.0
Weir Length (ft) = 1.8 4' Min. (Q=CLH1.5) Use The Greater of Pipe Flow or
Use 4' Drainage Flow

75% Trap Efficiency 0.04 Actual Surface Area(Ac) Top Dim. L x W / 43560
0.04 Required Surface Area(Ac)=( 0.01)(Q10 drainage area)

Sediment Basin Design Worksheet
(per NCDEHNR Design Manual)

Project: Lookout Shoals Pump Station Prepared By: CDB
01501 -
Date: 7/18/03

Basin # TST-9
Drainage Area (ac) = 0.09
Disturbed Area (ac) = 0.09
Runoff Coefficient (c) = 0.6
Rainfall Intensity "i" (in/hr) = 6.80 (6.80 in/hr for 5 min time of concentration)
Flow (Q10) (cfs) = 0.4 (Q=c*i*drainage area)
Flow (Q10) (cfs) = 0.4
(Q=c*i*disturbed area)
Required Storage (cf) = 162.0 (1800 cf per acre of
disturbed area)

Storage Dimensions:
Basin Side Slopes (x : 1) = 2.0
Storage Depth "R" (ft) = 3.0
Bottom Dimension = 4.0 ft # 6.0 ft Bottom of Storage Elevation 0.0
Top Dimension (sediment storage elevation) = 16.0 ft x 18.0 ft Top of Storage Elevation 3.0
Storage Provided (cf) = 468.0
Weir Length (ft) = 0.2 4' Min. (Q=CLH1.5) Use The Greater of Pipe Flow or
Use 4' Drainage Flow

75% Trap Efficiency 0.01 Actual Surface Area(Ac) Top Dim. L x W / 4356 0
0.004 Required Surface Area(Ac)=( 0.01)(Q10 drainage area)

Sediment Basin Design Worksheet
(per NCDEHNR Design Manual)
Project: Lookout Shoals Pump Station
01501
Date: 7/18/03
Basin #
Drainage Area (ac) _
Disturbed Area (ac) _
Runoff Coefficient (c) _
Rainfall Intensity "i" (in/hr) _
Flow (Q10) (cfs) =
Flow (Q10) (cfs) =
Required Storage (cf) _
Storage Dimensions:
Basin Side Slopes Lx: 1) _
Storage Depth "R" (ft) _
Inside Diameter
Top Dimension (sediment storage elevation) =
Storage Provided (cf) =
75% Trap Efficiency
Prepared By: CDB
CSB-1
0.32
0.32
0.6
6.80 (6.80 in/hr for 5 min time of concentration)
1.3 (Q=c*i*drainage area)
1.3 (Q=c*i*disturbed area)
576.0 (1800 cf per acre of disturbed area)
2.0
3.0
9.0 ft Bottom of Storage Elevation
21.0 ft Top of Storage Elevation
614.7
0.01 Actual Surface Area(Ac) = (PI)Rsq./43560
0.01 Required Surface Area(Ac)=(0.01)(Q)
0.0
3.0
CALCULATIONS
LOOKOUT SHOALS PROJECT
PUMP STATION
PERMANENT DRAINAGE PIPE
07/18/03
CDB
The drainage pipes were sized using Q25 peak discharge with the rational method, Q=CIA,
with C=0.25 to 0.95 depending on drainage area composition and I = 5.5 in. The inlet HW/D
was calculated with FHWA Nomographs.
CULVERT D.A. GQ25 Size Type HW/D
1 at dissipator 4 0.18 1.16 15 CMP 0.45
2 at dissipator 5 0.23 1.49 15 CMP 0.49
3 at dissipator 6 0.12 0.78 15 CMP 0.43
ENGLISH
CHAPTER IX
DRAINAGE DESIGN
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r 6.000 EXAMPLE
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F 0 - 36 INCHES (3 0 FEET)
136 6.000 0 : 86 ets
5.000
N8• HM
144 4.000 0 (FEET)
132 /1) 1.6 5.4
3.000 (2) 2.1 8.3
(3) 2.2 8 6
120 a 2.000 '0 IN FEET
W
too
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? - gg ? 1.000
? 800
84 " 600
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e s 0 •? __ TTPE
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(2) OEVELED TO CONFORM
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W (3) PROJECTING
i 27 10
° 8 TO USE SCALE (2) OR (3) PROJECT
24
6 AYAIGYAIALLI IY OLA LC 11 ). IMCM
USE STRAIGHT INCLINED LINE THROUGH
5 0 AMC 0 SCALES. OR REVERSE AS
21 ILLUSTRATED
s
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6
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Inlet Control Nomograph for C.M.P.
Figure 9-06.1
Rev. 11-2-77
Project: LOOKOUT SHOALS PUMP STATION
Job Number: 01501
Location: CITY OF STATESVILLE
Storm Frequency: 10 yr
Page: 1 of 1
Computed By: CDB
Checked By:DGC
Date: 7/21/03
Structures Overland Flow to Basin Flow Within Sys em

Basin
Rim
Inv. In.
Inv.Out Area
(ac) (in/hr
)
C Q
(cfs From
Str.
To Str. Over-
land From
System Total
Q cfs
n Size
in Length
(ft) Drop
(ft
Sloe Pipe Flow
(CFS)
Cover ft)
CB 1 859
50 852
50 40
852 0
32 6
8 9
0 2
0 5.48
. .
drainline . . . . . CB 1 OUT 1 2.0 0.0 2.0 0.012 18 145 0.80 0.55% 8.47
OUT 1 ---- 851
60 ----
. OUT 1 ----

CB 5 884
00 880
00 879
90 0
38 6
8 0
6 6
1 1.98
. . . . . . . CB 5 CB 4 1.6 0.0 1.6 0.012 24 12 0.06 0.50% 17.37
C134 884
00 879
84 879
74 0
04 6
8 0
9 2
0 2.13
. . . . . . . CB 4 CB 2 0.2 1.6 1.8 0.012 24 147 15.40 10.48% 79.50
CB 3 868.40 ---- 864.40 0.36 6.8 0.6 1.5 2.38
CB 3 CB 2 1.5 1.8 3.3 0.012 18 12 0.06 0.50% 8.06
CB 2 40
868 34
864 24
864 0
02 8
6 0
9 1
0 2.03
. . . . . . . CB 2 OUT 2 0.1 3.3 3.4 0.012 24 40 4.24 10.60% 79.97
OUT 2 ---- 860
00 ----
. OUT 2 ----

plotted: 7/21/03
Project: LOOKOUT SHOALS Job Number: 01501 LOOKOUT SHOALS Computed by: CDB
Location: STATESVILLE, NC RAW WATER INTAKE Checked by:DGC
Storm Frequency: 10yr. Date: 7/18/03
Page 1 of 1
PERMANENT RIP-RAP DISSIPATORS
The rip -ra dissi ators were sized using the NYDOT method.

Dissipator D.A. Q10 V10 Zone L(ft.) W(ft.) T(in.) Stone

1 Out 1 0.32 1.96 3.78 1 6 10.5 12 class A
2 Out 2 0.56 3.43 16.10 4 12 16.5 36 class 1
-
-- -
3 swale A 0.49 ---
2.00 -- --
4.81 --- -
2 --- -
9 -- -
13.5 18 ass B
class B
4 culvert 1 0.18 1.10 3.25 1 6 10.5 12 class A
5 culvert 2, swale E 0.44 2.69 4.11 1 6 10.5 12 class A
6 culvert 3, swale F 0.61 3.32 4.34 1 6 10.5 12 class A
7 swale H 0.09 0.55 3.52 1 6 10.5 12 class A
8 (temporary) tem . slope drain 0.87 3.55 22.50 6 15 19.5 36 class 2

G RASSE D SWALES
The grassed swales were designed using Mannin 's formula
Q = 1.4 86/n A R 2/3 S Y2 with n=0.02 for bare earth and n=0.035 for established vegetation.
The shear stress for temporary liners was calculated using the Q2 discharge.
The swales are triangular with 4:1 side slopes. (See details on plans.)

Swale D.A. 010 V10 D Q2 V2 D T 22122-ft-Aft,

A 0.49 3.00 3.82 0.45 2.16 3.47 0.39 0.49 0.02
B 0.05 0.31 2.15 0.19 0.22 2.00 0.17 0.21 0.02
C 0.18 1.10 5.56 0.22 0.79 5.04 0.19 1.30 0.11
D 0.23 1.41 3.65 0.31 1.01 3.41 0.28 0.52 0.03
E 0.21 1.29 3.57 0.30 0.93 3.33 0.27 0.51 0.03
F 0.45 2.75 6.22 0.22 1.98 5.74 0.19 1.07 0.09
G 0.12 0.73 4.72 0.20 0.53 4.23 0.17 0.95 0.09
H 0.09 0.55 1.92 0.27 0.39 1.73 0.23 0.14 0.01

All swales use straw w/net liner Tauow = 1.45 Ib/ft2

LOOKOUT SHOALS RAW WATER INTAKE
STATESVILLE, NC
LEVEL SPREADER DESIGN CALCULATIONS
7/18/03
OUT 1
First flush storm flow
Using Rational Method Q = CIA Design for 1" storm:
I = 1 "/hr.
Weighted C value:
11,662 sq.ft. =.27 Acres impervious use.9
3,735 sq.ft. =.09 Acres lawn use .4
77% =.9 = .69
26% =.4 = .10
.79 = C (use .8)
Area = .35 Acres
Q = (•8)(1)(.35)
_ .28 cfs
Length of Level Spreader:
L = Q / V(2/3H)
=.26 / (.67)(.667)(.02)
= 29 ft.
(Velocity and Equivalent Water Height from Table 3 "Maximum Velocities of Flow
Across Level Spreader" N.C. DOT Level Spreader Workshop, Feb. 19, 2001)
OUT 2
First flush storm flow
Using Rational Method Q = CIA Design for 1" storm:
I = 1 "/hr.
Weighted C value:
9,970 sq.ft. =.23 Acres impervious use .9
27,486 sq.ft. =.63 Acres lawn use .4
W
27% =.9 = .24
73% =.4 = .29
.53 = C (use .6)
Area = .86 Acres
Q = (•6)(1)(.78)
_ .52 cfs
Length of Level Spreader:
L = Q / V(2/3H)
=.47 / (.67)(.667)(.02)
= 59 ft.
(Velocity and Equivalent Water Height from Table 3 "Maximum Velocities of Flow
Across Level Spreader" N.C. DOT Level Spreader Workshop, Feb. 19, 2001)
Out 1 and Out 2 will use same level spreader:
L1 + L2 = Total length
29 ft. + 59 ft. = 88 lineal feet
CDB
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?l
Lookout Shoals - Statesville
Subject: Lookout. Shoals - Statesville
From: "Doug Chapman" <[e-mail]>
Date: Tue, 17 May 2005 08:40:31 -0400
To: <[e-mail]>
Per our discussion yesterday, attached is some notes from a level spreader
workshop which shows a detail using PVC pipe installed on steel bars, with
filter fabric draped over the top, and gravel on each side. I would
proposed to use this method of level spreader in lieu of the triangular silt
dike, because it will be easier to level along the top, especially in a
tight area such as the one that we have, without disturbing some of the
buffer.
Please review this information and let me know what you think. The
description is on the first page, item 4, and the diagram is on the second
page.
Thank you,
Doug Chapman
McGill Associates
828-328-2024
Content-Type: application/pdf
image.pdf
Content-Encoding: base64
1 of 1 5/17/2005 10:37 AM
MAY-17-2005 08:26 MCGILL ASSOCIATES, PA 828 328 3870 P.01
constructed by wrapping cloth around both ends of the board. Maintenance on this
option is very important as tree roots can cause some boards to heave. This option may be
the most aesthetically pleasing and could potentially have a life of 5-10 years.
3. Concrete Troughs & %z Pipe
A more expensive option is to pour a concrete trough. Standard depths of the
trough will range from 4" to 12." The troughs will be comparably wide. A similar option
is to have the troughs be one-half sections of pipe. Neither option is particularly
aesthetically pleasing, but both are structurally sound.
There are two prime advantages to using a concrete level spreader. The concrete
trough is easy to maintain. If there is a sediment or debris accumulation, the extra
material can be easily shoveled out. Also, this design is the most permanent. While other
level spreader designs may be able to effectively function for a period of 5-10 years,
concrete level spreaders could conceivably have lives as long as 20 years. Accordingly,
long term maintenance should be very low if installed properly.
4. PVC-Silt Fence
One option that has proven particularly effective for removing TSS and reducing
turbidity in runoff from construction areas is a level spreader constructed like a low silt
fence - except in a sturdier fashion. An advantage of this spreader is that it allows water
to seep through the silt fence in addition to having runoff flow over the top. A cross
section of this level spreader is shown in Figure 4.
Rebar is driven into the ground on two feet intervals and capped with a 1.5" PVC
pipe. This pipe is easily made level. Over the pipe sediment control fabric, silt fence
material, is draped over the top of the pipe. This fabric can be backfilled, or trenched into
the ground on the upstream side.
If desired, it is possible to put washed, 57 or 47, stone on either side of the fabric.
No trench is dug with this type of level spreader. The PVC-Silt Fence type of level
spreader may be best used for shorter term purposes, such as during and immediately
after construction projects. This type of level spreader has yet to be tested for long term
usage; so, there is a concern as to the longevity of silt fence material when exposed to
N.C. DOT Level Spreader Workshop
February 19, 2001- Raleigh, NC
Figure 3. Installing a Pretreated Lumber Level Spreader
MAY-17-2005 08:26 MCGILL ASSOCIATES, PA 82B 328 3870 P.02
direct sunlight. It should be placed away from potential foot traffic, as it can easily be
made unlevel by stepping on it.
Figure 4. Level Spreader Cross-Section and Profile using rebar, silt fence, and PVC.
Sediment control
Helpful Construction Tiffs
There are several common mistakes during construction that need to be averted.
1. Level Spreaders must be LEVEL. By allowing small variations in height on the
downstream lip of gravel-lined trench, height in lumber boards, concrete channel or
PVC cap, small rivulets will quickly reform. Experience suggests that variations of
more than 0.25 inches will in time cause water to quickly reconcentrate and
potentially erode downstream of the level spreader. It is imperative that the site
selected for level spreader installment be nearly level before construction. A change
in ground elevation of more than 4" across the entire length of the level spreader can
begin to make "level" construction difficult.
2. The downslope side of the level spreader should be clear of debris. Often after
construction, debris such as earth, wood, and other organic matter will accumulate
immediately downstream of the level spreader. This effectively blocks water as it
tries to flow out of the level spreader, forcing it to quickly re-concentrate.
3. Avoid constructing upstream of disturbed area. If a level spreader is installed above a
disturbed area without a good vegetative stand, such as grass or trees, or other ground
cover such as mulch or construction matting, erosion rills will quickly form. Even
sheet flow can initially cause significant downstream erosion on disturbed areas.
4. Do not construct level spreaders in newly deposited fill dirt. Virgin earth is much
more resistant to erosion than fill. Even with what appears to be a good young stand
N.C. DOT Level Spreader Workshop
February 19, 2001- Raleigh, NC
TOTAL P.02
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Jun 10 03 04:23p McGill Associates 8283283870 p.l
FAX T AIN SMITTAL
McGill
ASSOCIATES
PLEASE DELIVER THE FOLLOWING PAGE(S) TO:
NAME.- -7 At2ZC t1
COMPANY: FAX NUMBER: a 7 3 -3- 1 610 13
DATE: (o -/?-O
PROJECT REFERENCE: .L O D,GcxaT T#,0445 A-47 V
TOTAL NUMBER OF PAGE (S) __L! (INCLUDING COVER SHEET)
IF YOU DO NOT RECEIVE ALL PAGES OR HAVE ANY PROBLEM WITH RECEIVING
THIS TRANSMISSION, PLEASE CALL WANDA AT 1-828-328-2024
FROM: _D>ooG G "4 PIRA
MCGILL ASSOCIATES, P.A.
CONSULTING ENGINEERS •
1236 19'h STREET LANE, N.W.
HICKORY, NORTH CAROLINA 28601
TELEPHONE: [phone] FAX NUMBER: 1-828-328-3870
rnX4XWNTC-
PE2 om4 DiSe'US S?oA Pe! -W F,-,AO, THE
A Ern Fo,2 TIE S"?iB.J r?r P,?.?Ecr !?/ F?S<r /?Et/ f-?
FAX.DOC
Engineering* P l a n n i n g : F i n a n c e
McGill Associates. P.A. - P.O. Box 1136, Hickory, NC 28603 -1236 19'i' Street Lane, NW Hickory, NC 28601 #828-328-2024 • FAX [phone]
Jun 10 03 04:23p McGill Associates 8283283870 p.2
.,..4? McGiH
June 10, 2003
Mr. John Domey
Division of Water Quality
40 ]/Wetlands Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
RE: Lookout Shoals Project - Raw Water Intake
DWQ ID#: 03-0272
Statesville, North Carolina
Dear Mr. Dorney:
Per our discussions with the Regional office staff and the Central office staff, it is our
understanding that a variance may be required from the Catawba River Buffer Rules for the subject
project.
The purpose of this project is to construct a raw water supply intake for the City of
Statesville. As a result of the purpose, it will be necessary to construct facilities within both Zones 1
and 2 of the Catawba River buffer along Lookout Shoals Lake, refer to the attached sketch. Work in
Zone 1 will include installation of three (3) 36-inch diameter steel intake tubes which house
submersible pumps. Additional work in Zone I will include clearing and regrading of approximately
200-feet of shoreline with associated restoration and stabilization. The shoreline in the area of work
includes a bank with a sheer drop-off that may allow the lake water to undermine the building. A
limited portion of the driveway/parking and the pump station building will be constructed within
Zone 2 of the buffer. The intake site area is limited due to the location of an existing overhead
electric transmission line, and severe topography. The shoreline will be stabilized with rip-rap to 3-
feet above full pond, with seeding and natural vegetative materials placed on the remainder of the
slope.
This water supply project has been in the planning stages for a number of years prior to the
effective date of the Catawba River Buffer Rules. An order from the Federal Energy Regulatory
Commission (FERC) approving the construction of an intake facility was issued on April 29, 1994, a
copy of which is attached. As shown on the attached deed, the City purchased the intake property,
following approval by FERC, in June, 1994. Finally, an interbasin transfer certificate was issued for
the project in July, 1997, as the project was "grandfathered" in accordance with the attached letter.
Based on various approvals of this intake project prior to the effective date of the niles, the need for
a variance should be avoided
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
MvGill.Q.esewialrs. P.A. - P.U. Har 1136. Hirkorv, N('28003 - 1236 19th Sr. Lane NK'. lliclorr..NC 28601
82:5-328-2024 - PAX 824-328-3870
Jun 10 03 04:23p McGill Associates 8283283870 p.3
Mr. John Domey
June 10, 2003
Page 2 of 2
This project is very important to the City of Statesville, therefore your assistance is
appreciated. Upon review of this information, please give me a call if you have any questions or
comments.
Sincerely,
MCGILL ASSOCIATES, P.A.
DO LAS CHAP AN, P.E.
Prof t Engineer
Attachment
cc: Joe Hudson
Bob Zarzecki
Jun 10 03 04:24p McGill Associates 8283283870 p.4
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Jun 10 03 04:24p McGill Associates 8283283870
UNITED 8TATHS OF AMERICA
FEDERAL ENERGY REGULATORY CO MI8$YON
) Duke Power Company Project No. 2232-295
North Carolina
ORDER -APPROVING NON-PROJECT USE OF PROJECT L&ND8
(Issued xpril 29r 1994) Jai
On May 2 5, 1993, Duke Power Company, licensee for the
Catawba-Wateree Project,t requested commission authorization to
grant an easement on 0.230 acre of land on Lookout Shoals Lake to
the city of. Statesville, North Carolina, tar a raw water -int4ka
facility. The facility will be used for an additional source of
drinking Water for the city.
The propcsed water intake facility and pump station are
designed for 9.0 million gallons per dray (MGD) and expandable to
15.0 MGO.2 The water will be pumped through a 30-inch
transmission rain to the existing treatment plant located about
13 miles away in the City of Statesville. There will be no water
or effluent discharged into project waters or on project land.
The licenseals filing-contains documentation o€ consultation
with specific Federal, state, and local agencies on the planned
water intake facility and regional water supply system, including
the proposed facilities. The following agencies were consulted
for the proposed facility:
Corps of Engineers (corps);
U.S.'Fish and Wildlife Service;
Korth Carolina Department of Natural Resources, -Division of
Water, Division of Environmental Health, and Division, of
Personnel;
North Carolina Department of cultural Resources, Division of
Archives and History (SEPO-State Historic Preservation
Office)-;
North Carolina Wildlife Resources Commission; and
city of Statesville,
P.5
SHemby
Wenton
i See Order Issuing License (Major), 20 FPC 360 (1958).
2 The pump house is designed to appear as a Federal-style
house to be in context with adjacent shoreline residences.
PROPERTY OF REa:-??
AtE
r , f . _(t1' }?.,
Jun 10 03 04:24p McGill Associates 8283283870 p.6
NO objections to granting the casement ware stated. A
ceneral Permit pursuant to section 404 of the Clean Water Act was
issued by the Corps on October 14, 15$2 and renewed on January 1,
} 1992. The proposed protect was public-noticed June 30, 1993: no
comments were filed.
The Commission's staff conducted an environmental assessment
(EA) for the proposed intake structure and pump station.3 our
independent ER analyzes the effects of the proposed conveyance on
the environment and other project facilities. Based on staff's
review and evaluation, approval of the non-project use o£ project
lands would not constitute a major federal action significantly
affecting the quality of the human environment. The EA was
mublic--noticed on March 24, 1994: no comments or objections were
(fled.
An archeological survey was conducted. SHPO, in a July 14;
1992, letter, stated the potential for recovering significant
archeological information was very low. No additional
archeologic work on the project was recommended by the
consultant.t
Based on staff's review and evaluation, approval of this
non-project use of project lands would not constitute a'rnajor
federal action significantly affecting the quality of the- human
environment.
Tha ?icensea's application contains measures to reduce or
avoid impacts of the proposed facilities on fish and wildlife
resources and public recreational use of the area. The
licensee'siraplementation of such measures should ensure that
these environmental resources are adequately protected during the
construction and operation of the proposed facilities.
Environmental impacts associatsd with the proposed
facilities should be short-term-and minor. Construction of the
proposed facilities, as part of the licensee's planned water
treatment plant and regional water supply system, would provide
potable water necessary for the economic growth of the region.
s Environmental Assessment, installation of a Water
intake Facility for a Water Treatment Plant, Catawba-Wateree
Project, FERC No. 2232-Z95, dated March 8, 1994. The document is
available in the Commission's public tiles associated with the
proceeding.
1# An Archeological Survey of the Proposed Lookout Shoals
Reservoir Puma station and Pipeline, Sharon Vicinity, Iredell
County, NC. Prepared-by Thomas Hargrove, November 1992.
Jun 10 03 04:25p McGill Associates 8283283870 p.7
The proposed conveyance eont&ins the n*cessary covenants
that will protect the scenic, recreational, or other
environmental values of tha project.
?•
Given the small percentage ox daily inflow (1.4%) to to bo used
for this proposed facility,.the licen s
com a o of eneration. The licensee's proposal
s ould be granted. __._--.----------__-_--
? a Director o
(A) The.licensee's filing of May 25, 1993, for
(:auatharization to grant an sanament to they City of Statesville for
nstruction of a water intake facility is approved._
(H)' This order constitutes final agency acticn. Requests
for rehearing by the Commission may be tiled within 30 days of
arde?C?-_P
i -. the date of issuance of this
• 5385.713. _f- - `
J. Mark Robinson
Director, Division of project
compliances and administration

s
r

Jun 10 03 04:2Gp McGill Associates 8283283870 P.8
OrVl 0">s
06-1-e - 94 rb
?TATEOF $780 - oo _ File No. 12950
t?C)pUNA Real Estate =tt' 'C:?,.- ,
GASH Excise Tax
Excise Tax Recording Time, Book and Page
Tax Lot No. Parcel ^Ident if-ter' No.
Verified by County on the day of 19
by
Gail after recording to
This instrument was prepared by W. Wallace Greg or
Brief description for the Index 41.09 Acres, Shiloh
Township
NORTH CAROL I NA S P EC I AL WARRANTY LC)E E D
THIS DEED made this 6th day of June 19 94 , by and between
Grantor
CRESCENT RESOURCES, INC.
P. O. BOX 1003
CHARLOTTE, NC 28201-1003
Grantee
CITY OF STATESVILLE
This property was conveyed to Grantor as "Crescent Land and Timber Corp." Grantor's name was
changed effective August 1, 1989, to Crescent Resources, Inc., by Articles of Amendment filed
in the office of the South Carolina Secretary of State and by Application for Amended
Certificate of Authority filed in the office of the North Carolina Secretary of State.
The designation Grantor and Grantee as used herein shall include said parties, their heirs,
successors and assigns, and shall include singular, plural, masculine, feminine or neuter as
required by context. ,
WI! SS$TH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt
of which is hereby acknowledged, has and by these presents does grant, bargain, sell and
convey unto the Grantee in fee simple, all that certain lot or parcel of land situated in
Shiloh Township, Iredell County, North Carolina, and more particularly described as follows:
All that certain tract of land containing 41.09 acres, bound on the north and
west by Duke Power Company (Lookout Shoals Hydroelectric Project), on the east
by lands now or formerly of John R. Schafer, Jr., and lands now or formerly of
Daniel A. Lassiter, and on the south by Duke Power Company's Sharon Access Area,
and lands now or formerly of Iredell County Board of Education, as shown on plat
of survey dated March 29, 1990, revised July 16, 1993, marked Lookout Shoals Dwg.
No. 210, a copy of which is attached hereto and made a part hereof; AND BEING a
portion of the land conveyed to Grantor by Duke Power Company by deed recorded
in Deed Book 461 at page 86 in the office of the Register of Deeds for Iredell
County, said land having been conveyed to Great Falls Power Company by three
deeds as follows: (1) from J. H. Byers recorded in Deed Book 47 at page 559 in
the office of the Register of Deeds for Iredell County; (2) from T. J. Conger
recorded in Deed Book 50 at page 562 in the office of the Register of Deeds for
Iredell County; and (3) from J. W. Fowler recorded in Deed Book 48 at page 510
in the office of the Register of Deeds for Iredell County.
TO HAYS AND To HOLD the aforesaid lot or parcel of land and all privileges and appurtenances
Jun 10 03 04:27p McGill Associates
.'State of North Carolina
Department of Environment, 1
Health and Natural Resources 1%
Division of Water Resources
James B. Hunt, Jr., Governor
Jonathan S. Howes, Secretary
John N. Morris, Director
July 16, 1997
L.F. "Joe" Hudson, Jr., Director
Water/Wastewater Treatment
City of Statesville
P.O. Box 1111
Statesville, NC 28687-1111
8283283870
p.10
i Iffl?WA
A&74 * ,.;I
-e c c .dz-t e -?

