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SITE DATA
REV 4/1606 AAB
Drainage Area - sq._mi. Source USGS QUAD CULVERT SURVEY & HYDRAULIC DESIGN REPORT Character N
Ch SIDE-TAPERED INLET SLOPE-TAPERED