RE: Interbasin Transfer Certification for Lookout Shoals Project
Dear Mr. Hudson:
This letter is in response to recent discussions with Mr. Marshall Staton of Peirson &
Whitman regarding the City's planned Lookout Shoals water supply project. Our review of
Senate Bill 875, ratified in 1993, confirms that the planned 15-MGD withdrawal and transfer from
Lookout Shoals Reservoir, as described in the 1992 Environmental Assessment issued by the
Division of Environmental Health, will not require certification under the current interbasin
transfer statute (G. S. 143-215.221).
Section 7 of SB 875 states that a certificate "shall not be required under the provisions of
this act for any project that the Department of Administration has determined to have completed
the review process under the North Carolina Environmental Policy Act of 1971, Article 1 of
Chapter -113A of the General Statutes, prior to January 1, 1994." This grandfather provision was
not included in the codified version. (A copy of both the Senate Bill and the codified statute are
included.)
As described in the EA, the project will have a design capacity of 15 MGD. Since the
entire withdrawal amount will be transferred from the Catawba River Basin to the South Yadkin
River Basin, the transfer amount exempted under this provision is also 15 MGD. If in the future
the City should consider increasing the capacity of this project, keep in mind that any increase in
the maximum daily transfer amount above 15 MGD will require certification under G.S. 143-
215.221.
The City's adopted Local Water Supply Plan indicates a project completion date of 1999.
We would appreciate an update on the project's status for our records, especially if the schedule
has changed significantly.
P.O. Box 27687 Nif ? Voice 919-733-0064
Ralelgh, North Carolina - An Equal Opportunity/Affirmative Action Employer
27611-7687 50% recycled/ 10% post-consumer
paper
Jun 10 03 04:27p
McGill Rssociates
L.F. "Joe" Hudson, Jr.
Page Two
July 16, 1997
8283283870
P. 11
We hope that your water supply project will proceed smoothly. Please let us know if we
can provide any assistance on the matters under our jurisdiction.
1
i

enclosures
cc_ Mr. Marshall Staton
Sincerely,
Bohn N. Morris
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/ ~ ~ ~ „ ~ 3o DIP ouTLET , TYP. Q
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N0. DATE BY REVISION DESCRIPTION

_ _ _ _ _ i
~...~...r~.11 „ r .fir , 1 . rM ~•i~ .
, GENERAL NOTES: ~ V o
. I''' ' 1 • 1. CONTRACTOR SHALL REPAIR ALL DISTURBED AREAS TO EQUAL OR BETTER CONDITION THAN THE W Z N
,.1''r ~ ORIGINAL SITE, OR AS NOTED. ~
/ 1' ~ 2. LOCATIONS OF EXISTING UTILITIES AS SHOWN ARE APPROXIMATE ONLY. EXACT LOCATIONS ARE TO • E.y z N
' BE VERIFIED IN THE FIELD BY THE CONTRACTOR. AT LEAST THREE DAYS PRIOR TO CONSTRUCTION r~ °r
1~ ' •
CONTRACTOR MUST NOTIFY EXISTING UTILITY OWNERS. CALL BEFORE YOU DIG, NORTH CAROLINA ONE ~ k+
r1 ' CALL (1-800-632-4949)
~ . ~~OjO ~ ~ 3. ALL WORK NEAR AND AROUND WATERWAYS MUST CONFORM TO THE RULES OF NORTH CAROLINA DEPARTMENT N z
~ OF ENVIRONMENT AND NATURAL RESOURCES. ~
~ ~i 4. CONTRACTOR MUST PROVIDE EROSION CON1ROL DEVICES TO CONTROL RUNOFF FROM THE CONSTRUCTION
SITE. CONTRACTOR WILL BE RESPONSIBLE FOR ANY FINES THAT MAY BE LEVIED DUE TO POLLUTION ~ U z z
PROPOSED i CREATED DURING CONSTRUC110N. 0 d
ACCESS ROAD
ao
RAW WATER
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.
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RAW WATER LINE ~ ~ s m
~ PH PHASE 2- NIC ~ ° ~W' = 0° w W
~ ti f6 wr..~l~-~r~Mr ~ ,,iv o c 8 } ~ ~
a° a
maawawo r ~ r ~ovioaoo c~
~ ~ w \ i'r v~~'
' ~ ? 6 , r
, ~ a ~ r ~
~ b Tokre ~N / ~g a ti
' ~ t ~ 1 ' . ~ ~ ~ and
RAW WATER LINE ~ 4~°
. ~ A i d ~ ~ T E -
PHASE 1- 1C ~ ~ >
, ~ G~, r d 1 • ~ ~ ~ ~ , ~p ~ ? ,r ` Ap r ~ 1 ~ ~ 5
d9 ~ ? ~ , ~ .
' ti., q z
4 YNITE ROCK FARM LN ~ ~ ~
• ~ h f ~
• /
~ ~
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U
O
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~
PUMP STATION
SHEET
X ~ J
X /
X ~ Wd~ `l
N ~
G2
o NO. DATE BY REVISION DESCRIPTION

U~ W ~
~N i
z~ N
~M n
• N
z
w~
~ ~ z
H N
I z~
z z~
N ~
~I ao
I~
a
~ ~1 ~ ~ / z H
W
r W PROPOSED 16 WIDE X
///j/////~ \ 1 1~, PROPOSED 24° DIP W. 8 W{GH DOUBLE SWING H
j/ \ ~ i SEE SHEET C4 z~ GATE
~
j///// ~`I i~ i~ ~ ~I m
~ ~ ~ W~ .r"
/
~ `~lIH11111U f
~ ~ 0
r \ +~i N: 740 N, 740 347.31 ~ i~,
E: 1,38 ~ 1`~ I`1 H GH 6~D 4' WIDE X 8' E. 1,381,275.28 ~ : ono o ~ ~ : ~ ~ ~ W EN
~ / / 0 :V"~ ~M •
4/ ~ " N / ~ ` u- :tip"~o '~~'N
~ PROPO D 1" SDR 13.5 ~ ~ + pR PROPOSED 30 RESTRAINED \ pyC PO ABLE WAlE(i ~ GA JOINT DIP RAW WATER LINE ~ ~ UNE WI MIN. ~ ~ G S~ ~ ~ r ~ ~A /hlln PROPOSED 75a,aoo _ - - ~N
+ i i / GE K oo ~ * Q F'- GALLON SUR TAN Q 6k
j// p SEE ~ , - , ~ W W ~ SEE SHEET D1 / / ~
WITH MIN. 5'-0" COVER ~ ~ 24" CO PROPOSED 1 F / 1Q' FROM ROAD
+ ~ ~ / CENTERLINE PROPOSED 12 WIDE Q ~ ~ Q ~ Q
\\COPPER TUBING ~ PAVED ROADWAY Z f ~ / W W -
APPROXIMATE ~ ~ PROPOSED ' ~ J ~ Z Z
PROPOSED SEP71C ~ pppROX~A ATE / _
+ ~ , ~ . ~ J J Y; / ~ x ~
j//// FlF1D LOCATIONN ~ ~\WELL L0CAl10N o ~ ~ = I o /i. x x Q
U U U
t ~ H I- ~ ~ ~ 9 PROPOSED 30 RESTRAINED
~ ~ ~ ~ Q Q = ~ i~ JOINT DiP RAW WATER LINE
~ ! M I~ ~ ~ ` WITH MIN. 5 -0 COVER ~ ~
' o~ i +
/ / ~x--x z \ \ x~ 6 ~ , G Ski / Z t
` ..X18° CMP ' t W
r /,~Q+~y J
+ J i FITTINGS LAYOUT -
~
, COORDINATES (f,~
PROPOSED 8 HIGH GALVANIZED MARKER DESaiIPnON NORTHING FASTING W
CHAIN LINK FENCE WITH 3 " , 7 30 45 BEND 740144.94 1381049.70 I'""
STRANDS BARBED WIRE Q
\ ~ ~ _ e~crnic PROPOSED 8' WIDE X 8' HIGH ~2 30" 45' BEND 740156.93 1381057.05
/ 9 pVCE RAIN SCHEDULE 3 3 ~ : s ~ ~ O~RMIS oN GATE AT TRANSMISSION 30" 45' RENO 740216.52 1381036.34
S ~ t`:;,t. \ RIGHT-OF-WAY (TYP OF 2) n " 4 O
i V 30 45' BEND 74025 .95 1381054.95
PROPOSE FLOW t Q5 30" 22 1 /2' RENO 740267.78 1381091.79
METER VA LT PER s
~ \ DETAIL SH T D3 ~6 30" 45' RENO 740266.71 1381202.84 U
~7 30" TEE 740292.43 1381229.04
~8 30" TEE 740281.92 1381239.75 O U
' / /PR PO SURGE PROPO D GENERA R / F~ ~~~M1 \ OO ~ , \ SEE EL TRICAL 1
n " N p ' V 30 45' BEND 740259.58 1381239.75 O J I
/fFE~D~,~'A T/{'EC / ~ DRAWING ; ~ O ~ ~ UQ
DEyai~ EEy~ \ ~ ~ 1`1 PROPOSED 4" SCHEDULE 30" 22 i/2' BEND 740280.72 1381095.91 o m M 3 3
II }:~WW p W m S S 1 30' 45' KENO 740248.48 1381080.70 U x W W
~;0~'10}0'D-'
i/////// //P OROSE "HOPE \ ~ \ ~ PVC BUILDING SEY~R ~ ~ NAlH MIN. 36° COVER. 1.25% " 4 ' 74022175 1381047.76 O " Z ~ Z ~ U 30 5 BEND Z W U U ~
j//~E~IG~~L F D GRADE,, AND CLEANOUTS PER 4 - O - Z O
CODE " ~QUWQWO 30 45 RENO 740158.70 1381091.07 ~ p (A O U O U U
j ~ Ig PROPOSED PUMP o
/ 114.3 STAl10N ~4 30" 45' BEND 740163.97 1381081.07
~5 30" 45' BEND 740224.54 1381060.02 ~
~ C~~~ ~~j / Y s RE~AIN NG WALL
/ * v o tU6 30" 45' BEND 740241.99 1381066.39
30" 22 1/2' BEND 740253.68 1381100.03
~ N: 740 096.44
~ ~ E: 1.381.139.96 ~ \ 30" 45' BEND 740251.55 1381326.88
09 30" 22 1/2' BEND 740306.12 1381382.49
/ P OSE 4' WID~ N: 740 066.45 / mac' 24"7(12" WYE 740363.88 1381239.38 ~
///7~ j~H GATE E: 1.381.053.69
`E:/ 12" 45' BEND 740356.81 13$1239.31
/ a PROPOSED 18" DIP f 30" BUTTERFLY VALVE 740215.88 1381063.03
/ / to
/ j r ~M83 OOF ~5 REBAR FL~i4PA ALVE ND / O// 30"X30"X6" TEE 740219.90 1381061.64
RIP-RAP DISSIPATO / Z
~7' 6" GATE VALVE 740220.91 1381064.54
~%s~~,~ Tom" / ~ ~j ~
6" 45' BEND 740222.11 1381068.00
NON-POTABLE FlRE HYDRANT 740213.29 1381086,37
NOTES:
1. ALL BURIED DIP SMALL BE CLASS 250, RESTRAINED JOINT
WITH RESTRAINED JOINT FITTINGS.
2. ALL BURIED PVC 4" AND SMALLER SHALL HAVE
SOLVENT WELD JOINTS.
X SHEET
X SITE PLAN -AREA 1 X SCALE: 1"= 30'
.1000 0
HNO DATE 8Y REVISION DESCRIPTION

w~ V~ N
V N i
z~
10' CONSTRUCTION P~ M R~ ~ r. EASEMENT ~
0~ ~ ~ zN
~ PROPOSED 30 BUTTERFLY L , 00 ~ ~,0 . ry
VALVE BY OTHERS 4 wx
.a • TBM:TOP OF ALUMINUM R/W . ~
~ ~ ~ MONUMENT EL=956.17 B / o
N: 740781.37 / / H ~ / Z
E; 1382474.86 ' ~ ~ 00 , N
z~
z ~ ~ z
N ~ ~ ~ ~ 20 PERMANENT ' ~ EASEMENT ~ ~
~ ~ 0
~ - a
..r.. - ~
~
o0 k, z
ti~ 40 PERM Nl;NT ~ b _
EASEMENT ~ , , 30 RAW WATER LINE ~
• PHASE 1 BY OTHERS W
SIGN , . , ~ ~ i w .
\ f, . ' , pl° 11
.a~ REMOVE 30 CAP BY OTHERS
70 L, 70 L,F. OF 46 STEEL CASING ~ - ~ ~ u AND CONNECT TO 30 DIP ~
0.50" 0.50 WALL THICKNESS o WITH RESTRAINED JOINT ~o
INSTA & , k0, Z M INSTALLED BY BORING , 6, ~ 2 CONNECTION ® N
JACKI JACKING ' ~ W ~ ~
. L~ ~ , U
24a-ao
i.r:. , ~
PROPOSED 12'
PAVED ROADWAY ~.oo ,:r' I ~Q~UI ~ J
~ AP 0 A E 80RE ~ ~ ~ 10 CONSTRUC110N p ~ aw ~ N
A: iY ' PIT LOCATION I~. ;yz~o ; EASEMENT •y~, ~
r Cy 0 ''d
` . PROP05ED ~ N ~OP05ED ~
GTE ~ PIPE A . r ~ ~ ~ PE GATE PROPOSED 30 ~
W 4 W k 22 1 2' BEND ~ ~
~ ~ . ~ i o p
r
~ ~
~ EXI5TING SOIL ~ Z i C9
W . W ROAD --I
\ 0 W
J a°' J > ,Q
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U i Q
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/ ~ .i Y
Y Q Z / J ~
, Op ~ ~ 10 OFF PROPOSED ~ ~
k ~ 20 ROAD CENTERLINE J
o
a
w ~ Y
/ ~ W
/ ° I-
p 0 ~ Q
~gx PROPOSED 30" RESTRAINED
/ ~w° ` JOINT DIP RAW WATER LINE
>r i " ~ WITH MIN, 5 -0 COVER
/ / ,
.,n.
j.. . •1'4
i I
U ..J
4" CORNER POSTS
" N 2 1/2 LINE POSTS o U
~ BARBED WIRE (3 STRANbS) o U
10'-0" MAX. (TYP.) o N J O WELD AtL JOINTS ~ ~ O U
SCALE: 1 30' FABRIC TO MATCH W ~ d
THAT USED IN UNE OF FENCE PADLOCK HOLE o m O 3 3 2"TOPRAII ~~Z~U~ww
ow~m 55
..wa ••owc~ • O W }
O W Zm~1,: (9 z' ~OC?rn 3
m~~ulOV~z O
~ p Q U W Q W 0 N 70tpOU0U U
2"
No.9 GAUGE W No.9 GAUGE WIRE
2` MESH TYP. ( 2" MESH (TYP.)
/S'-0"
STAINLESS STEEL BOLT STEEL ENCASEMENT 1~')
STEEL ENGASEMENT MASONRY SEAL
AT END OF PIPE
6" O.D. GATE POST
2 3/8" UNE POST
BOLT-ON TYPE SKID
W/ BI'NMASTIC PAINT 11=_ .il -111- -~.1 ' _ 1>~1..~ _n ~ -11 ._I ~ X111- ~ - ~ .11 ~ .ul-~~i ~ ~ .~1 _ 1~ ~ - I ~ _ 11 -III--1 I ~ _ !1 r~ c~?r, il_ , . ~ _ l
-1 ~r~..-~~f~j~,,.;~fjr~r--rrr .11 ..-11 r 111- 1-6 -1 . 2 O.D. GAtV. I - . 11. ~'1~ til t1 5 8 0.0. GALV. M N. STD. PIPE ~ ';4 ~ 4 ill r /
1- - Tb. PIPE L i ~ r 11~ L..
r3 -0 ~ 1• SEMI-SELF DRAINING
:11• l ~ (TYP;)- II- ~g CE TER S O 1„ a II; MEN.
2 BOTTOM RAIL ~ " ~ '
WEEP HOLES AT BOTTOM I Z ~ 1-
"I~1 • . ~ 2500 PSI •1 ,U_ ' 1.111= - ,TI CONCRETE r .I - ~ ~.1
CARRIER PIP Ti --II « -III,.. : 1.ill_= -1 «ar « 3 MIN. I-,~11-,~-u+~11 • NOTE. (TYP.) -9 3 MIN. ~ 9 11<~~-~ ~ TYP.
BOLT-ON TYPE SKID GARRIER PIPE I (TYP.) END, CORNER AND PULL POSTS MIN. ( ) M N. SHALL BE 2 7 8" DIAMETER (T~•)
(MIN, 2 PER JOINT, SPACED EVENLY) (TYP.) /
/111A1?1 1 IAIV f-1"AIr11" AA111 r1AT1" 11r"TA11
V "IHIIV LIIVIti I"mmam HIVU VH 1 C VG I HIL
x
SHEET
X ENCASEMENT DETAIL x
x x
N
J
NO. DATE BY REVISION DESCRIP11ON

PLAN v1 W N
V N ~ ~ ~
EDGE OF WATER AT SCALE: 1"~ 10' I '
TIME OF SURVEY I ))1~~\ I I SEE gkIEET C4
F R GRAD~JG AND ~ N z
~ \ / //l( 11 ~ I \ EROSI N CONTR L PLAN
~ \ w~ ~ _ x
~ ~ .a o \
i ~ I I ~o ~ 1 1 1 ~ (1\\1.1\\~ I ~ - ~
N ~ 3 s I II ~ ~ I 1 I i I 1 1\~ ~ p I 1 WROpOSED ON I ~ I I pR OS D 3 0 ' c~~, I I ~ 10, ~ 111 ~ ~ ~ o+ \ ~ H z
to \ ~ H N
1 ` I I o ~ ANCHOR IC ) SEH I I I~ ICA~TOF~$NBE I I I I I I I I' I I I\ ` O ~ U p Z z
1 I JTRU'CNRA DR WING$ z .
~ ~a
~ r ao
a
~ ~ I I ~ ~ I I I ~ ~ j j ~ ~ ~ ~ ~ s I ~ III~~ ~I~ ~ ~ so (rn~ic ' ~
z
~ II I I I I I ~ I I I ~ ~ ~jf.~ I I I I ~ III: II ~ x PROI~OSED PUMP ST N
W
a SEE SH M1 FOR PUMP 13 0 ~ W,
~ 1 ~ _ 1 I ~ 1 I I ~ ~ i I I ~ ~ I III If ~ STATION P P4~IG LAYOUT H Z~
r
~ _ - t~
~ 1 ~ / ~
z~ N
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/ ~ ~P~ee...eeee
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o I I 1 o I I I I ~ I I POP ED/4 4 MELDED STEEL ~1R LINE I I l \ r.~
' I I PRChPOS2D B Y ~ ' ' I I I L dF•1 F~ER SCR~EN FOQ A TOTAL OF 6~) I I ~ L• \
/ ' I ('~YPICFfL OF~6) ~ ~ / ~ I I I I l \
/ ~ r'"~f \ \ \ / \ r'' Z
' STA~N~ES~ S3F LxIN~A E ~CREEN-- ~ 1 I I I I I I ~ I II I I I I I Il O \ \ r
\ \ r J ~ r /
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/ / SH ET D~OF 5 OSE~DE A~t I I I I I I I ~ I p I X I I I l ~ O y'2 / f ~ ~ \ ~
~ \ ~ ~
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\ . 1-
~ ~ \ ~
~ I 1 ~ I ~ I I I I ~ I ~ 1 , 1 ~ 1 ~ ~M: TBe OF ~y5 REBAR 1 ~ \ ~(l \ \ \ ~ ~
0 o a ' 1 1 0 ~ ~ EC = 838.0 Ftl~ ' , S \ ~ ~ ~ o \
p N0. DATE B ~ REVISION DESCRIPTION
W
PROFILE J
SCALE: HORIZ. 1"= 10' J -
VERT. 1 10'
W
Q
PRO OSED UMP ST TION 0
870 TATION SECTION 8~0 -
U
~
XISTING GR UN TING GR UND N
°o ~ 860 N o
S60 O ' ~ U
PRO C11VE BOU INS ALLE ON FOUR FINISHE GRADE A / ''WF-Q R DE om 3~
INTA E SCREENS BO Y SH LL BE 9" IA. N ~ " U W W ~WZrm 5
MATH 36 EXPOS RE, ONS CTED OF V O U~ m W W
RESI TANT ABS LAS WI STAINLES PLA E RIP RAP, CLASS 1 I AREA OVE 850 0 i m z c~
850 Z W..WU~Uf~ 3
STEE CABLE SE UR TO ECAST CO CRETE WI MINIMUM 2 "COVER 0 R TUBES, mF-~InO{nZ O oaUwawo ~i
ANC OR DO TO AN E NATION OF 823 -~~tA~U~U U
PROPO ED 16 ~ X 5
LONG INT DUCTIL IRON
840 ' $40
FU POND 8 8.0
COVE
A PROXIMATE
830 E ISTING 830
MA DRAWDO 828.0
1 F R D 36" X 5"
STEEL INTA E TUBE WI BUTT DE 820 X 0.5 "WALL TH CKNESS 3UTT DED JOINT
SATED 0 INTERIOR
D4 TUBE SHAL BE EPOXY COATED 0 IN 8za
40' 20.5'
PRO OSEO 24" BUTTE FLY /
VAL NA FDA APP OVED
810 OIL YDR LIC ACTUA OR 810
S L OIL LINES TO I TAKE
TUB ( CAL OF 6) PIPE ND PUMP SEMBIY S ALL
SHO ON SHEET D4. ONE
800 d00
EL.-79 .00 FI ISH
GRADE PROPOSE CONCRETE
n STRUCTU AL DRAWIN S X p PROPOSED Z x 36 X 3 X 24
790 PROPOSED 330 X FABRICATED STEEL E SECTION 7901 SHEET
X X 5'-2" LNG STAINLESS WASHED STONE 0.375" ICK W/ 2 FLANGE
x STEEL INTAKE SCREEN X BEDDING
x ---AM Ti_0.2S~ SLOP R P OF OSEI) -SUBkiERS E-lURBINE
- cn OPENIN . OF ) pUM (CAL OF 3) SEE DETAIL
~ 3 SIx-fft AIL SHEET 4 780 C3
0 780 SHE D7
0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10 1+20 1+30 1+40 1+50 1+60 1+70 1+80 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70 2+80 2+90 0+00

r~ W ~ Vl
UN
DRAINAGE/EROSION CONTROL LEGEND z~
! M ~4 n
- • • - • • • • • PROPERTY /ROW LINE LINE TABLE LINE TABLE ~ CURVE TABLE r i
z
-imo- • • • EXISTING CONTOURS LINE LENGTH LENGTH BEARING CURVE LENGTH RADIUS ' x
.a N19'48 53 W 130,82 41
• ~ • • • PROPOSED CONTOURS ~7 53.76 53.76 C1 65. U
N ~ 74.74 74.74 S89'27'43 E C2 98.13 419.41 H z
.....RIP-RAP DISSIPATER F C3 103.34 101.83 ~ N
zU
~ • • • • DRAIN LINE (SEE PLANS) I ` \ . ~ C4 66,66 192.08 / x z.
C5 102.59 666.14 / ~ r
• • • • CATCH BASIN/ YARD INLET I I~ ~ ~ ~ VELOCITY REDUCING C6 171.86 / ~ 0 1669.79
Z:0 RETE BAFFLE WALL BASIN ~ ~
• • • • • PERMANENT SWALE ~ / I I' ~ ~----''-tip INV ~8,40.5 SEE DETAIL THIS SHEET C7 43.23 5424.25 Q'
~ ' ~A r~ ~ ~ ~ r~ V ~ ~ ~
• • PROTECTIVE DRAINAGE STRUCTURE / ~ ~~~~PE,K NENT 12 LF 24" DID V1 / / / r Z
r~ / / x~ /
• • • • • CIRCULAR SEDIMENT BASIN ~ ~ ~I ~ ~ ~ ~ ~ Ss / / / ~
~ ~ / ? W
~ / / / ~ ~ / ~ w
_ ~ .....TEMPORARY DIVERSION DITCH / / ~ / ~ ~ \ 1 n ~T\',, ~ ~N ~ ~ ~ , / ~ i - ~ ~ ~ p~7 _ ~ p~ / / ? +
/ 5 ~ Z ~ / / / / / ~ / ~
. LIMITS OF CONSTRUCTION ~ ~ ~ /j/ice! ~ _ ~ \ _ i , ~.--~'C~ ~ , / / / / / /i / ~ ~ / / / /
/ L~ i' / / ~ ~
/ / / X00 / cv
~ A / p
ROCKOOHECKSD IM ENT TRAP /~j~~ ~ ~ ~/I ~ / / / ` ~a _ ~ i~~ d, / ~ P/S 0/ jj ~ ~ ~ / ~~j ~j / l / ~ h ~ ~i 1.~l~`~ $6~~:6j~ii ice / / ~ ~ ~ / ~ ~ ~ ~ / /~--'""'"'fin' _ ~P DVIB~ RA~ AL~ ` O ~8% / S E ~ ~ / ~ / ~ ~ \ ~ ON~14"~P RAi~ /S~EET Q1 / / ~
~ / INV. IN = 9~. ..r / / ~ ~ ~ ~ ~
i' ~ v A ,
/ O .Oro N
/ 1 r z... / W N
/ ,s o ~ ~ / ~ ,
/ / . p / w
/ , / , , ~I ~ W „ ,
~ kpo ~ / PERM N~ , ' an
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Q
/ ~ / ~ ~ PERMA NT~ ~ ~ ~ / ~'~5 ~OOb GALL4NJ ~ 1 1 I I 1 \ ~ 1 ~ ~ ~ ~ / l ~ ~ / ~ ~ ~ I~S'SIP T 3 / / / ~ / / / , su~c~ r~K / ~~,r. /
~ y~E= as
o F w~ s,s/ i Q /
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r a\\~\ I ~I ( l ~~I / ~ j J ~ ~ / i~r~i~ bSR AA~oTa ~ ~ / / ~ / Q
/ (SEFIDE~AIL..SHEET C5)._,._ , -
~ ~~I ~ ~ I ~ l ~ ~ ~ S ~ET~C5 ~ ~ ~ ~ f
i / ~ / ~ ~ ..r ...r-
/ / - l ~ ~
55 LF RCP i / - - - - - - / r.-- ~ /
I N ~.-893/ / i / i
IAN, OUTS ~ . ,
/ / / J
.RER~CA / / / ` / ~ ~ f., /
T-6 i ~ i / ~ Q / . - ~ / W
a
~ \ 1~\ ~ ~ ` ~ 1 ~ ~I ~ I ; l / ~ ~ ~ ~ 1 ~ v ~ rte,-'~ ~ - = ~I ~ \ 1\ ~ 111 1~1 ~ ~ ~ `I I ~~~I I ~,r ~ ~ A ~o-~,a° ~-~s.~ ,
?"f
+ ~ {~1C~~ p ' ~ INV. IN X85:0' ~ ' ~ ~ ` ~1 r 11 1 1,~ ~ ~ ~ 1 ~ ~ I~I~ I ~ ~ ~ ESE R ~ ~ W,,_ ~av ~sT ~ r(\ 1 ~ ~ I ~ I I ~ 11~1 ~ ~ ~ ~ 1 ~ l~`~ j ~ ~ ~ I t 1 - ~ _ _ ~ ~ ~''~'T~ ~,-------=_~g~a ~
/ /
/ / /
/ / i ~ o U / _ / / /
I~ \ \ 1~ ~ ~ \ \ ~ \ ~ ~ ~ I U I ~ ~ I~. BUT ~ 853.0 , Row onc~r~1~ oeu~as. - - - ~ ~i ~o PDS~ \ ~ ~ / ET7U L6~S~'Si~M~TOR - - - . %,i ~ i
I,~~ \ ~ \1~1 1~ ~11~ I ~`r - ~ ' / % N~'a~ E ~ ~eoLaBOVE ~ ~ 8%SA ~R TE3LA~ 4~ - - ~ ~i r-' / ~ / O U ~ / J / / w
~ ~ / / J~ OV~m 5w
/ / ~ ~ w / ~ RIP-RAP APRON SCHEDULE o a °w ~ ~
1 1 1 ~ I ~ ` 1f~ \ ~ ~ ~ ~ ~R B ~ a'~" '6LC. CH~WAY'_ - - - ~ % / / / / ~ PIPE L W T STONE z ~ z z
/ / / 24 20 26 36 CLASS 2 p a v w a w o ~
~ ~ ~ ` ~ 1 ~ ~ ~ IS$IPAT~R 2 ~ ~ \ \ Pl:_ 740116.3 ~ ~ \ ~ - - - - - . i ~
/
r ~
\ 1`\1 ~ `U~~.F~ 1~~~ PA~ 1. % ~ \ ~ P ~~FA~ION_ ~ ~ ~ _ =~j~ ~ % SHOR lIN \SH!\~L~t~\F v ` ~ ~ ` ` ie :r or ,~s e _ ~y /
/ PRECAST CONCRETE 2
/ FLARED END SECTION
r
~ " ~
15 4 W / .t ~ ~
1
ADD' POURED-IN-PLACE CONCRETE
6' L--) " BAFFLE BLOCKS TO F-E-S 4 t
SLOPE 1:3
r~.
\ STABIJ~ D~N~QCCb~ k d~ti~~~1~ ~ ` ~ ~ G \ 18" ? THREE 3 4 RE-BAR ~ EACW FL GROUT
" INTO F-E-S
J
r„
~
1 \ ~ \ ILTER FABRIC
"TREVIRA" N0. 1120 OR APPROVED
T E UAL Q
u~r?u r~Gl nrrrv niecipoTnR n~TOii
1 IIVI 1 V L.L.VVI 1 i 601%w%/11 "1 %09 W&M I1 s-
f N.T.S.
GRADING/ DRAINAGE/ EROSION SHEET
~ - - - CONTROL PLAN- AREA 1
SCALE: 1"= 30"
0 C4
NO. DATE BY REVISION DESCRIPTION

\ TBM:TOP OF ALUMINUM R/W ~ ~ ~
MONUMENT EL=956.17
\ N: 740781.37 U N
ONTROL LEGEND ~ / ~ E: 1362474.86 ~\ON R~~ w ~
DRAINAGE EROSION C
\ 11 ~ - BPADFOPD PROPERTY ~ QTY / / • r ~
• • • ~ • PROPERTY ROW UNE /
-~a~o- • • ~ ~ • EXISTING CONTOURS CURVE TABLE Y~ ~ i~ ~ ~ ~ 1 ~ w
1
• • • • • PROPOSED CONTOURS CURVE LENGTH RADIUS i'"
C1 116,66 5424.25 ST ILI7 ST~c8IUZED ~ - ~ , ~ ~O ~ , ~
RIP-RAP DISSiPATOR CO. ST ~ R
C2 128,25 653.57 E TRAM( E RSANCE TION ~ i ~ QPJ~~ ~ ~j ~ ~ U z z
• • ~ • • DRAIN UNE (SEE PLANS) C3 269,52 649.78 / PRO OSE PIPE OSE~PIPE GATE/ / ~ / / / \ - \ J ~ 0 a o
c4 127.91 295,sa SE DETAIL THI • • ~ • ~ CATCH BASIN/ YARD INLET DETIIL THIS SHEET) ~ ~ ~
ER A ENT
0 > • • ~ • • PERMANENT SWALE DI IP TO 9 ~ R35' / ~ ~j / PROPOSED 30" W W TES / ~ ~ ~ ~ / / / ~ ~ -LINE S~ S!.`EET / ~ z
- O) Dc T T
~ PROTECTIVE DRAINAGE STRUCTURE / WALE i / ~ / ~ / ~ SWALE ~1
• • • • • CIRCULAR SEDIMENT BASIN - "
~ r~ o /
~ • • • ~ • TEMPORARY DIVERSION DITCH tij C4 ~ / `I~ SIL FENCE \ ~ F
N ~ . SWALE K ~
~ ~ • • • • • F NSTRUCTION ~k . UMiTS 0 CO •c ~ ~ N 1\ DUK~ POWER CO. ~ / I / / / / \ ~ W
/ ~
TEMPORARY SEDIMENT TRAP / AEA - 0 ACE • - ~ -~i EAST SHORE ~
S 1 N 2 / ~ r N ACCE AREA J / / ~
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20'-0" 2" ASPHALT ~ O
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/ PIPE SUPPORT BAR
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6. TYPICAL ROAD CROSS-SECTION `~n W
r " " n ~ " MiN. (2) 1/4 x2 x2 STEEL { 3-0 ~ NO SCALE V
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CONCRETES 1 -siuvc Me
x (NP•) 3" MIN, x STANDING CONCRETE CURB DETAIL SHEET
x NOTE; 1-g -
x 1, ALL WELDS CONTINUOUS & SOLID, MIN, (TYP,) NO SCALE
x GRIND SMOOTH (rn'.)
X 2. ALL GATE MATERIALS SHALL BE PIPE GATE DETAIL NO SCALE 11.1 cn HOT-DIPPED GALVANIZED
c~
3 AFTER FABRICATION. 0 C5
NO. DATE BY REVISION DESCRIPTION
J

PVI STA = 24+12.23
- .87 N/W~ PVI ELEV - 954
A.D. _ -6.$0 V N
K = 14.71 00 z N
100.00' VC QI, ~
N ~ . y~
N f~ N
N w x
960 M U a
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PVI ST PVI STA 21+00
PVI ELE A.D PVI ELEV = 930.26 vl A.D. 5.12
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tOf 100. VC 0M 1 W
N PROP SED 3 ' W .
H
940 z~ " 70 L.. OF 8 ~ X ~
W BY 0 ERS ~ U ~ ~
> 0.5 ALL T ICKNES W W
N ~ o~ z~ STEE CASIN INSTA LED ~ N p W~
O N N W f
VI STA = 16 29 a rn w U
P ELEV = 91 .28 ~i v U U 111111 !?1
A.Q.. -7.2 m m K = 27st EXISTIN CENTER NE GRADE m m PR POSED ~ `~\p ~~/4 N / N ?~eeeeeeeeee 18 RCP N ~ Q
930 ~ v ~aA eyi ~ • p . Da~o
200.00 vc _ i~ = ~ ~ _Q~~ ~
MIN. MIN. 1 " [C =v~N ~ 'J!?
N o SEPARI SEPARAT ON p " ' ~ ,ti eoJ, ,
n N O1 //~O eNeee
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LOW POINT ELEV 863,51 LOW DINT STA = 10+48.45 Q~
P STA = 10 80.12
VI ELEV = 8 3.10
890 , , _
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50.00 V
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00 00 OD 00 OD 00 Op 00 00 00 Oi 0r W ~ 05 0! Oa O Q1 01 0! Of
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00
x ROAD AND RAW WATER LINE PROF IE PROFILE_
x SCALE: HORZ. 1"= 60' SHEET
X VERT. 1"= 6'
x x
x
0 C6
N0. DATE BY REVISION DESCRIPTION
J

SLOPE FLOOR TO ~W~
GRATE DRAIN ALL AROUND ND p U N
OT ' 1 FABRICATED TRANSITION FlTTING (SEE DETAIL SHEET D7} 2 SCH 80 PVC TO CHEMICAL ~ I- Z
FEED VAULT WITH MIN, 30 m o ~d ~ COVER, SEE SHEET C1 ~
1 • ALL ABOVE GROUND OR EXPOSED PIPING 4"~ AND LARGER SHALL ~ ~ , _ ~ ~ ~ ~ . ~ " ~ . ; ~ ~ . 02 t6" SPOOL PIECE (FLG X PLAIN) BE CLASS 53 CEMENT LINED FLANGED JOINT DIP. PAINT WITH TWO A ~ ' ~ . ~ ° ~ ~ : ' a ~ ~
(2) CO TS , . OF EPOXY PAINT AFTER INSTALLATION AND TESTING. , , . ~ , ~ _ a ZN
O3 16" RESTRAINED JOINT COUPLING 2. ALL BURIED PIPE SHALL BE CLASS 250 CEMENT LINED DIP WITH R STRAINED ' ~ ~ ' E " p ~ PROPOSED 24 X30 n n n o a n u ~I
JOINTS AND RESTRAINED JOINT FITTINGS, UNLESS OTHERWISE NOTED. INTAKE LOUVER ~ II II . M ~ II I
® 2" AIR RELEASE VALVE 3. AIR PIPING 1" AN A D SM LLER SHAD. BE SCH 40 GALVANIZED STEEL WITH SCREWED ~I !I I~ II 11 ~
FITTINGS. II II Q it !I II E"'I `a z
5 16" AIR CUSHIONED SWING CHECK VALVE GA INDUSTRIES MODEL 2500 OR EQUAL (FLG X FLG) H N
I I z~
© 16" OS&Y RESILIENT SEAT GATE VALVE (FLG X FLG) TRAP z
7 16" SPOOL PIECE (FLG X FLG) p z" ® » PROPOSED 3/4 A!R LINE ~
P W 2 0 ~ STUB U 2 PVC / DOWN TO CARBON a
8 1fi" LONG RADIUS 90' BEND (FLG X FLG) 2" TRUE UNION PVC E4UIPMENT WITH DRIP ,_1 ~
2' „ BALL VALVE 18" AFF 12" LEG a 2 DIRECT TAP CORPORATION p OWDERED
Q9 30" SPOOL PIECE (FLG X RJ) S' STOP WITH TRAFFIC GRADE ACTIVATED ~
CI CURB BOX CARBON (r}
0 30"X16" REDUCER FLG X FLG NOT TO SCALE © ( ~ M 2 SCHEDULE 80 SYSTEM PROPOSED 4" SCHEDULE 40
11 30"X30"X16" TEE (ALL FLG) PVC WITH SOLVENT PVC 0 i.25~ SLOPE TO
WELD JOINTS SEPTIC LINE
Q 30" SPOOL PIECE (FLG X FLG) W
a) , CARBON ROOM F
30" SPOOL PIECE (RJ X RJ) ~ Z z~
u. LQ N " " Y f"
® 30 X30 X16 TEE (ALL RJ) p a ~ ~ v w c~
" " a ~ x ~ ~ " z~ 2 TRUE UNION PVC
30 X20 REDUCER (RJ X RJ) w o ~ ~ ~ M f/) " BALL VALVES ~ W
6 " x „ " ` ~ 20 SPOOL PIECE (RJ RJ) PROPOSED 66 X72 0 ~ EXTEND 2 PVC ~ ABOVE F 0 WI ~ L OR TH ~
I M Ul NTAKE LOUVER 2" TEE 2'-6" AFF. `~`~~rti+i rrr r~
20" LONG RADIU5 90' BEND (RJ X RJ} PIPE B AR „ OLL D PROPOSED 3 4" A
23 -0 TYPICAL ~ • V 4 AIR LINE OVERHEAD p ~ , v. P
6 12" SPOOL PIECE (FLG X PLAIN) PROPOSED AIR BURST PROPOSED HP PROPOSED 3 4 AIR LINE ~ ; o ~ ; • / ~o DOWN FOR FUTURE USE WITH = ~i~ o
SY5TEM CONTROL PANEL AIR COMPR SS „ OR 1~9 12 RESTRAINED JOINT COUPLING MOUNT TOP 6 AFF DRIP LEG ~ i U }W N ; ~
® i6"X12" REDUCER (FLG X FLG) ~i d'Q hp•.
a N Iw q rmn ~
6" 90' BEND (FLG XFLG) - _ ewe ~~ea®esr~e= ==maa" ~sseeta sea s~ea~>a >SSOaaotsz m m s>s ea ss~hh M/
~L
6" SPOOL PIECE FLG X FLG ~ q ® ( ) 1 p Ir
/ PROPOSED BRIDGE 1 22' 22 -6 a 1 ~
3o"x3o"x2a" TEE ALL RJ 1 10 HP AIR /i/ CRANE AND SUPPORT 13 ® ( ) ~ COMPRESSOR q 6 -5 Q
6"X6"X4" TEE ALL FLG FOR AIR BU 854.00 ® ( ) z
PROP05ED R F I I ~ E R GERATED 18 r„~
~ AIR DRYER ® 6"X4" REDUCER (FLG XFLG) 5
q 0 - _ ~ 8
4" 90' BEND FLG XFLG / ~ ~ ( ~ / , " 85 .25 / PROPOSED VERTICAL 6 Q
14 -0 / 400 GALLON ASME N " / BLOCK SHEAVE 3Q 3 14 19 U
®4 SPOOL PIECE (FI.G X FLG) / RECEIVER TANK I (TYP. OF 3)
I 4" PNEUMATIC ACTUATED VALVE BY " PROPOSED 4 SCHEDULE 40 PVC 9 ~ I
INTAKE SCREEN MANUFACTURER 853.25 FLOOR DRAINS 01.Z5X SLOPE ~ 1 p I 6 4
N A I S N 4 TYPICAL 20" LO G R D U 90 BED {FLG X FLG) q HOI HORIZ, ~ I
"X16' TRI CER SP ® 20 ECCEN C REDO q SPLIT (PROPOSED 6"
® CA CASE SCHEDULE 40 " Z I I PROPOSED 3/4 AIR LINE
" 5 ° ° PU i~t !6 LONG RADIUS 90 BEND - q PUMP PVC 0 1X SLOPE 13'-9" OVERHEAD II
I {RJ X RJ) - - q ~ W II
I II 16" SPOOL PIECE (RJ X RJ) - I I q II J II
3
II N ® 30"X16" REDUCER (RJ X RJ) SLOPE I ~ I cTRICA ~ ELE L II ROOM U)
I N I II W
PRaFOSED I q 3/4" AIR LINE " I it H
" 6 AIR PIPING FROM RAILING PER ~ PROPOSED 36 ~ MOUNT ON WALL I I 1 II Q
„ i AIR RECEIVER TANK ARCHITECTURAL PROAO5ED 1 STEEL CASING PIPE 6 AFF ~ ~ „ 5
13'-0 MOUNT ON WALL 10 AFF DRAWINGS 6 SCH 40 - S'EE SHEET " I ~ 8
I I 2 6 PVC 0 ~ C3 FOR CONTINUATION l I LL
1% SLOPE II I 19 Q
„ 1 I II 1 3/8 AIR HO5E I I
I M CONNECTION I I I ! t3
I N I
4 B H01 HORIZ. i U J
N SP 5 r- ° o CIA SPLIT II CASE
I I y - I I PU II „ PUMA 13 _9
I 11 ° ° M , 2 II a
I - I I I II $ U
3 ' ~15 85 .90 ON II 3 cv o II ~
1 "6 PROP INF I PROPOSED 6 GRATIN OSED RE ORCED II O U II w ~ Q
D1P PUMP DISCHARGE CONCRETE PIPE N II II omo ~3
(TYP.) SEE SHEET C3 SUPPORT (TYP.) q " SLOPE i I 1 FOR CONTINUATION 3/8 AIR HOSE 1 B II ~~Z}aU,WW pwN1Y1 SS
I w II CONNECTION I a ~ II ..w¢ „w~
' o PROPO 864.00 I ) 13 -0 SED ~ 6 W } ~ ~ II o° m .
17 Q ~ ALUMINUM ( I ~ 0 5 1 z..iJz Z~ 3 RESTROOM ca o o ~ ~ STORAGE m~~inoNZ o
_ GRATING II I s oaUwawo ~OfADUOU ~
!I PROPOSED HYDRAULIC SCREEN I
853.50 I I VALVE CONTROL PANEL (TYP PROPOSED STEEL PIPE TIE PIPE SUPPORT N 19 p PROPOSED 3/4 AIR LINE
II 4F 6 -ONE PER VALVE) SUPPORT (TYP. OF i0 TO WALL N I I OVERHEAD DROP DOWN IN
853,25 R N II 2 PE RU) ® p \ WORK ROOM WITH
3 4 q H01 \ I PROPOSED ADJUSTABLE DRIP LEG
- - - 5 ° " q SPI HORIZ, PEP PP T I STEEL E SU OR SPLIT ( TYP, OF 2 PER RUN
I -n - ( r q CA CASE I
7 ° ° II g q PU P P I UM
J _ II p 3 PROPOSED 3/8 AIR HOSE
II " CONNECTION 48 AFF. WORK
, " p 2-D A \ _ _ _ J ROOM
8'-0" SUBMER51lE PUMP PROPOSED 8" I ~ ~ ~ _ r
- DISCONNECT 1 A SCHEDULE 40 q (TYP C L
„ OF 3) PVC ®1~ SLOPE ~ PROPOSED WINCH PER DETAIL
18 RJ 100 PROPOSED 3 TON q HOIST WITH } SHEET D9 TYPICAL OF 3
90 BEND r-- SLOPE _ " q ELECTRIC TROLLEY
a = a e ® aoss~ma= era=~aos~a =~asssaa~msr: xoaa==aeaas= r~ a_aa~a >•_aeaam®~emxpl~ves~e~mseaa•aaaa:=casm
PROPOSED 18"
DIP DRAIN SEE
SHEET C1 FOR USE BENDS AS NECESSARY CONTiNUA710N PROPOSED 66"X72" TO TRANSITION 8" DRAIN
INTAKE LOUVER UNDER LOWER LEVEL SLAB
x x
x x SHEET
x x
X PUMP STATION FLOOR PLAN N
~ SCALE: 1/4" = 1'-0"
.J N0, DATE BY REVISION DESCRIPTION

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z
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PROPOSED AIR BURST SYSTEM PIPING DRAWINGS H
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6 21 ~v'M \dP~ ,y.,~
7 7 '7 7 7 ~ ~ OttO~ %N ~ ~ •7p_~ C _Qty O S J; ~ ,
fi i ~ t 8 8 400 GAL. VERTICAL I I v -v M I r
ASME RECEIVER TANK W a 1.~ ~ ti tiro c~:
6 H H 6 i 6 D D 6 i 6 H YO v4vn
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SURGE TANK .:i V~
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TYP. OF 6 ( ) U
PROPOSED 36" STEEL ROPOSED CONCRETE
CASING PIPES (TYP. OF 3) EQUIPMENT PAD
0 J
N t M scALF; ~ 4 = ~ -a
' 1 F RI ATED TRANSITION FlTTING SEE DETAIL SHEET C7 Q ABC ( ) w
2 I FLG X PLAIN ~ 1- " Q i 6 SPOOL P ECE ( ) SCALE. 1 4 1 0 J
Q 16" RESTRAINED JOINT COUPLING
4 NOTE: Q 2 AIR RELEASE VALVE NOTE: W '
REFER REFER TO ARCHITECTURAL &
5 16" AIR CUSHIONED 5WING CHECK VALVE GA STRUCI STRUCTURAL DRAWINGS FOR Q
INDUSTRIE5 MODEL 25OD OR EQUAL FLG X FLG BUILDIN { } PROPOSED BRIDGE CRANE AND DII BUILDING CONSTRUCTION DETAILS AND DIMENSIONS
6 16" OS&Y RESIDENT SEAT GATE VALVE {FLG X FLG) AND SUPPORT 0
LL
7 18" SPOOL PIECE (F1G X FLG} 0 0
© 16" LONG RADIUS 90' BEND (FLG X FLG)
9 30" SPOOL PIECE (FLG X RJ)
U ..._..J
0 30"X16" REDUCER (FLG X FLG)
11 30"X30"X18" TEE (ALL FLG)
O U O C7
© 30" SPOOL PIECE (FLG X FLG) O N J ~
O ~ O U . ,,..w~Q
30" SPOOL PIECE RJ X RJ} PROPOSED 3 TON { ELECTRIC HOIST omo 33 „ Ian g z ~ U~ w w
" " " AND TROLLEY 4 30 X30 X16 TEE (ALL RJ) PROPOSED LAY 12 MASONRY p w m 5 5
SYSTEM IN CEILING BLOCK WALL 22'_g" w „ w w 8" MASONRY ? w m
5 30"X20" REDUCER RJ X RJ { ) OCK WALL o „ w z z ~ ~ BL z ~o~N 3
MASONRY
© 20" SPOOL PIECE {RJ X RJ) R VENEE 0 4 U W Q W 0 N ~?fA?UOU ~
20" LONG RADIUS 90' BEND (RJ X RJ) PUMP
®12" SPOOL PIECE {FLG X PLAIN) " P POSED
12 CONCRETE RO MASONRY UNITS BOLLARD
9 " r P NG PROPOSED VERTICAL BLOCK 1O 12 RESTRAINED JOIN COU U ( A SHEAVE TO MATCH HOIST TYP C L 18 ~ " ~ 10 -0 „ o
„ " CABLE SIZE SEE DETAIL 5 9 0
16 X12 REDUCER (FI.G X FLG) SHEET D7
1 6" 90' BEND (FLG X FLG) _ - ~ ~ I ~ I ~ „
PROPOSED _ _ - -r'" i i i L__~ 19
6" SPOOL PIECE {FLG X FLG} HANDRAIL I ~ ` • ~ I I ~ I
' PROPOSED 6" DIP FFE 864,00 34 3 I I
30"X30"X20" TEE ALL RJ 1--4 ( ) AIR BURST LINE / • 4., ~ , ,y •4.
~ , , . . METAL GRATI CONCRETE PAD ~
® 6"X6"X4" TEE (ALL FLG) ' ~~i... . ~ . , , .
© , " e:. , e M " 2~D ® 6X4 REDUCER (FLG X FLG) ' ~
/ ' . ® - ' ` ~ ~ PROPOSED STEEL PIPE
" ® / .a ® 4 90 BEND (FLG X FLG) - '~a ~ r ~ SUPPORT TYP OF 2 PER RUN ' { ) ,
4 FABRICATED STEEL FLANGED 4 O WA A ° • ~0" D.LP. • ~ • i
" 20 1 2 RENO TYPICAL / LKW Y , . 4 SPOOL PIECE FLG X FLG ~ ( ) / ' { ) ELEV, 858.50 " 30 D.LP. •
Y 4 STEEL AIR LINE (TYPICAL ~ 4: a' • °
4 PNEUMATIC ACTUATED VALVE B 1 . ~ ,,d . INTAKE SCREEN MANUFACTURER ONE PER SCREEN) - - - - - - - - - - - , ~ ' ; . ~ ` ~ • ~ ENCASE RAW WATER
/ 2 20" LONG RADIUS 90' BEND FLG X FLG " 6 LINE IN CONCRETE, ENCASE RAW WATER „
( } PROPOSED 16 0 DIP - CONCRETE WALL ~ Q3 0 NE IN CONCRETE MIN, 18 ON ALL SIDES U ,
" PUMP DISCHARGE (TYP.) ~ ® 20 X16 ECCENTRIC REDUCER (FLG X FLG) MIN. 18" ON ALL SIDES
~ ~ ELEV. 853. . , , ELEV. 853.50 y: .
® 1 1B" LONG RADIUS 90' BEND (RJ X RJ) i~ ' ~ ' ~

ifi" SPOOL PIECE (RJ X RJ) '
PROPOSED 3/4 a.:.•,•,::
x 30"X16" REDUCER (RJ X RJ PROPOSED STEEL PIPE ) AIR LINE ® SHEET SECTION A-A
x SECTR 4 PVC DRAIN SUPPORT (TYP OF 2 PER RUN)
(TYPICAL OF 3) x ® 20" SPOOL PIECE WITH WATERSTOP RING PROPOSED 36"0 x SCALE: 1 SCALE: 1/4" = 1-0
x (RJ X FLG) STEEL CASING PIPE FLOOR DRAIN
(TYP.) (TYPICAL OF 1 ~ 76 SPOOL PIECE WITH WATERSTOP RING PER AIR RELEASE
3 (RJ X FLG) VALVE) M2
REVISION DESCRIPTION NO. DATE BY
J

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EDGE OF DOME BAND ~N .A W
~L ~
N SELF CLOSING GATE M ~ `~i ~ ro ~
o Uzz
f ~ ~ z
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ALUM. TOE-BOARDS ~ ~ a
~ ~ PACK "THORITE" BETWEEN
~ ~ ~ ~
PERMATEX AND GASKET . , RE-ENTRANT ANGLES IN ' • DIAPHRAGM TO GNE SMOOTH • • • , i ~
SURFACE FOR TAPING. PLACE , ~
• • SPRING BETWEEN DIAPHRAGM
AND WATERSTOP RING TAPE ~ ~W~
N OVER THE 1/2° SPACE AND
~o scam~o o~airx~s rY wa+ x ri ~/z• x~ce~ ~ COVER TAPE WITH "THORITE" ~ ~ ~ ~`Y NOTE: AS SHOWN. SEAL MANHOLE
MANHOLE PROVIDES TO STEEL SHELL WITH EPOXY. 0 o zti
A RECTANGULAR 7" AT END 12"
e'-s• oewEme OPENING 7 7/8" AT CENTER _12» d, FlBERGLASS ACCESS d. HATCH COVER ~ z
1'5" x 4'4" 12«
F :
m ~ PLAN o W
2' ~~4~ " Z ~ 316 STAINLESS STEEL EXPANSION BOLT W/ 'x~s~r+ (s rs~uJ 316 SS BOLTS - - FRAME & COVER 7 7/8" 3/8" x 10° SS ALL-THREAD ~ ,.~~~f.~....... ,-0
~~resx q (2 REQ.) WITH 4 SS HEX 4' v
F/57FN W/IXAI ~°j HEAD NUTS AND 4 SS FLAT _ p~ ~j~
1/2"t CHAMFER WASHERS EACH. GRIND U ~
ALL-THREAD FLUSH W NUTS. ER INSTALLATION ~ ~ ~o FlELD DRILL p =Silo ~ o`` v
BUILD UP SHOTCRETE ALL M ADJ. FLANGES ~ ''~YCb'•+.:' 1,~•
__:J • AROUND MANHOLE ON NOTES: • AND INSERT ~ ''n,,
OUTSIDE INSIDE FACE 1. HIGH N"r ~ 5/16" x 2"-LONG ~
p~ ~ VERTICAL RESTEEL • TENSILE ALUMINUM 1 ~ 304 SS DOWEL PIN,
crux ~u ,wourn ALLOY FITTINGS ; TMP~ F-
PRESTRESSING WIRES • STEEL SHELL DIAPHRAGM 2. USE 1 1/2" SCHEDULE ~
ca+c~ tune 40/6061-T6 NEOPRENE PADS ~ Q
COVER COAT OVER WASH MANHOLE AND DIAPHRAGM ALUMINUM PIPE EXTERIOR AT ALL BR4CKEfS, ~ Z • • 3. TOE-BOARDS TO BE LADDER TMP• ~~2 REQ.)
PRESTRESSING WIRES • ~ . 6061-T6 ALUMINUM W
eo~w ~v~v wpm 24/u WELL TO INSURE GOOD BOND ~ ~ 4. USE SS EXPANSION ELEVATION W
MESH (tEUOYABIE SCREQI • • ANCHORS ~
50" FIBERGLASS VENTILATOR ~/2" CLEAR FOR SPRING • ELEVATION PLP?N
ALUMINUM DOME HANDRAIL Q ~
zoo
STAINLESS STEEL WALL MANHOLE
~~Z
9 STROPS - 1/4 x
LADDER: 1 1/2" EQU.4lLY SPACED.
w/t DIA. RUNGS AFTER INSTALLATION
1'2" FlELD DRILI. ADJ. ~ `r~ W
~ 4, X 4„ ~p FLANGES AND INSERT
Q
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AND BOTTOM 304 SS DOWEL PIN, NP ,~'L
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~j N0. 46 N
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~ 1/2° x 2 3/4" SS
~ , EXPANSION ANCHOR U
(4 REQ.) ~~6~
' NEOPRENE PAD
~ 3/a• X 4° ewacE CAGE SECTION AT TOP
v TOOLED JOINT °~~a °i i
1 1~2" THICK BOSS 9 STRAPS - 1/4 x ~ m O U W W
~ V~2'6 WIDE-FULL ~ ~~2" EQUALLY SPACED. AREA OF OPENING ~ U N m~ W W
~ HEICaHT OF WALL (9 1/2" C/C MAX.) 675 SQ. IN. ~~-9N
REF. ONLY Z ~ D U_' N
p O
~ 24/24 MESH D f%1 o U O U D
1/4" x 2" INTERMEDIATE , SCREEN ~
~ BANDS USE TOTAL ,~6 ~ r~„r.-'' OF s BANDS ~ 2'-4~ ~4 DOWEL ( v/
EQUALLY SPACED N I
I NEOPRENE PADS TANK DOME I - ~~'-6° w~o~us n J
- I ?YPICAL AT ALL T~ PRECAST I BRACKETS } 3'-0
-PRECAST OVERFLOW fi~ , F"'
8" ~ ~ LADDER AND WALL ~ 2 1/2" I Q
GATE MIN. BRACKETS (4 PAIR ~'6• I REQ. AT 6'0°) 6-#3 DOWELS
PRECAST CURB
W --1 - 1/2" x 2 3/4" SS 3~p~ CAULK ALL 70' 1
~ ~ EXPANSION ANCHOR
~ (16 REQ.) AROUND 1 t/4" ~ 4" PVC PIPE x 2'6" LONG, Z
~ 3"~ I EL. FIN. GR. 890.00 (NP.) FL-PE, WRH BLIND FLANGE
AT EXTERIOR LADDER ~ ,1Q~
NOTE: PLACE PIPE PLUMB
SIDE VIEW CAGE AT FLARED SECTION za/24 MESH
REMOVABLE SCREEN ~S?S7~'
FLANGE OPENING W
DIMENSION SCHEDULE 6 1I2tl NTS
NOTES: 1. ALL TUBULAR MATERIAL TO BE NOMINAL
A 25~O~~ D Z~ ~H~~ DIAMETER SCHEDULE 40 ALUMINUM
PIPE 6061-T6 OR 6063-T6 4~ B 1'0" E 7'10~~ 2. PLATES AND GUSSETS TO BE STRUCTURAL 4•_s•
VJ
~ GRADE ALUMINUM 6061-T6.
SHEET
EXTERIOR ALUMINUM LADDER
PRECAST ~CRETE OVERFLOW D2
WITH SAFETY CAGE AND GATE CONCRE ~
NO. DATE BY REVISION DESCRIPTION

W
~ ~
V N i
• z ~I M
3/8" REDHEAD WEDGE ~4 0~0
PER PIPE FINISHED GRADE ANCHORS, 2 N z
SUPPORT
w' x
2 X2 STAINLESS STEEL d ~ • ~ .r E PIPE SUPPORT " ANGL 2 SCHEDULE 80
N " U WITH 6X6 X1 /2 PLATE PVC WITH SOLVENT ' H $ z
F R MOUNTING 0 WELD JOINTS (TYPICAL) H N
(TYPICAL OF 2) z~ x
. z~
ti.. ~a
5 o
1 I 2 SCHEDULE 80 1 t,, r~
PVC TO CARBON '
ROOM < C~
V1 z
3 8" STAINLESS 2" DIRECT TAP < /
STEEL U-BOLT CORPORATION ~•r STOP TYPICAL a
TYPICAL ( ) OF 3) w
< w,
H z~
' . 30" D1P FROM
r ~ ~ ~d, SURGE TANK
ALUMINUM LADDER PER z~
OSHA STANDARDS n n ~ N 48 X48 ALUMINUM ACCESS W ~
HAT H ESIGNED FOR H-20 O C D
LOADING WITH SPRING LIFT
30"X30"X12" NO SCALE FLANGED TEE ASSIST, STAINLESS STEEL ~ ~ ,
HARDWARE AND ORAiNABLE CAP;....... FRAME ~ ~P~ y'% Q
48"X48" ALUMINUM ACCESS FINISHED GRADE ~ ; o ' ; .
HATCH DESIGNED FOR H-20 ~ s • N ~ . a ~ ~ ~N •J
LOADING WITH SPRING LIFT FINISHED GRADE ASSIST, STAINLESS STEEL \ / PVC DRAIN TO p~ ^ozW
HARDWARE AND DRAINABLE ~ ~ U FLOOR DRAIN ~ ==;tis~o U;
FRAME U /~~Q k•
•Y Y
e t<' .Y. k 1!~
' PVC DRAIN TO K.
FLOOR DRAIN ~ 30 RESTRAINED Q
Y JOINT COUPLING , Z
12" SURGE n ~ 30 VENTURI TUBE J
RELIEF VALVE FLOW METER 30 DIP TO
L, 12" ` 8'-0" WATER PLANT Q u ~
- I coUPUNG I _
. " d
s -o 4 ti U
- - - Flow
~ ~ PRECasr CONCRETE I-
VAULT DESIGNED FOR f N f T ~ ~ fffiii
I 1 ' r~ ` ' H-20 LOADING 0
It ,1 ~ , r SLOPE TO DRAIN by ~J Z
, - 11 . Y • ' STEEL PIPE • t , .,Y t ~
• • ` ~ ~ ~ SLOPE TO DRAIN ~ • ' ~r
J
J STEEL PIPE -
SUPPOR ~
12" OSdcY GATE VALVE CONCRETE PIPE MIN. 6" WASHED PRECAST CONCRETE MIN. 6" WASHED GOUT AS NECESSARY ~ W
/WITH NANO WHEEL GROUT AS NECESSARY SUPPORT (TYPICAL) STONE OPERATOR (TYPICAL) VAULT DESIGNED FOR STONE H-20 LOADING
Q
NO SCALE
30" DIP FROM 30" DIP TO NO SCALE 0
SURGE TANK WATER PLANT P~
/ ~ 6" PVC DRAIN U ..~._I p / ~ TO CATCH BASIN 1
I I 14 0
'-o"
" I I 6 PVC DRAIN I
I I I TO CATCH 30" DIP TO o ~ ~ o 0 WATER PLANT cv o .v p .o~ I
I I I I BASIN #1 2'_S" ~ ~
I I a ° .-w~ omo 33
\ \ ,e ° ~~z}~ww
\ \ " " \ \ 12 SPOOL PIECE 12 OS&Y u _ pwNpp 55 - - „wa .w~
\ I (FLG X PLAIN) GATE VALVE ( • FLOW ~ o w } fY
\ ` p.. \ 2'-8" ° . •Y O ..ZmZ~ C7 Z "wjC9pC9fn ~
~ e - - - - a D (q Z O o a U w a w o ~i
" M N d ~~V?DUDU O
30 X30 X12 10'-0" 30 VENTURI TUBE 30 RESTRAINED kY
FLANGED TEE FLOW METER JOINT COUPLNG
" ~d ? 1 os&Y " " " ti ti
30 X30 X12 GATE VALVE " JJJJJJJJJJ JJJJJJJJJJ JJJJJJJJJJIJJJJJJJJJJ
" 12 SURGE FLANGED TEE 10 _0 2 DIRECT TAP 12" RELIEF VALVE a, JJJJJJJJJJ JJJJJJJJJJ JJJJJJJJJJ JJJJJJJJJJ
CORPORATON STOP COUPLING JJJJJJJJJJIJJJJJJJJJJ y
` TYPICAL OF 3 ~ 4'~ d ( ) JJJJJJJJJJ JJJJJJJJJJ JJJJJJJJJJ JJJJJJJJJJ JJJJJJJJJJ JJJJJJJJJJ
J7.7J' _ qd JJJJJJJJJJIJJJJJJJJJJ JJJJJJJJJJIJJJJJJJJJJ r~ • ~ JJJJJJJJJJ JJJJJJJJJJ
JJJJJJJJJJ J JJJJJJJJ 1 ° JJJJJJJJJJ JJJJJJJJJJ JJJJJJJJJJ JJJJJJJ JJ
JJJJJJJJJJ JJJJJJJJJJ JJJJJJJJJJ JJJJJJJJJJ d " JJJJJJJJJJ JJJJJJJJJJ JJJJJJJJJJ JJJJJJJJJJ
18 JJJJJJJJJJ JJJJJJJJJJ JJJJJ JJJJ JJJJ J JJJ JJJJJJ
d JJJJJJJJJJ JJJJJJJJJJ JJJJJJJJJJ JJJJJJJJJJ JJJJJJJJJJ JJJJJJJJJJ PRECAST CONCRETE
6, JJJJJJJJJJ JJJJJJJJJJ eq JJJJJJJJJJ JJJJJJ) JJJJJJJJJJ JJJJJJJJJJ VAULT DESIGNED FOR ~ ~ , ~ . ~ ~ wY; w " ti .k . . ~ , , y Y H-20 LOADING
JJJJJJJJJJ JJJJJJJJJJ PRECAST CONCRETE ' JJJJJJJJJJ JJJJJJJJJJ (
I ))JJJJJJ JJJJJJJJJJ VAULT DESIGNED FOR ° JJJJJJ JJJJJJ ° FLOW METER
JJJJJJ JJJ JJJJJJ H-2O LOADING TRANSMITTER ALUMINUM LADDER PER
° ° q d,. OSHA STANDARDS
48"X48" ALUMINUM ACCESS
f 111 I I I ~ - " HATCH DESIGNED FOR H-20
I I LOADING WITH SPRING UFT
I I I I I I ASSIST, STAINLESS STEEL
( I I I HARDWARE AND DRAINABLE
I I I ( FRAME
I I I I
NO SCALE
e.~"Xe~" ei i iuiNi i~ arr.FSS ALUMINUM LADDER PER
HATCH DESIGNED FORvH-20 OSHA STANDARDS x LOADING WITH SPRING LIFT
x ASSIST, STAINLESS STEEL SHEET
x HARDWARE AND DRAINABLE x
x FRAME x
x
SURGE RELIEF & CHEMICAL FEED VAULT DETAIL
3 o NO SCALE D3
NO. DATE BY REVISION DESCRIPTION
J

w ~ ~
STAINLESS STEEL BARS U ~
3/4" THICK X 4" WIDE STAINLESS WITH 0,125" SLOT OPENINGS ~ z N
STEEL PLATE FABRICATED TO HOLD SUBMERSIBLE PUMP ~m
SAFETY CABLE ELECTRICAL LEAD • o0 Z N
CONICAL DEBRIS 00
1 2" THICK X 3" WIDE X 4" LONG / DEFLECTOR w
STAINLESS STEEL PLATE
" 11 'rte H $ z
1 /2 THICK X 4 WIDE STAINLESS , H N STREAM
STEEL PLATE FOR WHEEL MOUNTING ~ ~ FLOW z ~ x
TYPICAL OF 3 i ~ ~ ~ "WIDE STAIN 5 STEEL 6X3 LES z~
~ " WHEEL WITH OUTSIDE MACHINED ~ 2 ~ ~ TO MATCH 1D OF 1NTAKE TUBE " ~ ~a
~ TYPICAL OF 2 4 FLANGED CONNECTION X10
2" FOR AIR LINE a U
~ 4" ~
STAINLESS STEEL AXLE BOLT U
DIAMETER TO MATCH WHEEL f. ~ PROPOSED 33 ~ X Z
W/ LACK NUT (TYPICAL OF 3) 8'-2" LONG STAINLESS ~
STEEL INTAKE SCREEN rx
" / " 1 1 /2 STAINLESS STEEL BOLT - TIN STEEL . 24 FLANGED WITH 0.125 SLOT W
~ 1 1/8 S LESS ~ TYPICAL OF 2 EACH SIDE OF SAFETY CA LE OUTLET ( } OPENING TYP, OF 6 ~1
ASSEMBLY 1 H
I 1 2" THICK X 6" WIDE / z~
~ I STAINLESS STEEL PLATE ~ 30 EL. 613.00 TOP OF UPPER SCREEN "DIP AIR BURST LINE
(TYPICAL) EL, 798.00 TOP OF LOWER SCREEN V
zm W N
I " 120' 1 ~ 3 Q ~
90 1 " 36 ~ STEEL INTAKE TUBE
1
ASSEMBLY ~ f EACH CASTER ~ a PROPOSED 24" BUTTERFLY b~ t~'.•~••••~. 4 90 BENDS ~a•.•~ 0
SHALL HAVE SHIMS ON ~ 1 EACH SIDE TO ALLOW ~ " VALVE WITH FDA APPROVED ; v.~P 2 ~ ~ , oho
TIGHTENING ON PIPE ~ OIL HYDRAULIC ACTUATOR ~ ~ N -111
~ 16" DUCTILE ~ PROVIDE 1 8" THICK / ATTACH 1 4 STAINLESS :o ~
~ IRON PIPE ~ NEOPREME GASKET ~ iW STEEL HOSE TO INTAKE ~ ti so J. a
\ / BETWEEN PIPE AND TUBE (TYPICAL OF 6} p N
~ ASSEMBLY ~ ~
N
O.D. OF CASTER ASSEMBLY 1/4" STAINLESS STEEL BRAIDED HOSE F" O~1
SHALL BE 1 LESS THAN FOR HYDRAULIC VALVE ACTUATOR n aL7 2 STEEL PIPE WELDED TO Q
WHEEL SHALL HAVE BRASS BUSHING 1,D. OF TUBE " 2 ON THE AXLE AND STAINLESS STEEL INSIDE 2 STEEL PIPE Ir INTAKE TUBE TYPICAL OF 1 36" DIA. x 0.50"
SPACER TO PREVENT OVER 1TGHTENING 4"~ STEEL PIPE AIR LINE (TYPICAL OF 2 PER SCREEN/ VALVE) p ( Z PER SCREEN) STEEL CASING PIPE
OF AXLE BOLT TYPICAL OF 1 PER SCREEN J ,
20 1 2' PROPOSED 36" X 36" X 24" Q ,
1/2" THICK X 8" WIDE STAINLESS o NOTE: FA RICA E TEE SECTION , B TED STE L ~
1. ONE 1 CASTER ASSEMBLY SHALL BE INSTALLED ON EACH STEEL PLATE FABRICATED TO MATCH 0,50" THICK W 24" FLANGE / Q
15-FOOT JOINT OF 16" DUCTILE IRON PIPE, EACH ASSEMBLY PIPE OD SHALL BE CAPABLE OF SUPPORTING THE WEIGHT OF THE PIPE,
BOTTOM WHEEL SHALL BE WATER, AND APPURTENANCES WITH A SAFETY FACTOR OF 2 " ' 1 /4" STAINLESS STEEL BRAIDED
6 ~ X 4 WIDE STAINLESS HOSE HYDRAULIC VALVE ACTUATOR F"
STEEL. CONTROL LINES
(TYPICAL OF 2 PER VALVE) o
z
NO SCALE ~ F
NOT TO SCALE W
J
J
U1 HINGED, INSULATED
FlBERGLASS ENCLOSURE W
PRESSURE GAUGE
Q
" " 3/4 HOSE BIB 1 GATE VALVE
16" DUCTILE IRON PIPE " r • Y,/ iE 1x1 x3/4 TEE
M
~ cATE vALVE w/ " " " FlBERGLASS COVER t xt xi TEE O
36"~ STEEL INTAKE TUBE " t"-eo' ELeow t UNION
1" VENT W/ SCREEN
ATTACHMENT DETAIL TO BE U
1" CHECi( VALVE COORDINATED WITH COVER 1' UNION MANUFACTURER
,n WEU. SEAL r
N
NO SCALE . O CU9
4" MIN m E%ISTING GROUND N ~ °o •o U ( w~a
7 ~ ~rr~ r
omo 33 N~z}Uww
I ow m~55 . fixfi W1NF „ W Q W ~W
o
. O ZmZF- ~ Z
INTAKE TUBE, AIR LINES, AND " " ~ w (9 ~ C9 to 6 4 ~~inocnz o z _ mQU W4W0 d~
HYDRAULIC LINES SHALL BE ~ _ ~ O TYP PVC CONDUIT ~ O N D U O U ~
WRAPPED WITH ONE (1) LAYER { ~ b " P WA NE N " t vc TER u
OF WOVEN, POLYPROPYLENE I 6 t/2 ~ STEEL CASING CLASS 1 RIP RAP 3'-O" MIN. ALL AROUND `
GEOTEXTILED FABRIC, WITH COVER ON INTAKE ; 't
600 P51 BURST STRENGTH AND 120 LB. PUNCTURE WN ~ NOTE; FOR OUTDOOR INSTAl1ATI0N, TUBES AS SHO
STRENGTH, MIRAFI 6QOX ON SWEET C3 ~ ` ~ ALL PIPE SHALL HAVE HEAT TAPE OR HEATER SHALL BE SUPPLIED
OR APPROVED EQUAL ?MTH ENCLOSURE
CONCRETE GROUT
16" DUCTILE IRON PIPE
6" MIN, #57 WASHED
STONE ALL AROUND 24" MIN. COVER
INTAKE TUBES AND
AIR LINES NO SCALE
- - Tip= f= - rT1-7,
- a - - - 12 - - - -
i%i i i-iii-t i i-i i ~ i I!-I 11-III-III-III-III-I I l--III--III III-III-III-III-III-III-III-I I i-1 1I- i I-Iii I I-i I I-III-III-I i I-I i I~I I I~
x BR~IGINAL LAKE I=, i I I 1=1 11=1 1=1 I I ' iii-~ i I I I I! I I I 1=1 11=1 I(=1 I I-III-III-! I I I i 1=1 i 1=1 I 1=1 I 1III III III III I I I
x =III=III=III-III BED 36 STEE INTAKE T,BE II-III=III-III-III-III-III-III-III-III=III-III-I -III-III=III-III-III-III-III-III- X III-~ I III=~ I I= i i I-III-III-i I I III-III-III-III-III-III-I I i-III= l i I-III-III-III-III-III-III I.,~j'wA~~ STONE-III-III-I I I-IIIx -I i I-III-1 ~ ~ -TI- -I 11= • ~ ~ ~ ~ III-111-i ~ -1 I 1=III-i i I-i i I-
I-III-III I I-4 OFLANGED DIP IAIRIUNE III-III-III-III SHEET
i I I-III-III-I~ OF 1rlER ,SlCSCREEN=1 I i
_I I I -III-III III- -III I-_BEDDIhG,_ ,l III-III-III=
X EARTH I KB SECTION
~ S' MIN. (TYPICAL) ~D4) NO SCALE
- D4
NO. DATE BY REVISION DESCRIPTION

U~ W
U
0 0 z~ N
ONE TON HOIST ~m NEMA 4X STAINLESS ~
WITH TROLLEY NCLOSURE « N STEEL E Z
H~
W •
PENDANT STYLE C7
HOIST OPERATOR H ~ z
m~OB x'09 }°-1 N Y•( YAtK IW[A OI Y.~S YN,K PW[R pN
900 LB PAC O O YY: V.~K R.MP W YY: YKVG foWTA D~ GF~{~
BULK BAG A~ Nt /AC[fRAC AKtlW4E ~A M rAC[D1A[ RIGGN / , ~ A~ AIM ALAI ~ AIM 11[1
y~ ALAAN WARN ry_I vA[K [i[N pESET A~ vWK O/GI RESET
~i oi~ vA~K mu O R~ vKVC apsc O a 0
~.~I a wru
PRESSURE „ BULK BAG vAtKroywRn ~ Y: f vµK 19VLA W ~A w~AAAr q„ 1=.f r~
1 /2 AIR OUTLET CLAMP REGULATING [aAr Y'( VNK K[MGl D1 ~ VIIK „[AA[R W v
VALVE SOLENOID VALVE V 0 ? N IALA9[IL bGW HI AAG'1P[ AlG[N
S RAO ~ rlAf MN I.:L FVi AW waAwurroes~l ArA ry~pq WARN A.TW 6YY O ~A YALK 001 RESET y~Ay vILK q[N RESCT
FLUIDIZING NOZZLE A~, [[Rpl ~R vKK CRK ~ 1..( VAI,K Ctpf[
ryM p YpNP10-t7 W
1 /2" AIR PiPiNG 200 GAL. ASME TANK Y: ~ YAIK RKA W 1:~ YN.K ARVCII RR W ,
FEEDER RATED FOR 200 PSI q YWK RK.ROI aA ~y_••( y~y,y[ p~q ry, I"~ 7:.t z
„ HOPPER 1/2 BALL VALVE VOLUMETRIC FEEDER I~ NI rasswc Rncx ~A w r[npra AI[p y~y y;~ H
1/2 AIR PIPING 5-100 LBS HR COMPRESSED / >.:t rw AW S.:l ~'AW ~~I'~~[j A VA1K RA[N ~m ~R VR.VC O[N pCS~Ei V
AIR SUPPLY DOSING RANGE I~ vAGK Gust O ~ vKVC aou ~ ~ z~
1/2" BALL VALVE ~ N ~ W~
FILL PORT W/ ~
RESERVOIR o FlLTERED BREATHER ~ +o+""""
WETTING CONE M SIGHT GAUGE
w c~ _r~:~ ~ ~~ii 150 GAL. STEEL ~ : any ~ a o,w
g w PRESSURE GAUGE OVERFLOW ~ sU N N~ ~ OIL RESERVOIR • o o W a p
= DRAIN 0-30 PSI ~ s tied
~ „ ~ 1/2 AIR T O! ON
~ SOLENOID VALVE / ~ '~r~nui
N S 1 /2 AIR LINE
PRESSURE GAUGE / ----~/i~-' 0 H
0-160 PSI PRESSURE GAUGE
WASHWATER UNION 0-100 PSI ~'m Q
SUPPLY VALVE (rn'~) / Z
- PAC SLURRY TO CHEMICAL NON-POTABLE WATER „ „ 2 1/2" THICK CHANNEL
SUPPLY FEED VAULT S6 X48 X 1 2 THICK
" I STEEL PLATE ..~p~
1 1 2" STAINLESS 1 1/2 STAINLESS /
STEEL PIPING STEEL PIPING PAC SLURRY Q
- A R FEED VALVE NON POTABLE W TE Y- STRAINER SUPPLY VALVE U
EDUCTOR 1 1/2" STAINLESS NO SCALE S
STEEL PIPING S
AIR OPERATED
" DRAIN VALVE 1 /2 AIR LINE
U ..RRRRJ Z
1 /2" AIR w
" N VALVE TO DRAIN 1/2 AIR HEADER SOLE OID _ W
DRAIN VALVE
BALL VALVE ~ 3/4 BULK
NO SCALE HEAD PORT W
ACCUMULATOR 211 GAL., BLADDER TYPE 211 4" Q 3/ BULK TYPE ~.I.
ASME CERTIFIED HEAD PORT
D BALL VALVE U?
LL
BALL VALVE
SYSTEM SYSTEM
PRESSURE PRESSURE
1 TON HOIST GAUGE GAUGE v PUMP OFF PRESSURE SPEED CONTROL
W TROLLEY / SWITCH 165 psi VALVE V ( )
BULK BAG LIFTING ADAPTER MOTOR S S S S MOTOR INUNE
8'-0" CHECK ~ PUMP ON PRESSURE N
3 3 VALVE n SWITCH 125 si ° ~ ( P) o U N p
SOLENOID VALVE $ - o ~
CONTROL ~ ~ a w~ VALVE o m o 3 3
~ ~~Z~-~ww
BULK BAG BYPASS RELIEF o W m 5 5
(900 LBS. NET) VALVE 165 si LOW PRESSURE w ¢ W ~ ( P} u o~~ n SWITCH (110 psi} PRESSURE GAUGE ~ o W m
MOTOR T W SNUBBER o z z MO OR / z 3 J c~ac?cn
m~ cnoNNZ ° Q U W 4 W 0 N
5'-0" o~DUI OUOU
BYPASS REU F
SAFETY SHIELD VALVE (165 si)
BALL VALVE
~ BALL VALVE
DC DRIVE SY5TEM DRAIN
CONTROL PANEL MOTOR BAU_ VALVE
SUCTION
8'-0" STRAINER
VARIABLE SPEED
VOLUMETRIC FEEDER WETTING CONE
~ EDUCTOR PRESSURE GAUGE TYPICAL OF 6
RETU A VA VE W SNUBBER ONE PER ACT~lATOR R TURN OIL B LL L / E RETURN UNE
~ 150 GAL. STEEL FILTE C7 „ FILTER (10 MICRON) HEADER
„ 2 SCH 4O PVC OIL RESERVOIR 2 SCH 80 PVC N FEED U E
NON-POTABLE
WATER SUPPLY LINE
NO SCALE
1i
L! I
II I 3 MIN. I I
II II
x II II x PAC SYSTEM FOUNDATION SHEET
x PER MANUFACTURERS 2" X 1-1 2" REDUCER x RECOMMENDATIONS
x x
x
POWDERED ACTIVATED CARBON SYSTEM DETAIL
NO SCALE D5
NO. DATE BY REVISION DESCRIP11ON
a

U~ W ~
y~_p" CAST IRON VALVE BOX UD W1TH "RAW wATER" UN i
WORD "WATER" CAST IN TOP CAST fN 'ME TOP z~ N
FNISHED GRADE cat n
40OD PSI CONCRETE • N z
/ ~ \ \ \ \ SLAB FLUSH 1MTH / . ' • o- • ' • + FINISHED GRADE i ~ w.
x
~~r\~ 24" MAX. ~ .a J 1 PIPE SIZE PER PLANS
III-III • . I I I_I 8 " - - - a 18 x 18 x 4 CONCRETE PAD - H oo ~D 00
- I=III= • ~ (UNLESS OTHERIMSE SPECIFlED) - - 6 57 WASHED W I - III--.•-I i I ~ ~ ~ I N
I II ~ a - - - STONE -III z~ z
- - - - - - IIII I z.
- - - _ _ - - I I- I-I I III-I I I I _ ~C a
M~ -1=III-III III=1 ~ ICI I I=1 I I- II ao
o - - - - U - - - - A a
~ W X64 BARS ~ 8'
~ ADJUSTABLE CAST IRON ~ CENTER E'w GALVANIZED VALVE
z ~ VALVE BOX (SCREW TYPE) ADJUSTABLE CAST IRON OPERATOR EXTENSION ~ z VALVE BOX TYLER MODEL------? ADJ PIPE SADDLE ~lPPORTS GRINNEL FlG, 264 OR EQUAL Z
1,y - 7128 OR APPROVED EQUAL H
w
12" MIN. PROVIDE 2" CLEARANCE IN ALL DIRECTIONS W .
BETWEEN RISER AND VALVE/ ACTUATOR SUPPORT PIPE H z~
(SEE NOTE 2) VALVE BOX SHALL I
CONCRETE BRICK BE SUPPORTED BY t/2" STEEL PLATE - 1" HOLES
SUPPORT GRAVEL ~ ~
COMPACTED BACKFlLL _ _ Z m IGi N
3 4" CONCRETE ~ W EXPANSION BOLTS ~
2 PER SUPPORT
' I ~ 3'-0" ,`,~tiltl l I I Hrr J
GATE I WATER
VALVE MAIN RAW WATER VALVE
PIPE STAND DIMENSIONS ~ z ~ ~
'd , ~ ~ ,N PIPE SIZE SUPPORT PIPE A-MAX A-MIN p,~, ~ s~ a
;y eeo ~ ~ a~
MIN 8 8 3 101/2 151 4 9~1 4cs' °~eeeeNe
a ' XX • :A ~ • TURNS " ~ '%~N , 8 3 11 3/4 16 i/2 !!'!?rnlnll
• , . ~ a • CONCRETE SUPPORT PAD •ry~ 3 -0 • M ,v 8 LARGER THAN YALVE 12 3 15 19 3/4
aosE (REQUIRED ON GATE VALVES 0-" 16 4 17 3/4 22 t/4 ~
10" AND LARGER ONL1~ X67 WASHED STONE I~
CAST "RAW • ~C~ WATER" 24 6 23 3/4 28 1/4
NOTES• Q 30 8 27 31 1/2 Z
WHEN OPERATING NUT DEPTH EXCEEDS 4'-6" BELOW FINISHED GRADE, PROVIDE
EXTENSION STEM WITH STD. 2" SQUARE OPERATING NU7 IN TOP SECTION OF J
VALVE 80X, EXTENSION STEM SHALL BE SIZED A5 RECOMMENDED BY THE VALVE MANUFACTURER• p .,~T~
BACKFlLL MATERIAL
COMPACTED IN 12" LIFTS Q
U
3'-O" /4 BARS
DIAGONALLY
s
~ i- -I- - - -I- RESLOPE EXISTING STREAM BANK TO
8' ORIdNAL CONTOURS AND STABILIZE WITH NATIVE PLANT MATERIALS+ Z
i I e M~1 e„ ~ - - I - i - I w
I W
~ I-• - BACKFlLL MATERIAL 1N - " 0~ COMPACTED IN 8 LIFTS I I I I I ~1 FULL POND ..I
Ili 3'-0" - - - - - PROPOSED M.J. BUTTERFLY VALVE ANCHOR FABRIC 8' 1 J
I YNTH RESTRAINED JOINT RETAINING + i GLANDS INTO EARTH FILL
BEDDING MATERIAL SHALL BE LOOSE NATIVE - - 1 3' MAX.
SOIL EXCAVATED FROM THE TRENCH, FREE OF 4" ~1,, ,1 - - W
ROCKS FOREIGN MATERIAL, AND FROZEN EARTH. " I I I I I I UNDISTURBED 2 CLEAR NCE - -I- - -i- -1 X1.11 - F-
EARTH ~ BELL HOLES NOT SHOWN L _ _ .1 _ _ _I_ J " 1 - 18 CLASS B RIPRAP - 1~ Q 2 1L 11
TYPE 3 - OVERCUT EXCAVATION V)
BARS FLLTER FABRIC MIRAFI ~,j„
o.c. E.w. 140N OR EQUAL EXTEND RIPRAP AS SHAWN ON SHEET C3
8" THICK, 4000 PSI CONCRETE SLAB WiIH
' "RAW WATER VALVE" iSERICEA LESPEDEZA, SILKY DOGWOOD (CORNUS AMONUM),
CAST ~ THE TOP W WATER LINE RA SILKY WILLOYY (SAUX SERICEA), HAZEL ALDER (ALMU5
PLAN VEW SERRULATA) AND ELDERBERRY (SAMBUEUS CANADENSIS)
NOTE: MPLY WITH ALL FEDERA STATE AND LOCAL SAFETY AND
1. THE CONTRACTOR SHALL CO L, U ING THE DEPARTMENT OF LA80R AND SAFETY ANO HEALTH REGULATIONS HEALTH REGULATIONS INCL D
FOR CONSTRUCTION PROMULGATED UNDER THE OCCUPATIONAL SAFETY AND HEALTH ACT OF 1970 N I
P.L. 91-596 AND UNDER SECTION 107 OF THE CONTRACT WORK HOURS AND SAFETY STANDARDS ~ ) N O U i (NO FERTILIZER TO BE USED Y11THI 10 OF SANK) O O
ACT (P.L 91-54). O N J ~ 5 HP, 480V, 3PH o• D U I I
2. THE STANDARD LAYING AND TRENCW FOUNDATION CONDITIONS, AS DEFlNED IN AWWA C151~ SHALL MOTOR ~ w ~ Q
PTH OF COVER UP TO 9--FEET, TYPE 4 FOR DEPTH OF COVER FROM 9-FEET TO 6E TYPE 3 FOR DE o O 3 m 3 r~z}pww
4- ET AND TYPE 5 FOR DEPTH OF COVER FROM 14-FEET TO 22-FEET FlRE 1 FE HYDRANT 0w~m~55
..wQ ••W~ ,o W~~
O ..zmz~ O z ~•~c~oc~v~ 3
PROVIDE "NON-POTABLE m~av,ov~z o ~ OQUWQWO t0
8" MIN, ~ WATER" 51GN FOR HYDRANT 7~Ul~Ut7U D
/ \ Q
/ \ 1
1 z'~
~ . 80 GAL, ASME RATED RECAVER FOR 200 PSI
~a Banc ELECTRIC
a I I FINISHED AUTOMATIC ELECTRIC ~t4 at 8 E,W.E.F: ~ iv DRAIN VALVE D~ ypL~ PRESSURE GAUGE (TYP) ~~A~D AIR DRYER
GRADE WITH AFTERCOOLER AND
~e e " • 4 MIN. REHEATER
CONCRETE , • DEPTH \ \ \ ' ~ r\ ••1' , , • r\ FLOOR SLAB v , a /r , PRESSURE GAUGE (TYP)
\ d d \ \ / / BALLVALVE AIR LINE FILTER
• 0 ! • / / / r ' , ~
r\r~ 18"x18"X4' CONCRETE PAD r
GROUT ~4 REBAR IN ~ $ COMPACTED EARTH
a 2" HOLES WITH BACKFlLL ADJUSTABLE CAST IRON VALVE BOX
NON-StIRINK GROUT {TYP.)
i
1" AIRLINE AS SHOWN ON PLANS
~ ~ c TEE CONNECTKX•1 i I FLEXIBLE METAL
I M H05E PRESSURE REGULATOR
" A VALVE I 8 G TE 1" AIRUME
I 1 3 CU, YD. OF /
r r r r GRAVEL OR ~ ( i jp44 TIES WASHED STONE TO DRAIN TQ DRAIN TO DRAIN
rl ~ r I•
PIPE OIAMETE ` ~ 5
I I
X X SHEET
X X 18' x Is* x B" UNDISTURBED RESTRAINED JOINT CONNECTIONS
x CONCRETE EARTH x
SUPPORT PAD
CONCRETE PIPE SUPPORT NON-POTABLE FIRE HYDRANT INSTALLATION
3 D6
J N0. DATE BY REVISION DESCRIPTION

26" DIA. X 0.375" WALL THICKNESS STEEL PUMP ~W~ SHROUD WITH EPOXY COATING INSIDE AND OUT c
PUMP ELECTRICAL WIRING U N DESIGNED AND SUPPLIED BY ,
PUMP MANUFACTURER. SHROUD SHALL Z ~
FULLY EXTEND BEYOND THE MOTOR. SAFETY CABLE cNn SUBMERSIBLE PUMP ~
SUBMERSIBLE MOTOR BOWL ASSEMBLY WAFER CHECK VALVE ~ 00
zN SWEVEL CONNECTION H
1fi" STEEL PIPE WITH wx
.
12" IN 0.375" WALL THICKNESS M.
N ~ z
16" CLASS 125 ~~4 M"'! N
1" EYE OLT FOR SAFETY FLANGES (TYP) CABLE ED TO TUBE U z
4<~ x y F-~
~J ~I

, 1~1 Q
/1'_q," a
~ ~ , ~ 20,5' ~ ~ ~ ~ ' V
I - rI PUMP INLET Z
" ~ i6 FLANGED DIP / 1-4 36"~ STEEL ~
. .-4C------- / / STAINLESS STEEL SUPPORTS INTAKE TUBE ~ PUMP CASTERS TO BE OF SIMILAR 1" EYE BOLT THROUGH a,
BY PUMP MANUFACTURER CONSTRUCTION AS SHOWN ON CASTER PIPING FLANGE W
/ ~ I / ~ ~ " 1fi FLANGED DIP TO CENTER PUMP IN SHROUD ASSEMBLY DETAIL THIS SHEET.
I (TYPICAL) (TYPICAL OF 3 PER PUMP) H
/ INTAKE TUBE SHALL 9 BLIND FLANGE BOLT TUBE SHALL HAVE TRANSITION TO Z m
/ - END W/ STAINLESS 'LANGE BOLTED TO 16" DIP DISCHARGE ~ STAINLESS STEEL WITH FLANGED CONNECTION
~ BOLTS
/ z~ m N
/ 45" O.D. X 1" THICK , t=~ W
BLIND FLANGE WELDED
/ TO 16" STEEL PIPE SAFETY CABLE , / Ll~ ,~~p~ujnrrrr ~
~ ~ ..any M
. / ~ Tl.~. r / 1. suBi J~.~LrL' d„ ~ ~ h,rr ~ ~ V a~ 'i 1. SUBMERSIBLE PUMP SHALL BE FACTORY . o
ASSEMBI A M A D HI S A COMPLETE ~ a. SSE BLED N S PPED A ~ _ < ~ o ~ _
UNIT W11 I TH T WIRING CHECK VALVE : o M UN T WI MO OR, PUMP, p~ sw ~
" SHROUD, SHROUD, SUPPORTS, CASTERS, AND RELATED ;tisoo
45 O.D. X 1 THICK FLANGE APPURTE APP TENAN N SSA Y FOR FIELD ~ ''~d UR CES ECE R " ay ,~d~0
WELDED TO END OF INTAKE TUBE 1NSTALLi 1NSTALLAT{ON AND CONNECTION TO 16 a N
DIP DIS( DIP DISCHARGE.
Z. PUM 2. PUMP AND SHROUD SHALL BE
CENTERS 4 CENTERED IN INTAKE TUBE
Q
Z NO SCALE -
J
~7
Q
36" DIA. STEEL U
INTAKE TUBE
21~-s" _._I
NO SCALE Z
' W
J
J
ELECTRIC WINCH WITH A PULLING
CAPACITY OF 13 TONS PER THE
SPECIFlCATIONS LL1
GALVANIZED WIRE ROPE DESIGNED TO Q
MATCH MAXIMUM WINCH CAPACITY F"
BLOCK SHALL (LOCK SHALL BE SUPPLIED WITH SAFETY FACTOR OF 5 U)
WITH 1/2" THI VERTICAL DIRECTIONAL BLOCK WITH STEEL SAFETY GUARI WTH 1/2" THICK WIRE ROPE
SHEAVE AND DOUBLE BALL BEARINGS, A ~ AFETY GU RD
DESIGNED TO MATCH WIRE ROPE SIZE
AND WINCH CAPACITY. BLOCK SHALL
BE LOCATED TO ALIGN WITH PROJECTED .r•¦ -
CENTERLINE OF PUMP DISCHARGE U ..J
PROPOSED 6 DIP ~ FFE 864,00
AIR BURST LINE
N
O U
N p
~ "O U r ~ ~ a
omo „ 33 N~z}.~ww
O w~ m 5 5 FOUNDATION REQUIREMENTS PER v „ w w
STRUCTURAL DRAWINGS o a ° } ~ ~
o ..Zmz c~
WINCH ANCHORS PER z " ~ o o ~ vii ~ m~av~ou~z o MANUFACTURERS a ~ w a w o r
RECOMMENDATIONS ~ o~ 0 0 0 0 0
FABRICATED TRANSIT10N BLOCK ANCHO LOCK ANCHORS PER
FITTING PER DETAIL THIS MANUFACTURE IANUFACTURERS
SHEET RECOMMENDAT ECOMMENDATIONS
PROPOSED 16"~ DIP
PUMP DISCHARGE (TYP,)
1~ - - - - - 4 STEEL AIR LINE TYPICAL ~ SWIVEL CONNECTION ( . 1~ , /
ONE PER SCREEN) ~ ' ,.~11k
1~~
~ SAFETY HOOK TO - y
MATCH WIRE ROPE ~ /
~i~ ~ i
i~ i -
i ~r,i / ~i
~~i
i~
i~ i
PROPOSED 36"~
STEEL GASING PIPE
x (rnP.) I I
PUMP REMOVAL WIN( kL WINCH DETAIL SHEET
x
NO SCALE SCALE
0 D7
J NO. DATE BY REVISION DESCRIPTION

_ _ _
4'-0" MINIMUM
~W~ SYNTHETIC FlL R FABRIC O
2" STEEL ANGLE ATTA H TO VNTH V N APPR F E S. PLACE 11/18" ' oa
POST SET MIN. 18" , INTO GROUND AX F NTH FA I PHI I OF FENCE. Z N TH FA RIC ON U LL S ~
WIR R 0 CEMEN 2 0 CEMEN POST ~
XISTING GROUND OR 6 MAX FO EXTRA STRENGTH SYNTHETIC 1" " . ~ A STRENGTH FlL R 5/8 Z N
FABRIC W O YNRE MESH TEMPORARY SEDIMENT TRAP SCHEDULE -?I MESH FAB IC i..~ ~ --1 w .
TRAP DISTURBED LENGTH WIDTH DEPTH WEIR _ ~ ACRES FT. FT, LENGTH ~ , ~ -I I~ t - ~r ' NUMBER AREA ( ) (Ff,) ( ) ( ) "
" 4, ~ _ 12 MIN, i. 1 ,3,5,9 0,1 18 14 , 834" " GROUND 1" 1 i /4" I••I
1 AX. z
2t 7 B 24' 20' 4' 4` ' I I ~ , . 0,5 I -'I r'. 10" H N /4"
4,6,10 0.3 ZO` 18' 3' 4' z~ 5 S" z
+ NOTE: TST 1 AND 2 SHALL BE CONSTRUCTED AS ROCK DAM. / z•
5 F7 ao
7 WASHED STONE MIN, ~ EXCAVATE 8"x8" TRENCH UPSLOPE ALONG LINE P . E D FlLTER FABRIC INTO TRENCH, a U
~ 1800 CU FT. ACR 1.5 FT. SYNTHETIC ~ I FLTER FABRIC SHALL BE" 1 1 4 v,t ACKFI THE HAND COMPACT SOIL / IIC SHALL BE" "
NATURAL VOLUM OF BA5 5 FT. MAX. 1 BACKFlLI.ED A MIN, OF 8 GROUND ~ ~ EXISTING OR PROPOSED A MIN, OF 8 " 1/4 ?V 3/4
GROUND z
~ ~
EXCAVATED TER FABRIC ~ i CLASS 8 TRAP RIPRAP NOTES: x
~ - 2't 1 MIN. PLAN SIDE ELEVATION W
CROSS SECTION NOTE: 1 COMPACTED AND 1, FlLTER BARRIERS SHALL BE INSPECTED BASINS 1 AND 2 TO ,I GRASSED BERM IMMEDIATELY AFTER EACH RAINFALL AND BE INSPECTED 3. SEDIMENT DEPOSITS SHALL BE REMOVED w ZAINFALL AND AFTER EACH STORM EVENT AND WHEN POLYPROPYLENE
BE CONSTRUCTED AS A ROCK DAM, fNT1RE ' ~ ( DAILY DURING PROLONGED RAINFALL E•i RAINFALL DEPOSITS REACH APPROXIMATELY 1/3 PLASTIC ~
" LENGTH OF"O,~TLET END SHALL - REPAIR SHALL BE MADE A5 NECESSARY. OVERFILL 6 BE CLASS GRIP-RAP 6 i NECESSARY. HEIGHT OF BARKER. 1/2"
FOR SETTLEMENT ERGENCY 8Y-PASS ~ 2. FABRIC SHAH BE REPLACED PROMPTLY 1 4" ~ / :D PROMPTLY 4. SILT FENCE INSTALLED AS NOTED ON PLANS C~
DESIGN ~ SETTLED " 6 BELOW SETTLED " IF FOUND TO BE IN DISREPAIR. AIR. SHALL HAVE A WOVEN WIRE FABRIC tp zM
TOP 21 MIN. TOP OF DAM 12 DITCH DEPTH IN 12 ; I -1 - ` _ ORIGINAL GROUND - ~t - -~G'_ REINFORCEMENT, W ~
~ WEIR LENGTH I ~ - Q
I I_I I I - I I - I I ~I ~ fi-:4_;r,_t - , _ NOTE : WHERE CATCH BAStN S~~ - _ I ~ NATURAL LINE ONLY 24"x24" GRATE A E CATCH BA51N IS NOT IN CURB ~ 1° 1/4 I"x24" GRATE AND FRAME ASSEMBLY READ. 1 1/2" ~4 DEFORMED C7 ~,+ui~iiu~q~
i~~ _ _ _ _ _ GROUND 2, ~ i F • STEEL. ROD ~ ~~~~i
- - _ E~(TEND FLIER FABRIC ~i ~ ,6 INTO BASIN BANK BACK o cuRS 12 uC 0 . ,
i ~ :1 SIDE C C Y Y N Y ;~0 ~'sN ~ ~o ~
FILTER MAX, SLOPE FABRIC 3 1:1 SIDE ® N 'o'-"? ~ CON A-A =a N ~ ELEVATION SE TI rJ W
MIN. MAX. SLOPE J ~U ~ 3 MIN. ~ - W N N
OUTLET S ON SECTION PIPE OUTLET NRY y ~ PIP = 8 ® .tied E U
~ N
P_LA~. P_I.A DRAT AGE AREA WEIR LE GTPI " P1Ad.
ACRES) (FT, ' N N ~ e N ~ ~ "SEE SCHEDULE N
1 4.0 ~ T._.._ 00 +D ~ OR PIPE SIZES
2 8A 3 $,0 INSTALL FLIER " z 8" " ~ H
4 10.0 FABRIC AND r ~ 6 ~ TYP, WN " 5 t2.0 STONE v? OUTLET = 8 o SECTION X-X o W~ 8 CONSTRUCTION NOTES ~ _ - Q
4,• W V TYP. U u N 1, ALL STEPS SHALL PROTRUDE A MINIMUM OF 4 FROM INSIDE FACE OF STRUCTURE WALL. Z
DIMENSIONS SHOWN ARE MINIMUM " ~ 1/4"/ FT c Na 6 '4 (yl a ~ CATCH S z " 0 0~ J
.CATCH BASIN ~ Z v~o 1 v,o 1 4 ~ ~ 2. STEPS DIFFERING IN DIMENSIONS, CONFIGURAl10N, OR MATERIALS FROM
' 4 ~ SECTION C-C " ~ • ? THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS .o ~a
, ~ JUN 0 ~ ~ ~ FURNISHED THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND SEC110N Y-
~ros~ A THE ENGINEER FOR THE USE ~C HAS RECEIVED WRITTEN APPROV L FROM
OF SAID STEPS, U
PLAN GENERAL NOTES:
MORTAR JOINTS t/2" - T/8" THICK l8" THICK 0 0 PSI - 28 DAY DESIGN 1/2"
A ALL CONCRETE TO BE 3600 PSI - 28 DA FILTER FABRIC ATT ED THE POURING OF FLOOR SLAB TO BE AC( TT) 19 GA, HARDW CLOTH LAB TO BE ACCOMPLISHED BY FORMING. Z
HASIN SCHEDULE " ALL CATCH BASINS OVER 3'-0" IN DEPTH C>~C~ sEDna~x'r z sTE L ANGLE 3'-0" IN DEATH SHALL BE PROVIDED WITH STEPS,
~ 1'-a" ON CEN?EBS, sTEPS SHALL ~ IN SET t8 INTO GROUND CONCRETE F.RICK MAY BE USED IN loll S SHALL ~ IN ACCORDANCE WITH STEP DETAIL. I.tJ USEO IN L~U OF HARD COMMON CLAY BRICK.
CSB No. BOTTOM TDP DEPTH (FT) STORAGE PROV D (CU FT> - 0. 57 WASHED STONE JUMBO BRICK WILL ~ PERMITTED. IMITIED.
i B' Z4' 4' 1004,8 8' FOR 8'-0" IN HEIGHT OR LESS USE 8" W~ LESS USE 8" WALL. OVER 8'-O" IN HEIGHT USE 12" J
2" GROUND WALL TO 8'-0" FROM TOP OF WALL, AND ti~„... ~:r FOR FRAME AND GRATE DETAIL SEE STAN OF WALL., AND 8" FOR THE REMAINING 8'-0". :TAIL SEE STANDARD DETAILS.
AREA AS a~ - ALL PIPE IN STORM DRAIN STRUCTURE SF EXCAVA I STRUCTURE SHALL BE STRUCK EVEN WITH THE U)
CATCH BASIN INSIDE WALL, GROUTED AND BRUSHED SM~ A~ FILTER FABRIC PRECAST CATCH BASINS MAY BE USED W D BRUSHED SMOOTH. W LAY BE USED WITH APPROVAL BY ENGINEER.
INTO : - TRENCH 18"
2 AND BACKFlLLED Q
1 DITCH SECTION ~ HALF PLAN OF MANHOLE
~ , RING & COVER
-i LL
- l P HOLE 1 -ACCUMULATED tO~ 10' 4' 38' MINIMUM
-I.'' FOR DEWATERING SEDIMENT NOTES: EXISTING ROAD ACCUMULATED SEDIMENT 1. ATTACH WIRE AND FABRIC TO POSTS ON OUTSIDE OF FENCE 1'-11 i/2"
: l - I - WITH APPROVED FASTENERS.
~ - 4 EXCAVATED DEPTH 2. FILTERS SHALL BE INSPECTED AFTER EVERY RAIN AND REPAIRED , , , , , „ , , s" ~ U ,,,,,,,,,,.,1
MIN. 1 -MAX, 2 l AS REpUIRED, ~ • 4., • • , 3• •
BELOW TOP OF INLET - - - } I- ' t 3. SEDIMENT SHALL BE REMOVED AFTER DEPOSITS REACH 1/3 HEIGHT 6' HUMP TO DIVERT RUNG '0 DIVERT RUNOFF
' ~ OF BARRIER. FROM EXISTING ROAD' EXISTING ROAD N O U
- PIPE X57 WASHED STONE O (7
'y ~ 1 O N ..I O 1 2" O" ~ U I / ~
I PRECAST CONCRETE l - 1 - 1~1 W ~ Q omo „ 33
MANHOLE OR DROP INLET 5 ~1 ~scc.. N~zr~ww
1, ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR STABILITY ANO OPERATION FOLLOWING EVERY RUNOFF-PRODUCING RAINFALL BUT IN NO CASE LESS THAN ONCE EVERY WEEK. O owNm 55 o ~ SECTION A-A U „ w w
AN N AIRS WILL BE MADE IMMEDIATELY TO MAINTAIN ALL PRACTICES A5 DESIGNED. ~P Y EEDED REP Q. OVER ~ MANHOLE C o m
ca z ..w~ 3
2. SEDIMENT WILL BE REMOVED FROM THE SEDIMENT TRAPS AF1ER EACH RAINFALL EVENT, GRAVEL WILL BE CLEANED 4R REPLACED WHEN THE SEDIMENT POOL NO LONGER DRAINS PROPERLY. ~a_o-z ~ mQUwawO o0
~OUIOUOU O
3. SEDIMENT WILL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES ABOUT 0.5 2'-1 1 /4"
La FEET DEEP AT THE FENCE. THE SEDIMENT FENCE WILL BE REPAIRED AS NECESSARY TO MAINTAIN A BARRIER. ~ N
r ,~i 4" 1'-11 3 4" ~ ~ 6 / /
AS WI BE FERTILIZED RESEEDED AS NECESSARY AND MULCHED ACCORDING 70 8" HUMP TO DIVERT RUNOI 4. ALL SEEDED ARE LL ~ FROM EXISTING ROAD 3 DIVERT RUNOFF
SPECIFICATIONS IN THE SEEDING SPECIFICATION TO MAINTAIN A VIGOROUS, DENSE VEGETATIVE COVER. 1NG ROAD r r
2"-3" COAF 2"-3" COARSE AGGREGATE ~
(RAILROAD I (RAILROAD BALLAST) ~
W=D+La 3xD D
NOTES:
CLASS A OR 8 4 3 8" 2'-6 1 /2" N
EROSION CONTROL STONE 1. A STABILIZED PAD OF CI TRAFFIC WILL BE ENTERIC IZED PAD OF CRUSHED STONE SHALL BE LOCATED WHERE I MLL BE ENTERNG OR LEAVING A CONSTRUCTION SITE TO OR
D = PIKE DIA, IN INCHES FA i 4" AX FROM AN EXISTING RDA' a EXISTING ROAD.
T - 8"CLASS 8 RIPRAP FLIER BRC T1:R 2 STONE TO BE 2-3 fNCH 12 WHEN INSTALLED ~ BE 2-3 fNCH WASHED STONE RAILROAD BLAST. 2'-9 1/4"
I CONJUNCTI N WITH A SEE PLANS B 3. TWE ENTRANCE SHALL 8 DANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL ' TRACKING OR FLOWING OR SEDIMENT ONTO PUBLIC STREETS ~
FlLTER FABRIC PREVENT TRACKING OR FlNAL GRADE OR EXISTING PAVEMENT, LING PAVEMENT. THIS MAY REQUIRE PERIODIC 70P DRESSING '
o SECTION A-A WITH ADDITIONAL STONE DITIONAL STONE A5 CONDITIONS DEMAND AND REPAIR AND/OR SECTION A-A
' CLEANOUT OF ANY MEA T 4. All SEDIMENT SPILLED, 1T OF ANY MEASURES USED TO TRAP SEDIMENT. MANHOLE RING ' MENT SPIU.ED, DROPPED, WASHED OR TRACKED ONTO PUBLIC
STREETS MUST BE REMI STONE CHECK DAM. MUST BE REMOVED IMMEDIATELY. ~
STONE SHOULD BE PLACED OVER 1HE CHANNEL BANKS TO KEEP WATER p 5. WHEN NECESSARY WHEE :CESSARY WHEELS MUST BE CLEANED TO REMOVE SEDIMENT D ENTERING A PUBLIC STREET, WHEN WASHING IS REQUIRED,
A I FROM AROUND THE DAM. L =THE DISTANCE SUCH THAT POINTS 1,5 PRIOR TO ENTERING A I FlL1ER F BR C MIN. A AND B ARE E4UAL ELEVATION 9" MIN. IT SHALL BE DONE ON . BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE
~ WHICH DRAINS INTO AN ~RAIN5 INTO AN APPROVED SEDIMENT BASIN. NOTE: TRAFFIC SEARING RING AND COVER.
THE FOLLOWING CRITERIA SHOULD BE USED WHEN DESIGNING A CHECK DAM: MINIMUM WEIGHT 315 POUNDS
-ENSURE THAT THE DRAINAGE AREA ABOVE THE CHECK DAM DOES NOT EXCEED 2 ACRES. 7
-KEEP THE MAXIMUM HEIGHT AT 2 FT AT THE CENTER OF THE DAM. FILTER FABRf RIPRAP APRON SIZING
-KEEP THE CENTER FO THE CHECK DAM AT LEAST 9 INCHES LOWER THAN
I AP THE OUTER EDGES AT NATURAL GROUND ELEVATION. OUTLET PIPE DIAMETER APRON LENGTH APRON WEDTN R PR SIZE -KEEP THE SIDE SLOPES OF THE OAM AT 2,1 OR FLATTER A 3 x Do (I n~ (W.~A+~eI l d ~n„1u~rirurccl ~r.eu ,x Horan nw A~CAC w1 nul! TuC nueUUr~ Tn QCCICT eaACIAAI
11U. %WW/ / \ ^ 1 Vvnnuvleiw~/ J1lW11.iGL VYGf\f LVIf 911\4^ 111.vnv 9111. vnnlvn.l. rv n`.+w. 1...vwv..
CAUSED BY CHECK DAMS FACE VIEW 1 1 x 2,41617 157 3.151 101 121 .3 x 1.5 SHEET
x x
x x
x RIPRAP APRON SIZING at swale outlets) RIPRAP CHECK DAM x
x
32' 130 24 3,5,9 6
3 n D8
NO. DATE BY REVISION DESCRIPTION

DRAINAGE/EROSION CONTROL LEGEND
• • • • • PROPERTY / ROW LINE
070 • • • • • EXISTING CONTOURS
• • • • • PROPOSED CONTOURS \ \
N I
• • • • • RIP -RAP DISSIPATOR
- - - - - - • • • • • DRAIN LINE (SEE PLANS) I I I
❑ • • • • • CATCH BASIN/ YARD INLET /� I
I I_
> — • • • • • PERMANENT SWALE
i
/ + I
• • • • • PROTECTIVE DRAINAGE STRUCTURE /
• • • • • CIRCULAR SEDIMENT BASIN
-__+__ j_
A- +
• • • • • TEMPORARY DIVERSION DITCH 7 / �} V�ODS ++'
/ + +- -
• • LIMITS OF CONSTRUCTION NJ'IIUI�E l +,��+
'x_ '��QNG'+ + + + + +
V
• • • • • TEMPORARY SEDIMENT TRAP ' / I.� VL�� RAP
i
EX G/,APRON
'UT -2
..... ROCK CHECK DAM / ATJRgL� U HSTF ED / + +� + �} + + ---- P UGE;
QRESTEQ LTER TRIP,, P L
/
+1
llllPJJ J �E +
/ ! / +/ +
/ I /+
+ +
+/V.
�-
i
1 �
I \
Illi \
t r t
+ x �
t i
\ \ 1+ I�'�^I� P $ �+ 1
\ I 1 I t 1 I + t t I
\ \ \11 III +++ I+I�+ �}��N �++�+++ 1 n
o \ 1 \\ I I + +
t
+
11 11I I I
1
1 �
I 1111 I I �I +
I
1
I
1
1
1 1
t� l
\ + + + i +
1 1 \\\ \ B 1 r
\ A
\ LQ KOU�f
\ F10ALg \A E \ I I
I -
I
0
ALL DISSSSSSS�UR SH !_LBE \STAB 12 \I�J70�,t�DINE
CRQAt C
TH DET�AIL N Shi T\D6
N TE• AA P QXI� TLAY \9b
OF H8R LIN ��1� F E I URB D' I I
I \q TBL TOP OF # + -~ +
\ L=838.00
f10' WIDE GRASSED FILTER
_STRIP TO BE MAINTAINED
BY CITY OF STATESVILLE
±25 WIDE NATURAL
FORESTED FILTER STRIP
cn
9
_I
+
++ ++ "iIf + + r -t_+
+ +- + + +
t + + + -+ __+-_ + + + +
+ t + + i + t-- # + +
+ + + + I i- t -f i + + +
+ + + f } + + t- + + t + t
t + +- + I + t t + t +� t +
t + + + t + } t
!-+
LINE TABLE
LINE
LENGTH
BEARING
L1
10.00
N 80'30' 57"E
L2
40.00
N19006' 07" W
NOTE:
CITY OF STATESVILLE
SHALL MAINTAIN
STORMWATER FACILITIES
CURVE TABLE
CURVE
LENGTH
RADIUS
Cl
66.29
136.90
C2
157.18
113.20
C3
132.63
399.02
C4
192.53
970.77
C5
117.54
487.02
C6
134.37
1 295.86
- - . r , r" r-% P% r-% /ck QI
ADDITIONAL CLEARING AREA
(APPROX. 50' FROM E.O.P.)
BRUSH AND TREES TO BE
REMOVED, EXISTING GROUND
COVER TO REMAIN (TYP.)
N
Q
Ltji
EB,�1 �og5x
d R - W{�TER QUALITY
pN¢ STORMY�fATER /
PERMANENT /
i l r%ie,e,iPT A T/1 C '
j ; p + + + + , +35 _LF 1.5" RCP, ®.5%+--+ (n
END PROPOSED + + + + + + f t i_ r + +INS/. IIN +� + 616.T + += +
i CURB AND GUTTER
+ oe f)+ + + + t + + + +_ -+_ + +- -+INV. +dUT-� 91•� + + w
'PrPOE}2'P\ MN -f-f I 1 ++ ++tt ++_+ Z
p cc (n�
- _
/ `� �} (§E4 }P,EiTAI� '�OEE` _, C� - + ' + r + + + + + _+ + + t I + } { + + +
11 "r f — _ _
t + + -+ + t ,t } +--+--
-� � � + + - t -k- - + - t + I- 1 1 --+ i _ - { i + i- tom+ I + -}� + t
}
i- + Ott `f t + + + t_ +tet-+
i -+/t +_ -+- t + + +- +
PRunE F AP ALVE
- - - +'� i-+ I I I I _- } f' I I I i f + +t---
01 24' DI DR N / '� \. - r ,/' -:, +--+ - f + + f
LINE:+-
910 -='+ + + ,+ + t ++�--+ -# + __+ + ;�woD� + + +-+-
3 I_F 24" D.I. P.1 _ -
(SEE GHEE Cl) # + I f-- } --+ f
+ + + 1- +- } +' �/ + + i + '�- +/�- '-# is +- + +� +-+ - =1- + t �+ --f- - + _-+_- + t, -+- + + + + + +
�..
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REMARKS
FROM
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SIZE (in)
TYPE
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S (%)
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WAY +
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145
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0.012
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CB 4
12
24
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0.012
.5
t
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+
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+ + +
i +
f i
10.51
863.82'
CB 3
CB 2
24
18
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0.012
2.00
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OUT 2
28
24
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0.012
10.07
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1' DEEP x 1' WIDE
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PLAN- AREA 1
SCALE: 1"= 30'
PIPE SCHEDULE
LOCATION
PIPE
REMARKS
FROM
TO
L (ft)
SIZE (in)
TYPE
n
S (%)
REMARKS
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OUT 1
145
18
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0.012
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,
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CB 4
12
24
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0.012
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CB 4
CB 2
146
24
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0.012
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863.82'
CB 3
CB 2
24
18
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0.012
2.00
CB 2
OUT 2
28
24
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0.012
10.07
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CATCH BASIN SCHEDULE
STRUCTURE
ELEVATIONS
REMARKS
RIM/FLOW LINE
INVERT IN
INVERT OUT
CB 1
859.50'
852.50'
852.40'
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OUT 1
0
851.60'
o
CB 5
884.00'
880.00'
879.90'
4' x 4' structure
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884.00'
879.84'
879.74'
W
CB 3
868.40'
----
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r
m
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868.40'
863.92'
863.82'
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0
m
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WITH OPEN THROAT TYPE OPENING AT CURB
2
2-04-05
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REVISED DRAINAGE OUTLETS 1 AND 2, ADDED ROOF LEADERS
1
8-18-04
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NO. DATE BY REVISION DESCRIPTION

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SECTION A-A
NO SCALE
NOTFS~
1. CITY OF STATESVILLE SHALL MAINTAIN
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X 2. OUTLET FILTER BAGS SHALL BE 4'X6'
X NONWOVEN GEOTEXTILE FABRIC, "DIRTBAG".
X AS MANUFACTURED BY si cEOSOLunoNS. STORMWATER MANAGEMENT PLAN A
cn SCALE: t 30'
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SECTION A-A
NO SCALE
nin-r~c.
1~vCITY OF STATESVILLE SHALL MAINTAIN
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X AS MANUFACTURED BY si cEOSOLunoNS. STORMWATER MANAGEMENT PLAN x N
SCALE: i.= 30.
3
0
J
NO. DATE BY REVISION DESCRIPTION

TEMPORARY SEDIMENT TRAP SCHEDULE 4'-0" MINIMUM
TRAP DISTURBED BOTTOM TOP DEPTH WEIR AYNTHETIC FLTER FABRIC ~
NUMBER AREA (ACRES) L x W L x W (FT.) LENGTH 2" STEEL ANGLE " POST SET MIN. 18 , TTACHED TO POSTS WITH U1 W N o~PROVED FASTENERS. PLACE U O
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2, 8 1.08, .87 18' x 32' 32' x 48' 4' 4' XI 6' MAX F OR OR POST N
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FABRIC ~ 00 Z N W
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~I "NORTH AMERICAN GREEN S-150" ' UNDISTURBED - ~ - - ~ ~i _ N
APPROVED EQUAL OUTLET GRADE ~ o0 _ _ -
5 FT. - DITCH LINER Z U z - z --"NORTH AMERICAN
#57 WASHED STONE MIN. _ GREEN" S-150 " 6 GRAVEL BERM..
~;r N E T 1800 CU FT. ACRE ~ , „ 1.5 FT. . . SPREADER (SEE PLAN OR EQUAL ~ a
NATURAL VOLUME OF BASIN ~ ~~<<,`~ fit.., SYNTHETI , 5 FT. MAX. C EXCAVATE 8"x8" TRENCH UPSLOPE ALONG LINE FOR LENGTH ~ SYNTHETIC OF POSTS. EXTEND FILTER FABRIC INTO TRENCH, )
GROUND ~ z a ~ ~ 1 FILTER FABR ~ ~ ~ t~~.r EXISTING OR PROPOSED BACKFILLED FILTER FABRIC SHALL BE" BACKFILL TRENCH AND COMPACT SOIL a BACKFILLED A MIN. OF 8 ~ U
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EXCAVATED FILTER FABRIC RIP-RAP DISSIPATOR U"" _ _ vI
TRAP CLASS "B" RIPRAP PIPE OUTLET-
~Ow 2'± 1' MIN. NOTES• CROSS SECTI `"III ~1~'?,,~, . - ~ _ _ H - _ (~i
I I- _ COMPACTED AND 1, FILTER BARRIER H BRIERS SHALL BE INSPECTED 3. SEDIMENT DEPOSITS SHALL BE REMOVED _ W
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OVERFlLL 6" III=~!- DAILY DURING PROLONGED F FOR SETTLEMENT 6 =,111 REPAIR SHALL BE MADE AS 3 PROLONGED RAINFALL. DEPOSITS REACH APPROXIMATELY 1 3 W / -
DESIGN Eti1ERGENCY BY-PASS ~i -1~-,a .L BE MADE AS NECESSARY. HEIGHT OF BARRIER. - NOTE; LEVEL SPREADER ~ H SHALL BE CONSTRUCTED 'Z' ~
SETTLED 1" IN 6 BELOW SETTLED 2. FABRIC SHALL BE REPLACEI TOP 2 M Ta' 12" DITCH DEPTH IN 1 j ~_L BE REPLACED PROMPTLY 4. SILT FENCE INSTALLED AS NOTED ON PLANS - ALONG THE CONTOUR AND
ORIGINAL GROUND 12 11"~ IF FOUND TO BE IN DISREPA BE IN DISREPAIR. SHALL HAVE A WOVEN WIRE FABRIC BE THE SAME ELEVATION ~ REINFORCEMENT. " THOUGHOUT. ~
_ WEIR LENGTH i 1'`` III ~{II i~ I i- 'i_i u r i~~ ~ - 6 ,I ~ ilk I ~ ~i 6 GRAVEL Z m
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6 INTO BASIN BANK 0 EN FOR OPEN-THROAT TYPE OPENING UNDISTURBED 1~5~~i~ii
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SOLID LID ANO COVER 1 4.o PLAN ~ NIT vUi STEb ALL O,y PLAN
2 6.0 , wo
3 8,0 IN TA - 4 10.0 S LL FILTER N - E D _ E D A L
5 12.0 FABRIC AND 6' ~ STONE r,_ ~ ~ w m ~ : z ~ ~ - ~ SEE SCHEDULE FOR PIPE SIZES NOT TO SCALE
DIMENSIONS SHOWN ARE MINIMUM `Ir ' ~ ~ ~ ~ '~r ~ SECTION X-X
6 ~ 8 ;,sl ' z TYP. " 'Q YP. -
CATCH BASIN ~ " ~ ~~s,,'" " ~1~` u~~ z
T r~ ~ ~a, W P I ET ~a , " " o J
4 ~ 1 4 ~ OUTLET
~z _ co ~
SECTOOP SECTION Y-Y
Q
U
PLAN GENERAL NOTES: 'ES: 2
MORTAR JOINTS 1/2" - 1/8 TS 1/2" - 1/8" THICK
FILTER FABRIC ATTACHED ALL CONCRETE TO BE 3600 TO 19 GA. HARDWARE CLOTH THE POURING OF FLOOR SLA E TO BE 3600 PSI - 28 DAY DESIGN LL
CIRCULAR SEDIMENT BASIN SCHEDULE , OF FLOOR SLAB TO BE ACCOMPLISHED BY FORMING. 0 ASINS OVER 3'-0" IN DEPTH SHALL BE PROVIDED W1TH STEPS 16` ON CENTER.
2" STEEL ANGLE ALL CATCH BASINS OVER 3• CSB No, BOTTOM TOP DEPTH (FT) STORAGE PROVD (.U FT SET 16" INTO GROUND 1'-0" ON CENTERS. STEPS ( ) JTERS. STEPS SHALL BE IN ACCORDANCE WITH STEP DETAIL, z
CONCRETE BRICK MAY BE U'. 1 9' 21' 3' 615 » N0. 57 WASHED STONE JUMBO BRICK WILL BE PER I 'ICK MAY BE USED IN LIEU OF HARD COMMON CLAY BRICK.
8 M FOR 8'-0" IN HEIGHT OR LE: WILL BE PERMITTED. . W HEIGHT OR LESS USE 8" WALL, OVER 8'-0" IN HEIGHT USE 12 _J
2" ` GROUND WALL TO 6'-0" FROM TOP 0 FROM TOP OF WALL, AND 8" FOR THE REMAINING 6'-0". J
EXCAVATED AREA AS REQUIRED OPENING FOR FRAME AND GRA - ~ ,iii- _ TE DETi ALL PIPE IN STORM DRAIN S' .ND GRATE DETAIL SEE STANDARD DETAILS.
HARDpWARE CLOiN FILTER FABRIC C.ATGH BASIN INSIDE WALL, GROUTED AND STORM DRAIN STRUCTURE SHALL BE STRUCK EVEN 1MTH THE GROUTED AND BRUSHED SMOOTH.
TI~CK~D INTO PRECAST CATCH BASINS MAl CH BASINS MAY BE USED WITH APPROVAL BY ENGINEER.
2 8x8 TRENCH ~ 18" AND BACKFILLED ~;i 2 W
ill _'_iii' I 1 DITCH ' ~ SECTION _,l~i:=~ h-
Ili-i11~ 1,,~, _ ~ ~ - Q
~i~~ 1~ 11 ~1 1,11 - AT ~ I ~ A i N 1 - P
Ali _.,i,-~:~~, ~ _:,I~I ~ ~~~,II~ :I~ ,,;I 111 i EP HOLE -
Tlll~i II--{II~ ii~,, ~ - ACCUMULATED ACCUMULATED ~,I ~l 111_II~ ~ FOR DEWATERING ~ SEDIMENT NOTES:
SEDIMENT iii ii',l! EXISTING ROAD 1 ~i I , 1. ATTACH WIRE AND FABRIC TO POSTS ON OUTSIDE OF FENCE 10' 4' 36' MINIMUM Q
- WITH APPROVED FASTENERS.
EXCAVATED DEPTH = MIN, 1 - MAX. 2 2. FILTERS SHALL BE INSPECTED AFTER EVERY RAIN AND REPAIRED 6"
BELOtiM TOP OF INLET AS REQUIRED.
3. SEDIMENT SHALL BE REMOVED A _ OF BARRIER. FTER DEPOSITS REACH 1/3 HEIGHT 6" HUMP TO [
~ FROM EXI #57 WASHED STONE PIPE 6" HUMP TO DIVERT RUNOFF FROM EXISTING ROAD
I I
M UI I
AI T E P _ E RECA T P S ONCR T LA C EE N MANHOLE OR DROP INLET of o~ J II
1. ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR STABILITY AND OPERATION OooU II
FOLLOWING EVERY RUNOFF-PRODUCING RAINFALL BUT IN NO CASE LESS THAN ONCE EVERY WEEK. c ~ ~o~'Q o N o 3 ~
ANY NEEDED REPAIRS WILL BE MADE IMMEDIATELY TO MAINTAIN ALL PRACTICES AS DESIGNED, o~ Q~ - ~ Z } U W W O ~1~,
EX AV ATE D D R P INLE P R T T I e- -i~-' I o~ m~55 2 •~j~~.'j •;~QOj_~~
2, SEDIMENT WILL BE REMOVED FROM TH E SEDIMENT TRAPS AFTER EACH RAINFALL EVENT. GRAVEL WILL BE CLEANED OR REPLACED WHEN THE SEDIMENT POOL NO LONGER DRAINS PROPERLY. a ~ ~ W m ~ ~ Y- I , ~ til Z Z f..: U`
-i v `1~'~ .~s ,~l J C~ p C~ ~ ~
3. SEDIMENT WILL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES ABOUT 0.5 La FEET DEEP AT THE FENCE, THE SEDIMENT FENCE 1MLL BE REPAIRED AS NECESSARY TO MAINTAIN 1"~ {,labs _-;rt~ ~ ~ ~ Q Q U W Q W O 00
A BARRIER. 1-~~~~: 1 ~ , t. i .1~~~~. y,1 ~ ~ A"r°,~ ~tti, ~~UI~U~U i . _r' _ ~ _ ~ i i ,~`Y .~y`~P~t~l ~y
i ,r>-,~ !.U-, ~ is I~ -~t, ~ ~ • ~~r1.
4, ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS NECESSA AN 6" HUMP TO DI RY, D MULCHED ACCORDING TO .~K ,~,,._L ~ ~ ~ ~ 6" HUMP TO DIVERT RUNOFF 1 ~ ~~r~,r~ h r Yf~ ~ 6
SPECIFICATIONS IN THE SEEDING SPECIFICATION TO MAINTAIN A VIGOROUS, DENSE VEGETATIVE COVER. FROM EXISTING ~-r,. , ~ ~ ~ ~ ~ , FROM EXI T1N ~ ~ ' S G ROAD ~ , , ~ ~ x~'
2"-3" COARSE AGGREGATE ~ ^ ,
I 3xD D W=D+La (RAILROAD BALLAST) 0
- CLASS A OR B NOTES: EROSION CONTROL STONE DIES;
~f' 1. A STABILIZED D =PIPE DIA, IN INCHES ~~~'~i" _ ~ T A A STABILIZED PAD OF CRUSHED STONE SHALL BE LOCATED WHERE
R FFIC WILL T = 18 » CLASS 8 RIPRAP FILTER FABRIC , 24" MAX, FROM AN EX TRAFFIC WILL BE ENTERING OR LEANNG A CONSTRUCTION SITE TO OR
12 WHEN INSTALLED ~ ~ ~ ~ 4,,•, AT CENTER I CONJUNCTI N WITH ~ _t,,~ ~ ; r r`,;: " 2. STONE TO BE FROM AN EXISTING ROAD. STONE TO BE 2-3 INCH WASHED STONE RAILROAD BLAST.
FILTER FABRIC A SEE PLANS B 3. THE ENTRAN( D FINAL GRADE - PREVENT TRH THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL
r - SECTION A-A OR EXISTING PREVENT TRACKING OR FLOWING OR SEDIMENT ONTO PUBLIC STREETS OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING \
WITH ADDITI C WITH ADDITIONAL STONE AS CONDI110NS DEMAND AND REPAIR AND/OR
T CLEANOUT OI CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
4. ALL SEDIMEN' STONE CHECK DAM: , STREETS MU, ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED ONTO PUBLIC STREETS MUST BE REMOVED IMMEDIATELY.
STONE SHOULD BE PLACED OVER THE CHANNEL BANKS TO KEEP WATER A 5. WHEN NECES`. FILTER FABRIC FROM AROUND THE DAM. L =THE DISTANCE SUCH THAT POINTS 1.5' WHEN NECESSARY WHEELS MUST BE CLEANED TO REMOVE SEDIMENT
PRIOR TO EN A AND B ARE EQUAL ELEVATION 9" MIN MIN. IT SHALL BE PRIOR TO ENTERING A PUBLIC STREET, WHEN WASHING IS REQUIRED,
~ WHICH DRAIN IT SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN APPROVED SEDIMENT BASIN.
RI THE FOLLOWING CRITERIA SHOULD BE USED WHEN _ ,~~~~,~~r'- PR DE I I AP SGNN A AT G CH PIPE E • T CK DAM. LE T 3 ~;~:_....-h~ -ENSURE THAT THE DRAINAGE AREA ABOVE THE CHECK DAM DOES NOT
.,rte; EXCEED 2 ACRES. ~ ' Z D
RIPRAP APRON SIZING -KEEP THE MAXIMUM HEIGHT AT 2 FT AT THE CENTER OF THE DAM FILTER FABRIC -KEEP THE CENTER FO THE CHECK DAM AT LEAST 9 INCHES LOWER THAN -
OUTLET PIPE DIAMETER APRON LENGTH APRON WIDTH THE OUTER EDGES AT NATURAL GROUND ELEVATION,
3 x Do RIPRAP -KEEP TH I No. (Da) (La) (W=Do+La) d50 THICKNESS - E S DE SLOPES OF THE DAM AT 2:1 OR FLATTER A
) STABILIZE OVERFLOW AREAS ai nNr. TuF cuetiti~i rn pCCICT r~~cinr,i
~ v I V I\LlIV I LI\VJI UI~ x OUT 1, PIPES 1,2,3 18", 15" 4.5' 6' 10.5' CAUSED BY CHECK DAMS FACE VIEW
x CLASS A 12 x SWALE H
x
x OUT 2 24" 6' 12' 18' CLASS 1 36' SHEET
x RIP R x AP CHECK M SWALE A 6 9' 13.5' CLASS B 18'
3 TEMP. DRAIN 18' 4.5' 15' 19.5' CLASS 2 36' 0
J D8
NO. -DATE- I BY REVISION DESCRIPTION

~W~
DRAINAGE EROSION CONTROL LEGEND N
U°
LINE TABLE CURVE TABLE • • • • • PROPERTY /ROW LINE z~ N
LINE LENGTH BEARING CURVE LENGTH RADIUS X11 M ~L ~
TBM: TOP OF ALUMINUM R/W 00 ® ~ N
-1D70 ~ • • • • • EXISTING CONTOURS L1 60.26 N68'22'21"E C1 226.44 1160.02 MONUMENT EL=956.17 ~ ~ N: 740781.37 p
E: 1382474.86 ~P x
• • • • • PROPOSED CONTOURS C2 317.66 486.17 ~ R .a \ ,ON _ BRADFORD PR O
C3 38.13 305.04 OPERTY ~ / V Z ~ ~ o
3 • • • • • RIP-RAP DISSIPATOR ~y ~T _ ~ ~ N
.~iABILIZED ~y _`1l
- - - - • • • • • DRAIN LINE (SEE PLANS) CONSTRUCTION U z . ~ z z
ENTRANCE / ~
? • • • • • CATCH BASIN YARD INLET ` / PROPOSE PI Q PE GATE ~ - o P ~x
SEE DETAIL ~ ( THIS, SHEET 0 - / _ _ _ ~ o _ _ -
• PERMANENT SWALE ~ ~o ~
- ~ ~ • . , • PERMpNE~JT ~ o ~ ~ -q - t ~ eP
PROTECTIVE DRAINAGE STRUCTURE ! I - ;~~DISSIPATdR 7' ' ~ l ' / - -
X ~ . ~
• • • • • CIRCULAR SEDIMENT BASIN TST-g : 5
ADDITIONAL CLEARING AREA . . / ~
(APPROX. 50 FROM E.O.P. ~ , ~ ~ ' TEMPORARY DIVERSION DITCH , ~ ~ ~ ~ ~i X ~ W
BRUSH AND TREES TO BE / N ~ ~ ~ ~ ~ a • W
REMOVED, EXISTING GROUND ` / R35 . • ~ tiH I I ~ - ~
• • • • • LIMITS OF CONSTRUCTION COVER TO REMAIN ' ~ TYP. Q ( ) : ~ ~ / ~ ~ I SWALE J
: ~ ~~u TST ~ ; ~ ~ : EI ~ ~WAL ~
TEMPORARY SEDIMENT TRAP ~ ~ ~ ~ ~ '•r' - • ~ ~ ~ ~ ~m ~ ~ N
LIMITS OF CONSTRUCTION : : W
RCD • ~ APPROX. 6.72 ACRES ~ :SWALE G ROCK CHECK DAM y j
(TOTAL AREA 1 AND AREA 2 ~ 2~ } I
: ~ C2 I 1 ~~~Uiiiri ~ ~ ~,.i ~ ~ ~
SWALE ~H . : ~ ~ P a..<, SWALE ~H ~ DUKE POWER CO. ~ ~~a~°°
SHARON ACCESS ~ ~ ~'e ~~P~ 0 .o ~
: : ~ : ~ 40 LF 15 RCP ©0.5~ ~ ~ ' i ` AREA' ' ~ ; chg. ~ .r ~ _Q•v, aN o
• - ~ ~ - ~UoN w ° _ N. , 740630.7 ' ~ =
N = X30.5 ~ L ~ ~ ~ INV. OUT.. = 930:3 - ~ I ~ \ ~ °o d I ~ ~ ~
. : - 1 ~ ~ ~ ~c E: 1382296.15 ~ , ~ aoa,,,..o , ~ l o 1 I N ,
. a i I ~'rUrni I 1
: L - i , , i.
SW E F PROPOSED 12 PAVEMENT- ~ / ~ ~ ~ I ~ f ~
_ SEE DETAIL THIS SHEET ( - t ~ ~ 1 ~ ~ 1 I ! 1
` PROR SED BE M R ~ , b WI E TOP MIN. ~ I,
N
N ~ 4' HIG ITH : ~ / o ~ W 3; ~ I J
_ clpE S OPES : ~ ~ _ o
~ ' / ~
- - - - - : / - - Q ~ ,
~ / I ~ I ~ iI , _ : L : U
I I : t- ~ ~ - - - _ Z
I I ~ ~ , o : o ~ ~ E-
' I I I LL
/ i . - i ~ IL_WA TE AR ~ 1 , a ~ ~ -I~~. _ o ~i ~ 1 i aC
- I ~ o - . r ~ ~ / J z
P~- _ _ i W
: 5 ~ - _ ~ 0 koo / / ; GERMAN ~ o • SILT FENCE ~I
ENT ~ J I P. ~N
D15SIPATOR 6 / /
~ ''l,~ p (n
TST- 7 - ~ ~ ~ W
~ i o
i / Q
/ i ~ 0 ~ \ _ - ~
~ ~
- ~
f/ _ 0
00
~ \ \ ~ ~i \ , x , TEMPORARY BERM - RAIS E 'M -RAISE ~
\\v ~i i i 0 A ND MA INTA F.. ~ 0 ~ , IN AS WORK PI S WORK PROGR
J \ I ESSES
A v ~ - - ~ ~ ~ ~ , ~ D \
s~ ~ ~ ~ ~ ~ ~
- 6 - , I I UI I
18 TEMPORARY of I
TEMPORARY i SLOPE DRAIN O M J I I O o o ~ I I
DISSIPATOR 8 W - T O ~ Q ~ N o 3
_ _ i ~ ,zj.-~ww
W - _ _ N D z - _ G. ~ ~ m W W
_ A E E i ~ T . N I ~Q~j_D!o! N O ~ w m
R ~P L N AR EA 2 - 41 41 12' 1 1 z ..w~ z~ 3 .EA 4 2 4 ~~_o_cn o
_ _ ~ ~ sCA LE. 1 - 30 DITCH SHOULDER PAVEMENT F{ OQUWQWO ~ S OULDER DITCH ~ o~ o U o U
1- - - ,I - - , U
ENAMEL COATED 12 GAUGE STEEL 1
- ' SIGN LABELED "AUTHORIZED CGT
PERSONNEL ONLY" IN 3" HIGH 11 p 1 FT 1 4 FT ~
- RED LETTERS ON A WHITE BACKGROUND ~ ~ ~ 4~ 2.
- - I ~ ~ ' ~ e n 4;1
~ ~ 20 -0
n i / ~ 1 2 STEEL ROD 4 O.D. GALV. 2° I-2 ASPHALT
~ ~ ~ ~ ~ ' ~ W PIPE RAI ELDED HANDLE L
- 3" O.D. GALV. i , FINISH GRADE 8" COMPACTED
PIPE SUPPORT BAR ABC
U TEMPORARY DITCH LINER 6 ~ ~ . I,N T p
' , ~ OR H AMERICAN GR - I I ~ EEN S 150
' ~ 6" ~ O.D. GATE POST ~ OR APPROVED EQUAL I ~ c I
3 -O ' ; (TYP. i - -E I I - ~ (TYPICAL ALL WALES) - _ g
i i i ~ ~ _
-i ~ ~ ~ _45' 11 8 COMPACT ` ASPHALT PAVEMENT ED
- ~ ABC -
Ii ~i ~ - ~ ~ t ~ -
2 1 4"x2" " " O / x2 STEEL 3 -O MIN. 11 PI E A 6 . , T N
PLATES WELDED W ITH (TYP.) , ; . ~ , NO r - p SCALE
1 2" HOLE FOR P / ADLOCK - 8 ,
4000 PSI
CONCRETE ~
x x NOTE: (TYP.) 3" MIN. TONE BASE
x 1. ALL WELDS CONTINUOUS 1 -g STANDING CONCRETE CURB DETAIL
x & SOLID, MIN. STAN[ NO SCALE SHEET
h GRIND SMOOTH TYP, PIPE T ) AI 2. ALL GATE MATERIALS SHALL BE
HOT- NO S DIPPED GALVANIZED CALF
AFTER FABRICATION. 0
J C5
NO. DATE BY REVISION DESCRIPTION

DRAINAGE EROSION CONTROL LEG N ED ~W~
N
• • • • • PROPERTY /ROW LINE - U° N
LINE TABLE CURVE 1 CURVE TABLE N
- - - • • • • • EXISTING CONTOURS LINE - ~m .
LENGTH BEARING CURVE LEND _ LENGTH RADIUS z N
• • • • • PROPOSED CONTOURS ` L1 10.00 N80'30'S7"E C1 66.2 N ~ ~v 66.29 136.90
~ L2 wx
N ~ I ~ 40.00 N19 06 07 W C2 157.1 • • • • • RIP-RAP DISSIPATOR 157.18 113.20 a
i C3 132.6; i \ 132.63 399.02 ADDITIONAL CLEARING AREA
• • • • • DRAIN LINE (SEE PLANS) ~ ' ~ C4 192.5; H o APPROX. 50' FROM E. P Z `0 ( 0. ~ 192.53 970.77 N
i~, ~ ~ C5 117.5 BRUSH AND TREES TO BE
? • • • • • CATCH BASIN YARD INLET ~ 117.54 487.02 RE r Z+ U MOVED, EXISTING GROUND PERM,-ANENT Z
/ 1 1 C6 134.3•, COV c, ~ . 134.37 295.86 ER TO REMAIN (TYP.) DI,,~IPATOR 5
- • • • • • PERMANENT SWALE ~ ' ~ - , TST ~ 6
PERMANENT i , _ , 0 _ - ~I
1 l A • • • • PROTECTIVE DRAINAGE STRUCTURE DISSIPATOR 4 ~ ~ ~ - - ~ ~ 50 LF 15 RCP .5% . ~ ~ ~ - - - - p~ U
~ INV. IN = 905.8 TST-5 ~ ~ y ~
~ ~ CIRCULAR SEDIMENT BASIN ~ INV.. OUT - 905.5 ~ ~ ~ ~ ~ ~ ~ ~ ~ 1 ,
1 ~ ~ - - ~ ~
_ ~ _
. ~ • • • • • TEMPORARY DIVERSION DITCH 100' LONG PERMANENT ,,,ice ~ 1 1~ ~1~ ;f 1 l ~ ~
LEV P _ ~ ~ EL S READER (S -
- ~ , • • • • LIMITS OF CONSTRUCTION DETAIL SHEET, D8 - ~ ~ ~ ~ ' wa ~ - _ ~ ~ ~
, , _ X~__ ST ~~+oo R CURB - - ~a
• ~ ,~TSTT3 ~ • • • • • TEMPORARY SEDIMENT TRAP LEVEL SREADER ~ ~ , ~ oo ai . r., ~ STA. 1 +90 , ,
_ ~ ~ , ' ~ ~ C6 ~ U°`
~ ,OVERFLOW SWA ~ ~ ~ ' ; ~ ; ~ ~ _ _ 00- ~ ~ ~ ~ ~ ~ , LE _ OUT 2 / ~ ~
Rc~ • • • • • ROCK CHECK DAM WITH DITCH L ER ; ! ~ ! PERMAN T ~ ~ ~ r <r~ ~ • ~ , ~ ~ i ~ ~ k.-100 k~ t (1,.' SVV W ~
~ ~ NORTH AME AN ~ ~ TAT-2 x ~ I ~ ~ ~ ~ C DISSIPA R~~ 2 ~ ~ - ~ //y / ltr'S I ~ 8 ~1 I i ~ ~ ; _ ' 4v It') r ro . SW C ao V
GREEN s-1 0 ~ ~ , , , , ~ r~~ r rr 1 ~ - ~ ~ so~~ ~ ,,~u ~ ~ ~
_
' . ~ ~ ~ i ~ s i i .r 1 I ~I \ 4~0 / / ' , • ' PERMANENT ` . r ~ I I ~ ~ , _ - ~ ~ ~ / ~ rr ~ ;
~ r it ,i ~ ~ DISSIf ATOR; 1~ i ~ I 1 ~ ~ ,poi d° N ~ ~ ~ ° O , •
/r~ ~ 8` ~ / ° ~ ~ ~ -U.tn w
l ~ r i i C 4 r ~ 111 ~ ~ ~ ° ° °l.~ N ° _i ~ °eo a°
~ ~ ~ III ~ i ~ ~ ' ~ ~ 35 LF 15 RCP _ %d' °°d°°°
, , ~ C1~ ' ~ ~ ~ SMART CURB ~ %o
:I ~ ~ ~ ~ ~ ~ ~3 ~ I i ~ ~ ~ - _ _ INV. IN = 919.1- - ~r ~,,N END OF DRIVEWAY ~ - ~ _ - INV. 0UT_ = 918.9
, ~ ~ ~ ( ~ ~ ~ ~J ~ ~ ~ ~ -
~ ~ ~ I ~ ~ i - PROP OSED 12 PAVEMENT j -
,lt 0 1 5 1 ( i I ~ I ~,i 1 ! ~ _ I , (SEE DETAIL SHEET_C5
~ ~ ~ i ~ ~ ~ I ~li' ~ ~ I ~ i % ~ j ~ 0 ,
~ 1 ~ ~ ~ I , I I ~ i i ~ / _
i ~ ~ ~ ~ i 1 ~ ~ ~ ~ l ~ ~ - - _ - _ - J ~ ~ ~ Q
~ ~ i n
~ ~ ~ ~j ~ ~ i - / ~ 1 ~ ~ ~ r i~~ - - - - ~ p
i ~ - ~ ~ \ ~ ! ~ i i PROVIDE F~.AP ALVE i _ ~ - Q
~ ~ ~ j ~ ~ I ~ Oh,J 24 DIP DR N ~ , - ,
\ 1 i' i ~ ~ ~ i ~ ~ ~ ~ ~ ~ ~ I ~ ~ ~ • ~ ~ ~ ~ ~ LINE I \ 1 ~ ~i~ ~ I ~ ~ _ U 1 - J
\ ~ ~ I 1 I~ ~ ~ i• ~ ~ , - ~ _ - - - I
1 ~ ~ ~ ~ ~ n? A 3b LF; 24 D.I.P / 1 I\ ' ~ ~ ;li ~ ~ k -
1 I ~ `1 i~ ~ ~i. ~ ~ ~ ~ ~ ~ i~ ~ ,r ~ (,SEE „ JEET C1 l i 'L.IMITS -0F - k CONSTRUC110N
,1 ~ I ~ I 1~ I - _ ~ ~ APPROX: 6.72 ACRES
1 ~ ~ ~ 1 ~ ~ Z ~ ~ Q , (TOTAL AREA ~ .AND: AREA 2
~ ( _ ~ ~ Jr ~ _ _ ~ ~ -
Q p ~ ~I ~1 ~ p ` l ~ A _ ~ ~ k _ W
t ~ ~ ~ ~ ~ J ~ ~ ~ - J
SIT td E + / ~ 1 ~ / ~ , , _ _ \ ~ \ ~ 1 i ~ - - - -
TYP. ~ ~ I ~ I / / _ - : ~ ) I 1 - ~ , I ~ I _ _ - , (n
~ ~ ,I ~ ~ ~ ~ i I I I r - I Ir jII,
i I I~ ~ I i ~ ~ I ~ ~ 1 ~ ~ 1 i ~ I ~ I' i n 1 l I I _ l. ~ W I ~ - ~ } ~ ~ PERMANENT - , - 1 - I-
~ I I ~ \ , I I i i I I i ~ 1 I ~ ~ i_ ~I G DISSIPATC~ S J ~
E~ - - ~ - , E-
~ ~ i ~ W~ ~ ~ r - _ ~4 ~ , TS 4 - T-
l CSB 1 I CONTRACTOR SHALL.. _ _ LL
i ~ ~ ~ ~ ~ i, I ~ I ~ - - NOT GRADE WITF-IN
~ ~ ` 20' OF TOWER LEGS -
~ CB 1 i
` ~ PROPOSED RET IN - s I--
~ ~ G ~ ~ ~ _ , WALL - - U
-
i ~
~ » 1 _ n 8 CONCRETE LBW/#4
i I ~ 1 0 ' I c.>I
` I I REBA'R 12 O.C. ACH WAY y cal I PIPE SCHEDULE o of I
_ ~ ~1 i , ~ - 0 0 0 I I
` X ~ fir/ _ - - LOCATION PIPE ~ o Q ~ N O 3 3
~ 1 ~ ~ ~ ~ ~ PROPOSED ,o ~ Z j- U w w FROM TO REMARKS o m ~ S >
1 ~ PUMP STATION z. - L (ft) SIZE (m) TYPE n ~ cn w S „ w ..~¢o~~~
~ _ - - - 1 - - ~ o~..wm CB 1 OUT 1 145 18 HDPE 0.01 z w z z ~ ~
Z - _ - ~ ~ - - 2 .55 w ~ o 0 o cn 3
~ ~ i ` ~ y - _ - / / y m~Q~no~nz o CB5 CB4 12 24 oo~wQwo ~
~ ~ / _ ` _ ~ O 1 ~ - HDPE 0.012 ,5 ~ o ~ o ~ ~
~ ` ~ ~ ~ _ ~ ~ • \ ~ ~ 1' ~ ~n \ CB 4 CB 2 146 24 HDPE _ 0.012
' D ~ ~ ' ~ ~ , ~i ~f ~ ~ 10.51
~ ~Tp _ L,f~l ~ ~ i1 ~1 ~ 1 CB 3 CB 2 24 18 HDPE 0.01 2 2.00
J
ALL D'1S R ED S OR , ~ ~ ~ _ ~ ~ c ~ / / , ~ B H E LINE SHALL -1 ~ ~ ~ CB 2 OUT 2 28 24 HDPE 0.01 2 10.07
BE STABLIZEq ~`I~ ACCORDANCE ~ ~ r
WITH NAIL QN .SHE T~, D6 ~ ~ ~ r'k~X ~ ~ - X~`/' - - Z ~
- , ~ , ~ - , CATCH BASIN SCHEDULE
\ , ~ _ .
_ ~ - ~ ~ ~ TBU: TbP OF #5 ' _p ~ ~ _ ~ ELEVATIONS
` 'EL=838.00 - 2
~ ~ STRUCTURE REMARKS RIM/FLOW LINE INVERT IN IN
- 2 Cn VERT OUT
CB 1 859.50 852.50' »
852.40 8 drains (in)
TEMPORARY B - ERM RAISE OUT1 81 '
AND MAINTAIN AS WORK 5 .60
PROGRESSES CB 5 884.00' 880.00' 87 9.90 4 x 4 structure
CB 4 884.00' 879.84' 879.74
CB 3 868.40'
864.40
NOTE: CB 2 868.40' 863.92' 8 '
CONTRACTOR SHALL SET TWO CONCRETE SURVEY C ONTROL 63.82 864.4 mv, m (CB4)
1A(lAll IA/C~ITC T/~ I IC A AI Cyr A i r~ iri I.1 A TI u ~ ~ ~ ~n . . . ni~T n
X Livia iv IV1CFiIV JGH LCVCL UHIUM NNU NVKIF'I l;AttULINA I vu i 861.00' - SHEET
X GRID COORDINATES. MONUMENTS SHALL BE SET BY A SURVEYOR GRADING/ DRAINAGE/ EROSION
X LICENSED IN THE STATE OF NORTH CAROLINA. LOCATION OF
MONUMENTS SHALL BE APPROVED BY THE ENGINEERING PRIOR TO CONTROL PLAN- AREA 1 NOTE: ALL CATCH BASINS TO HAVE SOLID TOPS
v, INSTALLATION. MONUMENTS SHALL BE SET FOLLOWING CLEARING, SCALE: 1"= 30' WITH OPEN THROAT TYPE OPENING AT CURB C4
o AND PRIOR TO FACILITY LAYOUT.
_1
NO. DATE BY REVISION DESCRIPTION

PLA N ~W~ N
EDGE OF WATER AT SCALE: 1"= 10' I O UN
TIME OF SURV ` ~ ~ EY Z
r ~ SEE SHEET C4 _ N j _ m -
_ r, FpR GRADING AN D
1 i ~ N I EROSIpN CONTROL.. PLAN ~ ~
o I
.fir o I I ~ ~ i i i wx o ,a i _
3 o I I ~ J I ~ p ~ ~ ~ ~ ~ i ~ ~,tP' I ~ _ -
o ~ RO~OS ~ ~ cA , ~ , ~ D LEON RETE ~ , , , ~ PR POS D 3r~ ~ C Q ~ , 0 ~ ~
~ ~ oll,,~, rn ANCHOR TY~PIC L SE STE L ItJTAKE TUBE ~ o ~ ~ ~ 1 00 ~ I F..~ N
~ ' STRUCTURAL, DR UJING ~ ~ ~ I I . i ~i TY ICAL OF I A~ Uy
I i I I I I ~ i I i i t ~ ~ ~ i f-i
1 0 i ~ i - ~I I ~ I _ '
~ ~ ~ ~ ~ I 'I ' ~ ~ ~ oo I ~ ! o ~ ~ I ~ Q~
/ ~ ~ ~ ~ ~ ~ ~ ' ~ N I ( , ~ 11 1 a ~
- ~ ~f ~ = I I - - r ~ , - - 90' (TYPICAL) r~ U v1
- ~ ~ , ; • ~ ~
~ ~ t ~ ' I ~ ~ ~ i I ~ ~ - i , , t ~ -
_ ~ _ - l ~
- I I - ~ ~ E--~ PROPOSED PUMP ST N
~ ~ I i ~ i i,~•
i ~ ~ ~ ~ i I ~3 o SEE SHEET M1 FOF~ PUMP- w a
_ - ~ i - STATION PIPING LAYOUT ~ w H
~ i ~ ~ i i ~ ; ~ P i Z~
1 i ~ ~ I , - ~
~ i.
I _ zm
0+00 ~ I ~ ~ ~ ~ ~ I 0+~0 0+40 0+t~0 ~ i ~ I 1 r ~ ~ +80 1 00 +20 +40 ~ ~ ! ; ; N 13~-0" ~ ~ ~
i ~ ~ 1+60 `1+80 i I I I I ~ ~ ~ I -i - ~ _ ~~'1+80 2 00 ~ ~2+20 +40 2+60 2+80 3+00
r j i - I i I - ~f ~ r - I T I : I ~ T ~ ~u i ~ i
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~ ~ ~ ~ I ~ Q I l I ~ ~ ~ °°eb d, d
~ ! PROP ED ~4"~ WELDED! STE L AI LINE I ~ ~ ' f ~ ~ ~ N ,,rl~
~ ~ ~ ~ , ! , ~ ~ PR POSED BODY i ~ (1'YPI AL OF 1 PER SCE~EEN FOR A TOTA ~ OF 6 ~ m _ _ _
4 ~ (YPIC L OF~6) ~ ! I ~ i Ai ~ i 1 f ~ ~ ~ ~
1 ~ ~ i ~ ~ i,
PROpOSEQ 33 X~ -2 ~~LONG ~ I ~ ~ ~ i ~ ~ ~ I t STA NLES~ STE L IN1fAKE iSCREEN I ~ ~ ~ ~ ; ~ . ~ i
I ~ ~ ~ ~ WITH 0.125 SOT OPENING I i I 0 Q
~ ~ ~ ~ I ~ TYPICAL OF SEEI DETAIL ~ i ~ ~ ~ ~ ~ ~ . ~ z_
I ~ ) ~ ~ ~ ~ ~ \ SHEET D~ ~ ~ ~ ~i J
i i v I ( ~ I ~ ~ X ~ Q
i ~ ~ 0 ~ . Op ~ 0 - ~ -
I i ~ ~ G I ~ ~I ~ ~ i ( i 0 Q
I I ~ 1 I ~ ~ j U
i ~ I I ~ ~ ~ O ~ - I i i i I I ~ ~ ~
y ~ i ~ , , ~ ~ ~ 1 ~ ~
~ i o ~ i TBM; TOP OF 5 REBAR f
~ ~ # ~ O ~ o s o ~ N _ ~ FOC F~ ~s C~ p o
1 ~ o ~ o ~ ~ EL - 838.p0 P( I . O , ~ ~ ; 0 Q ~ Np Q
o N0. DATE ~ BY REVISIO _ N DESCRIPTION Z
P F ILA,
- _ - - - W J
SCALE: HORIZ. 1''~= 10'
VERT. 1 10'
W
- _ E- - Q
PRO OSED UMP ST TION ~
- - - - _ _ - I 0 SEE SHEET 2-FOR I:MP -
870 TATION SECTION
- 870 - U
- - _ - _ _ - -'F -864,Q0- - - - -
XISTING GR UND - 860 UND ~ - I I
U I I
PROTEC IVE BOUY T PICAL OF BODY 860 0l I o J I I
SHALL E 9" DIA. TH 36" EX OSURE, FINISHE GRADE - - 1E oooU I I ~o~Q
CONSTR COED O>`U RESISTAN -ABS PLQS IC, - _ - - - - _ - - O N O U 3 W - - _ Z W
LABEL " AN - - - ED D GER- EEP OUT TH STAINL SS ~C 850 TEEL_M 0&1NG_EYE Ju TAIN _ PLA E RIP RAP, CLASS 1 IN AREA OVE O>- m~55
D_ 5 LES ~ Q D W ~ . ~ W ~
STEEL C BLE SECURED TO PRE AST CONCR TE ~ AROtJN~ OPOSE ~TU8E5 - - 850 0 Z m Z
ANCHOR WIT MINIMUM 2 DEPTH 0 ER TUBES, - DOW TO AN EL NATION OF 823 m~-Q~no~nz
O Q U W Q W O M
J PF PROPOEDI6"~X-5'_ _ _ - _ _ - ~o~oUOU U
840 ,}t~;~ LC LONG INT DUCTIL IRON F A IP
F PON ~ ~ F UL D88.1 ~.~„~~s,-~ ~ 840
- 2 -0 MIN. - - - - - - - _ - - _ ~
D P TH A PROXIMATE
830 E ISTING ~
MA DRAWDO N 828.1 830
- - - - - - 25~ _ _ - - - _ _ _ - - - - - - - - - - 190 _ LF, 0_ PROPOSED 36"~ X 0.5 " WAL { 0.5 "WALL TH CKNESS
STEEL INTA E TUBE WI H BUTT WE DED J( - JOINT _
8 TUBE SHAL . B P X 20 E E O Y COATED 0 INTERI D 0 INTERIOR
D__EX_TER 820
40 20 „ .5
PROPOSED 24 BUTTE FLY - - - - _ VALVE WIT FDA.-APP OVED- EL.-B 00 _ - . - -
OIL HYDR LIC ACTUA OR
810
STEEL OIL LINES TO I TAKE 810
TUBE TYP CAL OF 6
_ PIPE ND PUMP A SEMBLY_ S ALL _
HAVE ASTER AS EMBLIES AS - - _ - - ~
800 SHOW ON SHEET D4. ONE ER
PIP INT EL -798.00 FI ISH
G ADE PROPOSE CONCRETE 800
_ - - - - - - _ - - - -ANCHOR TYPICAL S E - _ _ - - - )
x „ PROPOS D 36" X 36" X 24" STRUCTURAL DRAWIN S
x 790 PROPOS D 330 X x FABRICATED STEEL EE SECTION
x 8'-2" LNG STAINLESS X WASHED STONE 0.5 THICK W/ 24» FLANGE 790 SHEET
x STEEL INTAKE SCRE N BEDDING
X WITH_0. 25"SLQL PROPOSED- SUBMERSIBLE -TURBINE -
- - - ~ OPENIN _~T OF ) c~ PUMP (TYP CAL OF 3) SEE DETAIL
3 SEES AIL SHEET 4 0 780 SHEET D7
0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 0+80 0+90 1+00 1+10
1+20 1+30 1+40 1+50 1+60 1+70 1+80 780 C3 1+80 1+90 2+00 2+10 2+20 2+30 2+40 2+50 2+60 2+70 2+80 2+90
0+00

~W~ N
U° N
Z~ N
m r,
X ~ co E ISTING 30 z N
BUTTERFLY VA V P~ L E ~
. ~ x
TBM. TOP OF ALUMINUM R W L~~ ~ ~ a MONUMENT EL=956.17 /
9 0 N: 740781.37 / / o
E; 1382474.86 / / ~ Z ~
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N \ ~ z~
~ z z
i ~ i ~
~ - i 0
/ ~
/ a~ /
/ x / ~
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sIGN , 30 RAW WATER LINE - W
PHASE 1 (IN PLACE ~ W
EXISTING ST IN ~ i N EEL CAS G i z
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ii Z~ / ~ N
/ ~ I W R35' ~ ~
_ I , ~ i ii i ,~l~l i i ii
~ I 11111111 1 / ~ I \\1\\ !JI
PROPOSED 12' PAVED ROADWAY / I P
PER DETAIL SHEET C5 _
~ ° .Q^(A QN ~ Q~
r N =UjN W _ J
PROPOSED PIPE GATE ~ N iYooO o 0 PE GA ~ = ~
- R DET ~ R20 °°°d ~0 °0o°eoe°0 SHEET C5 ~ %,,N
W <<, ~ AIL SHEET C5 W i ~ _ ~
~ ~ ~ W ''1111
~
i/ ~ ° J
/ j
/ EXISTING SOIL Z Z Q Q \ ~
/ . ROAD r REMOVE 30 CAP U Z 30" CAP AND
J J J
~ CONNECT TO 30" ~T TO 30 PIPE , 0
WITH RESTRAINED :STRAINED JOINT ~-7 a ~
CONNECTION r ;TION ~ w > ~ Q
Q U

~ ~
e, 0
PROPERT` ~ ~ PROPERTY LINE ~ Z
~ w Y
Q ~ W
/i J
/ / z J 0 ~ -
/ / Q
/ z ~
~ / / ~~k W
PROPOSED 30" RESTRAINED C`
NT DIP RAW WATER LINE Q
WITH MIN, 5 -0 COVER f--
i
!L
o
4" U CORNER POSTS c
18" DIA. HELICAL STYLE
RAZOR WIRE ATTATCH I I - TO TOP RAIL PER 2 1 /2" LINE POSTS UI I
SCALE: 1 30' 10'-0" MAX. (TYP,) MANUFACTURERS UI I
RECOMMENDATIONS o J of I WELD ALL JOINTS p~ ~ U I I
FABRIC TO MATCH ~ O k1 Q 2" TOP RAIL THAT USED IN LINE OF FENCE PADLOCK HOLE o N O 3 ~
~ Z j= ~ W W
O ~ ~ 07 ~ W W
~ Q ~ } Q ~ O ~ W m
Z W Z Z F- 3
IW- Q - d ~ ~ ~ ~ ^ ' m Q Ul Z Q U W Q W O N
~ ~ D UJ D U W U U
8" MIN. LOW PERMABLE SOIL CAP UNIT N "~2" BRACE RAIL AT ALL, 2" ~ ~ `GATE CORNERS PULL
0.9 GAUGE WIF ITT -r....~,:...~:~:..: _ 2" MESH (TYP.) No.9 GAUGE WIRE AND END POSTS 2" MESH TYP.
ul__,II~!IIII -111_ III , ( )
III_=111 ~ y.: , III=1 I I . * - _ a •
- .I--1 A - _ - APP .III _ ROXIMATE LIMITS ' ; , , . 6'-0"
L. , Ill OF EXCAVATION '!f- STANDARD UNIT I~ . ~ , 3 " /8 TRUSS ROD (TYP.) WITH TURNBUCKLE
~h {II
1 i - 4" CAP I UN T " . ' 2) - 4 CAP UNITS OR • {9 6" O.D, GATE POST - ~ ~ . ~ , ~ , , ~ . .
z III , • 1) - 8 CAP UNIT 8" STANDARD
jl ~ UNIT ~ 24" f` - NI x • • REINFORCED SOIL U T DRAINAGE Fl ~ LL (3/4 ;ILI L. ~ 2 3/8" LINE POST': _ ~ ~ ~ ~ ~ ~ ,
. - _ CRUSHED ROCK OR STONE) w ~ . ~ RETAINED SOIL 'I
z
. . ~ 1 `I~ ~ o ~ • ~ ~ , ~I I " I i _ 1~1 11 ~,i~ I~~ ~II ,i~~,~ ~~1:=~1~ I ~~1~ _ ~1~~- ' ~ 111 ~ i ~1 t ~1 ,i i " ' -II I` , _ I X11 1I _ 1 i i~ ~ i 1 ~ _ - " ~ 111 I -I
= I~ .a.v ~ 32 0 ~ ~ I ~~111 III I'~1, ~ 1~1-~~' ~ ~-II1 -I .~~.i -I~I~ 11 III11}~11 it _~1~", Ir...~, I_II~I ~~I I~~ ~ 1 11_ Ill II I_~ I - ~1r .1r ~ ~ 11 _ _111 I ~I ~ , 1i1_, ~ ~ " 1 6 ~ 2 O.D. GALV, , ~ 1,
30~ COVERAGE WITH DRAINAGE ~ • '4 ~ , w COMPOSITE OR AGGREGA ~I ; ••r EXISTING GRADE ~I . I~I_.~Il 1 -11 5 B O.D. GALV. MIN I S ~ 1 _ _ i ~ / ~ : I_ TD. PIPE ~:a ' . ~_II , " '~1,~ ~ 111', srD. PIPE~III . • - ~ I~'~
_ ~ 11 , • GRID LENGTi~ ~ DRAIN SYSTEM I ~5 • ~~3-0 - ~l~'. MIN, '~~j~ ~ II` SEMI-SELF DRAINING ~
~ II I!~ - ~ ' ' I' FlNISHED GRADE ' j ~~1: ~ 1, ~5 ~1 _ ~ -1 ~ ` ~~1 „1 CENTER T II' . ~ " I ail' ~ 'S1 1 9 SOP a -3-6
~y~n ~ 1 III= ~ °~a~ r~ . ~lil ~ !n ~ ' - - 1~~,~ 1„ MIN, I~I MIN. ICI, 2" BOTTOM RAIL 11.- ~ "'',I~ ~ ~ i-- TYP.
11I ~ - - - I-' ~ -i ~i ~ 1~ - 5,., ~ ~ ~ _111 ~ ,I,I;~ _11 ~ 111-~ ~ , ~ 11-
III III IIC III ~ III Illiiill! II! '!I, Ili ~ s,~ N; iii ii, in i,, lir-: i, it III 111:111_ I~, i~~ -III, ~~II ~r ili III:- III -111--Iii III; 1, ~ , ' ~ ,1.1 ~ ; 2500 PSI a '
" ~ii,_li!-,iii-ili-iii _II! To of Wall Ste s 4 P ERFORATED PVC DRAINAGE =III~~~ 3" MIN. 1til 1 ~ .II "~iit~ CONCRETE 1 , ' I r _ - 9 X11„,~~ ,~1_ NOTE: u,,; 1~~
TILE (IF REQUIRED) UNREINFORCED CONCRETE MIN. END CORNE A ~~1'-9 3" MIN. R ND PULL POSTS MIN. (TYP.)
OR CRUSHED STONE FOUNDATION SOIL LEVELING PAD (T~'•) SHALL BE 2 7/8" DIAMETER (TYP,)
NOTES:
1. THIS DETAIL SHALL NOi eE uSFn FnR rnticmnrrinni ~T IAITCAil1['n T.,
JCU
Typical THE ENGINEER AS A GUIDELINE FOR PUTTING TOGETHER II LIVVLV CONSTRUCTION IV DL VDRAWINGS & x ST Reinforced Cut Wall STRUCTURAL CALCULATIONS WHICH WILL BE SIGNED, SEALED AND PROVIDED TO x Section X THE CONTRACTOR FOR CONSTRUCTION OF THE RETAINING WALLS. CHAIN LINK FENCE AND GATE DETAIL
X X
X X SHEET
x MODULAR
-CONCRETE 3 KEYSTONE, METROMONT, OR APPROVED EQUAL
.J
C2 NO. DATE BY REVISION DESCRIPTION

~W~
N U O
N i
z~ N m
zN
~v
wx .a
~

~ 1 z~ F-"I N
1 ~ Z U
N z
0
a~
I~
~ \ I ~ ~ I t ~ m1~ SEE SHEET C4 FOR Z
DRAINAGE PIPING ~
W
i W
ii E~ P Z~ ROPOSED 12 WIDE
PROPOSED 20' WIDE X 6' ~ ~ BEGIN STANDING ? PAVED R ~ o J ~ ~ OADWAY ~$ko ~
HIGH CANTILEVER GATE ~ CONC ? ~ ~ ~ BETE CURB pp ~7+00 ~
WITH AUTOMATIC KEYPAD ~ PROPOSED 2" SCH t 1 ~ ~ Z m
/ OPERATOR ~1 ~ ~ 80 PVC FORCE MAIN ~ ~ W
~ ` WITH MIN. 36" COVER EXTEND 24" DIP INTO 5+00 / ~ app _ ~ ~
CATCH BASIN WITH 15 1 ~ ~ ,,u u
PROPOSED 30" RESTRAINED ~ ~ I\ \ FLAP VALVE , .
JOINT DIP RAW WATER LINE ~ PROPOSED KEYPAD / ~.a~ PROPOSED 30 RESTRAI ~ NED ~
1MTH MIN. 5'-0" COVER ~ OPERATOR FOR JOINT DIP RAW WATER L : oa°~.P INE ~ o o , p J 7
WITH MIN. 5-0 COVER ~ =Q°'~ Qo _Uocn w~
` AUTOMATIC GATE ,~koo BEGIN STANDi SEE SHEET C4 FOR - CONCRETE CU Zp19 ~ ~ ~N SIN STANDING ~ - s oo
- JCRETE CURB , ~ Soy, ~ % p
DRAINAGE PIPING ~
~ ~ PROPOSED i6' WIDE X WIDE X ~ - ~ -
PROPOSED~72" RE RAINED JOINT DIP ~ , 6' HIGH DOUBLE SWING _ ~ - Q .SWING ~ '
Si118-OUT tO~FE~ BEYOND FENCE ~ ~3 ° zy_e• GATE W W
LINE WITH'RESTR?~INED JOINT PLUG e ~ PROPO ~ ~ ~ ~ SED 6
AND FITTINGS- AS NECESSARY ~ PROPOSED 1 ~ T`---ABC COMPAC Q <C ED , TED Q
UNDER 30" PIPES. ` ~ ~ APPROXIMATE ~ 1 (MATE ~ ~ ~ PROP STONE BASE Z OSED ~ W W
1 / I s oo ~ ~e is•-o• ~ WELL LOCATION ICATI ON so' ~ 'x-- LOCA TION OF 1 Z Z J
~ ~ - FIELD OFFICE O
PORTABLE PUMP % 1 12X ~ ~ ~ J J ~ ~ ~ _ _ ~
LOCATION SEE ~ PROP ~p~~ENERA OR \ N: 740277.43 3 ~ ~ 1
SHEET C7 / SEE EL CgR16AL E: 1,381,251.10 I ~ i , U U o , ~ ~ ~ ~ 75 I- U
~ ~ DRAWIN S ~ ~ ' i
~ Q Q
C C
PROPOSED 2" PVC NON- ~ ~ \ I ~ s`'G' PROPOS D POWDERED` PROP POTABLE WATER LINE ACTIVAT CAR~N~~ \ ~ CHAIN n
PROPOSED 6' HIGH GALVANIZED V
~ SILO SYS M ~ FITTINGS LAY OUT Z CHAIN LINK FENCE PER DETAILS _
MARKER DESCRIPTIC:, COORDINATES W
PROPOSE 1-1/2" PVC ~ \ ~ NORTHING FASTING J
~ 5 ~ PROPOS D FLOW \ \ / ~ ~ PROPOSED 750 PAC SLU RY FEED LINE a GALLON SURGE 'OSED 750,000 30" 45' B;'MD 740144.
+ METER V ULT PERK ' ~ ~ SEE SHEET D1 .ON SURGE TANK 94 1381o4s.7o
e -1-- ~ ~ 3 DETAILS EE D3 ~ ~ S ~ HEFT D1 Q 30° 45' BEND 740159.13 1381058.41
PROPOSED 6" SCHE I LE ~ e~ecrkic
40 VC DRAIN ~ rRarvsMis oN APPROXIMATE PkUPOSED Q 30" 45' BEND W 740266.12 1381021.22
~ \ ~ rowER PRESSURE MANIFOLD AND ® 30" 45' BEND 74 Q
0317.14 1381045.93
PROP~SED SEPTIC ~ ~ DRAIN FIELD LOCATION 0 30" 45' BEND 740345.54 v! 1381127.62
TANK AND PUMP PROPOS RETAININd\
TANK I , WALL ~ 6 30" TEF 74030 . 9 18 1381202.72 O
» 30" TEE 74029 PROPOSED 1 COPPER 5.so 1381196.34
RE~E~ & CWEM CAL \ AIR L NE ~ COPPER` TUBIN FEED VAULT PER \ INDICA DETAIL SHEET D3 2 ~ PROPOSE 4" DIP DR IN TUBING FOR LEVEL 8 30" 45' BEND 740333.64
INDICATION 13s1117,77 - U
30" 45' BEND 740310.67 1381051.68
i
~ " PROPOSEL~ 1" PVC LINE TO SEPTI TANK ATM PROPOSED 1' ~ » 10 30" 45' BEND 740268.8 ~OPOSED 1 SDR 13.5 0 1381031.41 I I
TO TURBII~IMETER ° \ x•25% GRA E WITH TRA FIC PVC POTABL ~ GRADE CLE NOUTS PER LINE WfTH MI ~ ~ `CODE 24" COVER ~C POTABLE WATER UI I 11 30" 45' BEND 740158.70 1381091,07 ~I I
JE WITH MIN. o M J I I
„ 2 00" ~ I I COVER ~ 30" 45' BEND 740164.07 ~ Q
PROPOSED 2" HDPE \ \ 1381081.04 ~ ~ ~ 3 ~
CHEMICAL FEED ~ U W W 30"X30"X6" TEE I) ~ 740237.34 1381055.56 ~ J ~ m ~ W
LINES i \
N: 740114.63 PROPOSED PUMP ® 6" GATE VALVE 740238. O ~ W m 36 1381058.48 Z ~j Z Z ~ C9
LOOKOUT' SHOALS .LAKE. sTA-noN ~ 15 NON-POTABLE FIRE HYDRANT 740241. 0] Q ~ ~ Z ~
_ 91 1381093.05 O Q U W Q W O ~DU1 ~U~U U
16 30" 45' BEND 74027 4.03 1381042, 83
'
/x~, 30" 45' BEND 740247. 20 1381054.05
18 30" BUTTERFLY VALVE 740233.18
1381057.01
~ ~ ~ x/,~~ N: 740 096.44 12" 45' BEND 740317.8 ~ 6 138128.10
E: 1,381,139.96
4.~~ ~ Z PROPOSED 4' WIDJ N: 740 066.45 ~ 24"X12" WYE 740323. 29 1381231.20
X 6' HI~H GATE E: 1,381,053.69 \
0 30" BUTTERFLY VALVE 74030 . 5 50 1381210.32
30" BUTTERFLY VALVE 740302.3
~ PROPOSED 18" DIP 9 1381199.53 ~
~ ~ NOTE: reM: roP of gs ReenR TO DAYLIGHT WITH p ® 30" BUTTERFLY VALVE 740291 .90 1381204.00
E~asa.oo FLAP VALVE AND ~ n \ SEE SHEET C7 SHEET C7 FOR ENLARGED
RIP-RAP DISSIPATOg/ ~ SITE PLAN NEPROPOSED INTAKE ~ P ~ 12" GATE VALVE 740316. LAN NEAR PUMP STATION 15 1381228.85
1" CORP STOP W/ CURB BOX 740185.70
TUBES, SEE SHEET C3 A J 381058.96
2 ® 2" CORP STOP W/ CURB BOX 740237.88
1381056.64
~ , ~ ~ ~ © 30"X30"X12" TEE 740279. 28 1381045.37
y 12" GATE VALVE 740280.43 1381043.09
r NOTES:
1. ALL BURIED DIP SHALL BE CLASS 250, RESTRAINED JOINT
u - - m WITH RESTRAINEn .Inlt`ir ~iTTU~~~
x itMF'oRARY CONSTRUCTION 2. ALL BURIED PVC 4" AND SMALLER SHALL HAVE
WARNING BUOYS SOLVENT WELD JOINTS.
X X (TYPICAL OF 6) ~ SITE PLAN -AREA 1
SHEET 1 9/29/03 ACL ADD TEMP. BOUYS AND PORTABLE PUMP CONNECTION
o SCALE: 1"= 30'
_1 1
NO. DATE BY REVISION DESCRIPTION

. . ...........r ,
,.i• ~W~ N Uo
N i
' ~ zN

. • Z N
\
wx
~ . a
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/ ' o~ ~ ~ H O z
/ ' -G
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PROPOSED z
ACCESS ROAD z~
/ ~ •
RAW WA' RAW WATER W ~
Q LINE PHA LINE PHASE 1 a+ U
W (NIC) NIC ~ x ~ )
Q
W
_Z ~ ~
J W a
W H
U . z~
ti ~
APPROXIMATE Q
SHORE LINE Q z~ m
P Q / ROPOSED 30 RAW . w~
. WATER LINE /
a° / W
~Y / a ~P,°°e°°°
/ N
~~e ~ ~ e7
Q Q ;cn a N z; ~ - ~U°~ w
/ W ~x eU1 ~ N e° °oW ~e ~
x x d ~~i~ 0°00eo°oe°°0
Q ~ t N 111
W
Z
x f x J
/ ri S s
x • LOOKOUT PROPOSED 750,000 GAL. U Q
I ' SHOALS LAKE SURGE TANK N- Z
f Q : J
{ f
d
x V
x ~
PROPOSED i ' ~
PUMP STATION ,i'~ G~ ~
G Martian ~
O ~ 7
f~
PROPOSED ~ EXISTIN G
~ INTAKE TUBES W WAT ~ ~ ~ ER J _ i
J
R ~ TREATM ENT a ~ R ~
~ ~ ~ ~ ao PLANT
w
Q
s 1HER R~ GAI ~ . .
U ~ r.. RAW WATER LINE ~ '
PHASE 3-NIC o; _ i / F , ~ Q ~ 1
} ~ ~ v
_p. ~ ~ ~ Q
i KC N e~ ~ a.
E pR~VE ~ ~ ~O ~
~ ~ UI I ~ ~o ~ ~ i cal
a~ ~w
o o~~ / Oo~U ~
a,, a 1 RAW WATER LINE 5~P`~i . ~ o a Q ~ ~ O N U 3 _ In i U W
• ~p PHASE 2-NIC ~ ~ ~ ~ ~ W -
~'o , ~ O w w
9, ~ os r Z r~~~ p O 7 W m
4r ~i ~ ~ ~ Pp, ~ i ~ - - F ~ o 0 s ° m Q~ ~Z
e ~ 6 9gl ~ F U Q U W Q W O d' it ~ ~ -~0(n~U~U C7
. w ~ / p , SP~~1 ~ w ` S a ~ ~ ~ ~ ~ ~ ,
0 (4 3 64 64
~9 ~ 0 1gKIE ~ gp o N,~ ~ ; 2 y~
' ~ S~ y ! m ¢ ,
/ ~ m A µ0 ~ ~ RAW WATER LINE; ; FAD j
C ~ ' A ~S~PND _ ~ 6 . ~ orr PHASE 1- f~IC ~ Z a F~~ THERM
• ~ ~ ~ ~ 0tH ~ ~ p Rd SU
' P~ . - , -r,
~ ~ ~ ISLA D FORD',RD ~ •
L K T-- , , ~ ' U oe° ' o~ ~ ~ ~ ,e q
4' WHITE ROCK FARM LN' f
• ' ~
ti', ! ~ t
. ~ - ~ ~ ~ 9 ,.k ~
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rvivi - %'A I P% I wiv
x x
x x
x x ~ SHEET
x y x 010
Sp N
3
0 1
J G4
NO. DATE BY REVISION DESCRIPTION

N r ~ b
~I
I~ i - ~ N LEGEND EXISTI~J
G CC ~l d I TI0~1 S
1. PROPERTY AND RIGHT-OF-WAY INFORMATION ARE FROM TAX MAP5 AND 1, FINISH GRADE TOLERANCES SHALL BE AS NOTED IN THE SPECIFICATIONS, THE ENS °PEO. TELEPFONE PEDES 1 1I N
HIGHWAY DEPARTMENT AND SHOULD BE CQNSIDERED APPROXIMATE. MAKE GRADE CHANGES AS REQUIRED IN THE FIELD WITHOUT EFFECTING THE BID I DNS. THE ENGINEER MAY ?ELEC ELECTRIC PEDESTAL ~ PED. ~
FOR UNCLASSIFIED EXCAVATION. VG THE BID PRICE sicN ~ SIGN w x
2. CONTRACTOR SHALL REPAIR ALL DISTURBED AREAS TO EQUAL OR BETTER CONDITION }sicN STREET SIGN
THAN THE ORIGINAL SITE, OR AS NOTED. 2, UNLESS OTHERWISE STATED, ALL FILL AREAS SHALL BE CONSTRUCTED IN LAYERS " ?cnrv UNDERGROUND CABLE TV SIGN ~ D IN LAYERS OR 8 MAXIMUM y o
THICKNESS WITH WATER ADDED OR SOIL CONDITIONED TO THE OPTIMUM MOISTURE JM MOISTURE CONTENT AS ~uc Foc UNDERGROUND FIBER OPTIC CABLE SIGPJ ~ ~ ~ uo
3. LOCATIONS OF EXISTING UTILITIES AS SHOWN ARE APPROXIMATE ONLY. EXACT DETERMINED BY THE ENGINEER AND COMPACT I H ' LOCATIONS ARE TO BE VERIFIED IN THE FIELD BY THE CONTRACTOR. AT LEAST THRE ED W T A SHEEP S FOOT ROLLER T OT ROLLER TO A CQMPACTION uD TEL UNDERGROUND TELEPHONE CABLE SIGN N
E EQUAL TO OR GREATER THEN 95~ 100 IN T ' DAYS PRIOR TO CONSTRUCTION CONTRACTOR MUST NOTIFY EXISTING UTILITY OWN R ( o HE TOP 2 OF THE SUB GRADE BEL E S. A 3 GRADE BELOW ROADWAY'S AND as INTERSTATE HIGHwaY ~ U z
CALL BEFORE YOU DIG, NORTH CAROLINA ONE CALL 1-800-632-4949. P RKING LOTS) OF THE DENSITY OBTAINED BY COMPACTING A SAMPLE OF THE M ( ) _E OF THE MATERIAL IN s6 u.s. HIGHWAY
ACCORDANCE WITH THE STANDARD PROCTOR METHOD OF MOISTURE-DENSITY REL. DENSITY RELATIONSHIP TEST, ® CONCRETE MONUMENT Q~ ~
4. ALL WORK NEAR AND AROUND WATERWAYS MUST CONFORM TO THE RULES OF THE ASTM 0698 OR AASHTO-99 UNLESS SPECIFIED IN OTHER SPECIFICATIONS. IONS. ? Rw ~oN RIGHT-OF-WAY MONUMENT F.,~ ~
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES. 3. ENTIRE AREA TO BE GRADED SHALL BE CLEARED AND GRUBBED. NO FILL SHALL Due MAILBOX OR PAF R FILL SHALL BE PLACED ON E rTax i~ ~
ANY AREA NOT CLEARED OR GRUBBED. oP8 POSTAL DROP BOX
5. CONTRACTOR MUST PROVIDE EROSION CONTROL DEVICES TO CONTRO(_ RUNOFF FROM THE 0 uP UTILITY POLE
CONSTRUCTION SITE. CONTRACTOR WILL BE RESPONSIBLE FOR ,4Ni' FINES THAT MAY BE 4. ALL SOIL EROSION CONTROL MEASURES REQUIRED BY THE GRADING PLAN SHALL 'LAN SHALL BE PERFORMED LP LIGHT POLE z
PRIOR TO GRADING, CLEARING OR GRUBBING. ALL EROSION CONTROL DEVICES SUC LEVIED DUE TO POLLUTION CREATED DURING CONSTRUCTION. FENCES, ETC.., SHALL BE 64AINTAINED IN WORKABLE CONDITION FOR THE LIFE OF DEVICES SUCH AS SILT ~
THE LIFE OF THE PROJECT •PP POWER POLE F- GUY WIRE ANCHOR w
6. CONTRACTOR SHALL FOLLOW ALL FEDERAL STATE AND LOCAL REG~JLATIONS PERTAININ T AND SHALL BE REMOVED AT THE COMPLETION OF THE PROJECT ONLY ON THE EN G 0 APP ~ ON THE ENGINEER'S
CONSTRUCTION OPERATIONS. ROYAL. PAYMENT SHALL BE CONSIDERED INCIDENTAL TO CLEARING AND GRUBI THE LIFE OF THE PROJECT, A STORM CAUSES SOIL EROSION WHICH CHANGES FINI G AND GRUBBING. IF DURING OOH MANHOLE W ;RANGES FINISH GRADES OR • ~.a. W 0 JUNCTION BOX
.D AT NO EXTRA COST AND r~ Ei 0 EMH ELECTRIC MANHOLE ~
7. WATER LINES SHALL HAVE 3' MINIMUM COVER UNLESS OTHERWISE `;!-!OWN ON THE DRAWINGS. CREATES "GULLIES" AND "WASHED AREAS", THESE SHALL BE REPAIRED AT NO EX ALL SILT WASHED OFF OF THE PROJECT SITE ONTO ADJACENT PROPERTY SHALL E :RTY SHALL BE REMOVED AS Oso~ sTORM DRAIN MANHOLE ~
DIRECTED BY THE ENGINEER AT NO EXTRA COST. THE CONTRACTOR SHALL ADHER 8, WATER AND SANITARY SEWER LINES SHALL HAVE A MINIMUM 10' HORIZONTAL APPROVED EROSION CONTR P A SHALL ADHERE TO ANY 0 c.o. SEWER CLEAN-OUT ~
SEPARATION OR A MINIMUM 18" VERTICAL SEPARATION WITH WATE, V OL L NS WHETHER INDICATED IN THE CONSTRUCTION R 0 ER SEWER, OR SEPARATE COVER. NSTRUCTION PLANS OR UNDER ®ce/Di CATCH enslra DROP INLET
BOTH WATER AND SEWER LINES SHALL BE DUCTILE IRON PIPE 10' EITHER SIDE OF THE CROSSING. / Z+ m Ow~a WATER METER W ~
5. DISPOSABLE MATERIAL ~Fn FIRE HYDRANT
9, WATER AND STORM SEWER LINES SHALL HAVE A MINIMUM 12" VERTICAL SEPARATION, ~ wv WATER VALVE
A. CLEARING AND GRUBBING WASTES SHALL BE REMOVED FROM THE SITE AND IE SITE AND PROPERTY 41PP IRON PIPE FOUND (PROPERTY CORNER !b,
10. SEE PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMATION. DISPOSED OF BY THE CONTRACTOR AT HIS EXPENSE, UNLESS SPECIFIED Oll• ~ ;PECIFIED OTHERWISE. - - - - _ - - - - - - cuL.vERT ~Pn°•so°a°
11, CONTRACTOR SHALL NOTIFY THE PROPER LOCAL AUTHORITIES 24 H~aURS PRIOR TO ANY B, SOLID WASTES TO BE REMOVED, SUCH AS SIDEWALKS, CURBS, PAVEMENT, E~ ° X x FENCE ` v°~P °'.y~
ROAD BEING CLOSED FOR CONSTRUCTION, INCLUDING BUT NOT LIMITED TO THE LOCAL PLACED IN SPECIFIED DISPOSAL AREAS DELINEATED ON THE PLANS OR REM PAVEMENT ETC. MAY BE ~ ~ ~ ° ~ - - - - W APPROXIMAIE LOCATION OF . Q 8~ za ~ =
NElNSPAPER, RADIO STATION, FIRE DEPARTMENT, COUNTY SHERIFF'S DEPARTMENT, SITE AS REQUIRED BY THE SPECIFICATIONS. THIS MATERIAL SHALL NAVE A P ANS OR REMOVED FROM THE ExlsrwG WATER uNES ~~:N ~ -;JE •
AMBULANCE, AND THE COUNTY EMERGENCY MANAGEMENT AGENCY. ALL TRAFFIC OF 2', THE CONTRACTOR SHALL MAINTAINV SPECIFIED COMPACTION REQUIREM ALL NAVE A MINIMUM COVER - - - -G APPROXIMATE LocATION of o~ " z~'° EXISTING GAS LINES ~ )N REQUIREMENTS IN THESE ~ °°~~'d
CONTROL SHALL CONFORM TO THE REQUIREMENTS OF THE NORTH CAROLINA DEPARTMENT AREAS. WHEN DISPOSAL SITES ARE NOT PROVIDED, THE CONTRACTOR SHALL GITCH LINE ~'~~0 0~~`~ 4CTOR SHALL REMOVE THIS N p~\~,~
OF TRANSPORTATION. WASTE FROM THE SITE AND PROPERTY DISPQSE OF IT AT HIS EXPENSE. EXPENSE. - - - - E APPROXIMATE LOCATION OF ~h~i~~~
UNDERGROUND ELECTRIC LINE
12. CONTRACTOR SHALL NOTIFY THE ENGINEER AFTER EXISTING BURIED U1LITIES HAVE BEEN C. ABANDONED U1LITIES SUCH AS CULVERTS WATER PIPE HY ANT A DR S, C STING LOCATED AND 24 HOURS PRIOR TO CONSTRUCTION. THE ENGINEER WILL EVALUATE THE APPURTENANCES, UTILITY POLES, ETC., ;;HALL BE THE PROPERTY OF THE SF APPROXIMATE LOCATION OF VTS, CASTINGS, PIPE E OVERHEAD ELECTRIC LINE
LOCATION OF EXISTING UTILITIES AND DETERMINE WHETHER OR NOT THE PROPOSED AGENCY, OR COMPANY HAVING JURISDICTION. BEFORE THE CONTRACTOR CAh ~Y OF THE SPECIFIED UTILITY
WATER LINE WILL BE MOVED, DESITZQY, SALVAGE, REUSE, SELL OR STORE FOR HIS OWN USE ANY ABANDf TRACTOR CAN REMOVE, - - - - "cr APPROXIMATE LOCATION OF UNGERGROUND TELEPHONE LINES ANY ABANDONED UTILITY, _ _
HE MUST PRESENT TO THE OWNER WRITTEN PERMISSION FROM THE UTILITY I RIGHT-OF-WAY THE UTILITY INVOLVED. , ~ ~
13. ALL FENCE DAMAGED DURING CONSTRUCTION SHALL BE REPLACED l";ITH LIKE MATERIAL TREES/SHRUBS
IN A WORKMANLIKE MANNER AND IN ACCORDANCE WITH STANDARD I~FNCE CONSTRUCTION D. ON SITE BURNING IS AN ACCEPTABLE METHOD OF DISPOSING OF FLAMMABLE FLAMMABLE WASTES WHEN J a TREELINE O
PRACTICES AT THE CONTRACTOR'S EXPENSE. APPROVED BY THE APPROPRIATE AGENCI!.S. WHEN BURNING IS ANTICIPATED NTICIPATED, IN ADDITION TO OBTAINING
ALL NECESSARY PERMITS AND MEETING GOVERNING CODES, THE CONTRACTOR 14. CONTRACTOR SHALL FIELD LOCATE ALL EXISTING BURIED TELEPHONE LINES IN CONFLICT WITH AS TO THE SPECIFIC LOCATION OF BURNING AND SHALL NOT BURN WITHOUT CONTRACTOR SHALL NOTIFY THE ENGINEER
THE PROPOSED WATER LINE. WHERE NECESSARY, EXISTING BURIED TELEPHONE LINES SHALL BE OF THE BURNING SITE. IRN WITHOUT THE ENGINEER'S APPROVAL Q
TEMPORARILY MOVED DURING CONSTRUCTION OF THE PROPOSED WATER LINE AND RE-LAID U
AT NO ADDITIONAL COST TO THE OWNER. AFTER BURNING IS COMPLETED, PURE ASH MAY BE DISPOSED OF BY MIXING iF BY MIXING WITH FILL ~
DIRT. ALL MATERIAL NOT TOTALLY BURNED SHALL BE DISPOSED OF AS SPE( OF AS SPECIFIED IN "B" ~
15. CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE TO EXISIIN~ ROADS DURING ABOVE. THE CONTRACTOR SHALL NOT H CONSTRUCTION AND SHALL REPAIR ROADS PER REQUIREMENTS OF 7EIE NORTH CAROLINA OLD UP WORK PROGRESS FOR THE f S FOR THE PURPOSE OF
DEPARTMENT OF TRANSPORTATION. NO OPEN CUTS OF EXISTIhJ A( HA WAITING FORA BURNING DAY , G RO lS S LL BE ALLOWED
EXCEPT WHERE INDICATED ON THE DRAWINGS OR WHERE SPECIFIC PERMISSION IS GRANTED 6. IN TH
BY THE OWNER. SAND OR A SIMILAR MATERIAL SHALL BE PLACED A PROTECTIVE A E EVENT EXCESSIVE GROUNDWATER OR SPRINGS ARE ENCQUNTERED WITHIN 1 B RRIER CONSTRUCTION THE CONTRACTOR SHALL IN TA °N'~ RED WITHIN THE LIMITS OF f
BETWEEN TRACK EQUIPMENT AND THE ROAD AND CLEANED UP PRCr'~ RLY AFTER CONSTRUCTION. ~ S LL NECESSARY UNDER DRAINS AND DIRECTED BY THE ENGINEER. DRAINS AND STONE AS
J
16. CONTRACTOR SHALL NOT LAY ANY PIPELINES OUTSIDE OF PERMANENT EASEMENTS. IF LINES MUST BE MOVED FOR ANY REASON, THE OWNER NJILL SECURE AN`( ~'CQ111RED EASEMENTS
PRIOR TO MOVING ANY LINES, 7. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ADJUSTMENT OF Al TMENT OF ALL UTILITY ~
SURFACE ACCESSES WHETHER HE PERFORMS ~fHE WORK OR A UTILITY COMPANY F 'COMPANY PERFORMS FEDERAL NPDES STORMWATER PHASE II i?F~;TUIREI,iENTS SHALL BE MET BY TFIE CONTRACTOR FOR ALL CO STRUCTION SITES LARGER THAN 1 ~ . THESE RLt,~UIREMENTS ARE ,Ul~ifvlARI~ED A, FOLLOWS.
THE WORK,
8. THE CONTRACTOR SHALL CONTROL ALL "DUST" BY PERIODIC WATERING AND SHALL
AT ALL TIMES FOR PROPERTY OWNERS WITHIIJ THE PROJECT AREA AND FOR EMER G AND SHALL PROVIDE ACCESS 1. - IMPLEMENT THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN AND KEEP A COPY OF d ID FOR EMERGENCY VEHICLES. THE PLAN ON SITE. DE~ilAl10PJ FROM THE APPROVED EROSION A.ND SEDIMENTATION CONTROL PLAN
ALL OPEN DITCHES AND HAZARDOUS AREAS SHALL BE CLEARLY MARKED IN ACCO KED IN ACCORDANCE WITH THE WILL BE CONSIDERED A VIOLATION OF THE FEDERAL NPDES GENERAL PERb11T. (n
SPECIFICATIONS,
_ 2. PREVENT SPILLING OF FUELS, LUBRICANTS, COOLANTS, HYDRAULIC FLUIDS, AND ANY OTHER PETROLEUM
9. ALL AREAS WHERE TITERE IS EXPOSED DIRT SHALL BE SEEDED, FERTILIZED APJD M '~IZED AND MULCHED ACCORDING 0 PRODUCTS ONTO THE GROUND OR INTO SURFACE WATERS. DISPOSE OF SPENT FUELS APPROPRIATELY.
.i TO THE SPECIFICAl10NS. 1T~E FINISHED SURFACE SHALL BE TO GRADE AND SMOOT AND SMOOTH, FREE OF ALL
ROCKS LARGER THAN 2", EQUIPMENT TRACKS, DIRT CLODS, BUMPS, RIDGES AND C SEEDING. THE SURFACE SHALL BE LOOSENED TO A DEPTH OF f4"-6" TO ACCEPT ,IDLES AND GOUGES PRIOR TO 3, - USE HERBICIDES, PESTICIDES, AND FERTILIZER IN A MANNER N I T CO SS ENT WITH THE FEDERAL INSECTICIDE, f-
CONTRACTOR SHALL NOT PROCEED WITH SEECING OPERATIONS WITHOUT FIRST OBT ° TO ACCEPT SEED. THE FUNGICIDE AND RODENTICIDE ACI~ AND IN ACCORDAN WI - CE TH LABEL RESTRICTIONS. 1T FIRST OBTAINING THE
GENERAL: ALL EROSION CONTROL MEASURES ARE TO BE PERFORMED IN STRICT ACCORDANCE WITH REQUIREMENTS OF 11-IE ENGINEER'S APPROVAL OF THE GRADED SURF:~CE. ALL SEEDING SHALL BE PERFOR _ BE PERFORMED BY A MECHANICAL 4. - CONTROL MANAGEMENT AND DISPOSAL OF LITTER AND SAPJITARY WASTE FROM THE SITE SO THAT N
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES, DIVISION OF LAND RESOURCES, LAND "HYDRO-SEEDER". HAND SEEDING SHALL BE AUTHORIZED ON AN AREA BY AREA l 0 A BY AREA APPROVAL BY THE ADVERSE IMPACTS TO WATER QU~,LITY OCCUR.
QUALITY SECTION, THE FOLLOWING CONSTRUCTION SEQUENCE SHALL BE COMPLIED WITH FOR ALL WORK. ENGINEER.
I I 5. - INSPECT ALL EROSION AND SEDIMENTATION CONTROL FACILITIES EVERY SEVEN CALENDAR DAYS (TWICE IN vl I
1. - OBTAIN GRADING PERMIT. 10. WHERE SPECIFIED, STORM DRAIN PIPE SHALL BE CORRUGATED METAL PIPE (CMP) PIPE (CMP) CONFORMING TO SEVEN CALENDAR DAYS FOR STORK^WATTR DISCHARGES TO STREAMS ON THE AT - of I „ L EST EPA APPROVED 303(4) o J I I
AASHTO M-36, WITH REROLLED ENDS TO ACCOMMODATE CORRUGATED COUPLING E I COUPLING BANDS. 18 PIPE LIST) AND WITHIN 24 HOURS OF APJY STORM EVENT OF MORE THAN 0,5 INCHES OF RAIN IN A 24-HOUR o ° ~ I I
2. - INSTALL ALL EROSION CONTROL MEASURES AS REQUIRED BY THE NOR1T~ CAROLINA DEPARTMENT OF ENVIRONMENT SHALL BE 16 GAUGE, 24" AND 30" PIPE SHALL BE 14 GAUGE AND 36" PIPE AND 5" PIPE AND OVER SHALL BE PERIOD. MAINTAIN A RAIN GAUGE ON SITE AND KEEP A RECORD OF THE RAINF ~ °o ~ ~ ALL AMOUNTS AND DATES. o cv o 3
AND NATURAL RESOURCES, DIVISION OF LAND RESOURCES, LAND QUALITY SEC110N. 12 GAUGE AS SPECIFIED ON THE PLANS. PIPE AND COUPLING BANDS SHALL CONF~ SHALL CONFORM TO NCDOT N ~ z~ ~ w w
1023-3 FOR PLAIN PIPE OR 1032-4 (A) FOR BITUMINOUS COATED AND PARIIALLI 3. - OBTAIN CERTIFICATE OF COMPLIANCE THROUGH ON-SITE INSPECTION BY A REPRESENTATIVE OF THE NORTH DIMPLE BANDS SHALL NOT BE USED. JD PARTIALLY PAVED PIPE. 6. - OBSERVE STORMWATER RUNOFF DISCHARGES AND LOOK FOR CLARITY, FLOATING SOLIDS, SUSPENDED OILS, o ~ ~ m ~ 5 >
CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES, DIVISION OF LAND RESOURCES, OIL SHEEN AND OTHER OBVIOUS 1PIDICATORS OF POLLUTION AND EVALUAT T ~ ° " ~ E HE EFFECTIVENESS OF THE . ~ w EROSION AND SEDIMENTATION CO!!TROL MEASURES. IF SEDIMENTATION IS LEAVING THE DISTURBED AREA, ~ w z z ~ ~
LAND QUALITY SECTION. WHERE SPECIFIED, STORM DRAIN PIPE SHALL BE REINFORCED CONCRETE PIPE RCF TAKE IMMEDIATE ACTION TO CONIJ?OL THE DISCHARGE. w ~ ° ~ ~ ~ TE PIPE (RCP) CONFORMING TO ~ Q ~ ° z °
( AASHTO M-170, AS CONTAINED IN NCDOT STANDARD SPECIFICATION 1032-9 FOR 032-9 FOR WALL "B" TYPE. o Q U w Q w o rri
4. - PROCEED WITH GRADING, CLEARING AND GRUBBING. 7. - KEEP A RECORD OF INSPECTIONS. RECORD ANY VISIBLE SEDIMENTATION FOUND OUTSIDE THE DISTURBED ~ ° ~ ° ~ ° ~ ~
WHERE SPECIFIED, ALL STORM DRAIN PIPE SHALL BE HIGH DENSITY POLYETHELENE DLYETHELENE (HOPE). SMOOTH LIMIT AND RECORD MEASURES TAKEN TO CLEAN l1P THE SEDIMENT. MAKE THESE RECORDS AVAILABLE TO
5, - SEED AND MULCH DENUDED AREA WITHIN 15 DAYS AFTER FINISHED GRADES ARE ESTABLISHED. SEED AND SOIL WA AMENDMENTS SHALL BE PLACED ON A PREPARED SEEDBED AT THE FOLLOWING RAT P LL INTERIOR, WITH WATER TIGHT JOINTS, B4CKFILLED WITH #57 WASHED STONE SHED STONE UP TO MIN. 6" THE DIVISION OF WATER QUALITY OR ITS AUTHORIZED AGENT UPON REQUEST. RECORDS SHALL BE KEPT
ES ER ACRE. OVER THE TOP OF 7HE PIPE. HOPE PIPE USED FOR STORM DRAINA T NTI N GE DE E 0 DETENTION SYSTEMS SHALL BE ON THE FORM PROVIDED IN THE SPECIFICATIONS.
SUMMER (PERMANENT) SEEDING (MAY 15 TO AUGUST 151 "RANCOR BLUE SEAL" OR APPROVED EQUAL. 8. - MAINTAIN EROSION APJD SEDIMENT CONTROL MEASURES TO KEEP THEM OPERATING AT OPTIMUM EFFICIENCY.
LIME 4,000 LBS
FERTILIZER (10-10-10) 1,000 LBS ALL CORRUGATED METAL STORM DRAIN PIPE (CMP) SHALL BE ALUMINIZED TYPE 2 IZED TYPE 2 CORRUGATED STEEL A COPY OF THE GENERAL PERMIT TO DI HA
KY-31 FESCUE 100 LBS MANUFACTURED IN ACCORDANCE WITH THE REQUIREMENTS OF AASHTO M-36. THE M-36. THE PIPE SHALL BE SC RGE STORMWATER UNDER THE NATIONAL POLLUTANT
STRAW MULCH 4,000 LBS. AiJCHORED MANUFACTURED FROM ALUMINIZED STEEL TYPE 2 MATERIAL CONFORMING TO THE f ( ) NG TO THE RE UIR M NT F DISCHARGE ELIMINATION SYSTEM IS INCLUDED IN THE SPECIFICATIONS, Q E E SO ~ AND SHALL BE JOINED WITH VIOLATIONS OF THE NPDES STORMWATER
GERMAN MILLET 40 LBS. AASHTO M-274. ALL PIPE SHALL BE FURNISHED WITH REROLLED ENDS AND SHALL (OR SMALL-STEMMED SUDAN GRASS ®40 LBS.) HUGGER BANDS. THE USE OF DIMPLE BANDS WILL NOT BE ALLOWED. PIPE THROUG RULES CONSTITUTE A VIOLATION OF THE FEDERAL CLEAN WATER PIPE THROUGH 24" DIAMETER ACT AND AR T T
SHALL BE 16 GAUGE, PIPE THROUGH 42" DIAMETER SHALL BE 14 GAUGE, PIPE THI „ E SUBJEC 0 CIVIL f ENALTIES OF UP TO $27,000 PER DAY. UNDER STATE LAW, A DAILY 1GE, PIPE THROUGH 54 DIAMETER CIVIL PENALTY OF $10,000 PER VIOLAl10N CAN BE ASSESSED FOR VIOLATI N
WINTER (TEMPORARY) SEEDING (AUGUST 15 TO MAY 15) MOUNTAINS SHALL BE 12 GAUGE 0 OF TERMS OF THE PER~41T.
LIME 4,000 LBS
FERTILIZER (10-10-10) 1,000 LBS 11. CONTRACTOR SHALL VERIFY ALL ELEVATIONS BEFORE INSTALLAl10N OF FACILITIES. KY-31 FESCUE 100 LBS FACILITIES.
STRAW MULCH 4,000 LBS. (ANCHORED) 12. CATCH BASINS CAST-IN-PLACE SHALL CONFORM TO THE REQUIREMENTS OF NCDO
RYE (GRAIN) 120 LBS, SPECIFICATIONS FOR ROADS AND STRUCTURES LATEST EDITION ARTICLES 840-1 ITS OF NCDOT STANDARD
( ) FOR ALL SLOPES 2;1 OR STEEPER ADD TO THE ABOVE: CURB INLET CATCH BASIN SHALL CONFORM 7U NCDOT STANDARD DETAILS 840.02 ~LES 840-1 THROUGH 840-3. AILS 840.02 THROUGH 840.04.
SERICEA LESPEDEZA KOREAN 50 LBS DROP INLETS SHALL CONFORM TO STANDARD DETAIL 840.14. JUNCTION BOXES SHE V BOXES SHALL CONFORM TO
( } STANDARD DETAIL 840.31,
~ IF HYDROSEEDING, WOOD CELLULOSE MAY BE USED IN ADDITION TO STRAW MULCH AT THE RATE OF ~ 1,000 LBS PER ACRE. 1 ,
0 3. CURB INLET FRAME, GRATE AND HOOD SHALL BE NEENAH R-3233D, PRODUCTS B PRODUCTS BY DEWEY BROS.,
N U.S. FOUNDRY OR EQUAL. DROP INLET FRAME AND GRATE SHALL BE NEENAH R-3 ~ ALL SEEDING SHALL BE MAINTAINED, WATERED, ETC,, UNTIL A PERMANENT VEGETATIVE GROUND COVER IS FIELD INLET COVER SHALL CONFORM TO NCDOT STANDARD DETAIL 840.04 OPENINi NEENAH R-3339A OR EQUAL.
o ESTABLISHED OVER ALL DISTURBED AREAS. ' rn ).04, OPENING FACING UPSTREAM.
N 14. CONCRETE AND MASONRY SHALL MEET THE REQUIREMENTS OF APPROPRIATE SECII N ALL SLOPES 2:1 OR STEEPER SHALL BE COVERED BY EROSION CONTROL MATTING. STAN PRIATE SECTION OF NCDOT
o DARD SPECIFICATIONS FOR ROAD AND STRUCTURES (LATEST EDITION}, CONCRI ION). CONCRETE SHALL BE
z CLASS A OR B, 4000 PSI MINIMUM MEETING THE RE UIREMENTS OF SECTION 1000 Q iECTION 1000, CONSTRUCTED
~ 6. - MAINTAIN SOIL EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER IS FSTARI ISHF~ ini errnonnnirc IAIITLI crnrinni Q~~ ?"~~~~~o~ ~ ",~~T nrniunrur~iTC~ unrur•iTC• nr rrnTinr,i THAW
wvvnvnn~.L VVI u 1 JLV III-Jill UL.I. IvIt"60UI141R 1 0"mLL MCC 1 ML RGIjUIRCMLIV IJ Uf 'IRC.MCIVIJ u JCIiIIVIV lu-+u,
CONSTRUCTED IN ACCORDANCE WITH SECTION 830 AND/OR 834, 7. - REMOVE SOIL EROSION CONTROL MEASURES AND STABILIZE THESE AREAS.
15. TOPS OF PROPOSED FRAMES AND GRATES SHALL BE FLUSH WITH FINISHED GRADE.
8. - REQUEST FINAL APPROVAL BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL SHED GRADE. - SHEET
RESOURCES, DIVISION OF LAND RESOURCES, LAND QUALITY SECTION. 16. TINDALL PRE-CAST CONCRETE BOXES ARE ACCEPTABLE ~ ALTERNATIVES FOR P ROPC FOR PROPOSED CATCH BASINS. G3
0
.J NO. DATE BY REVISION DESCRIPTION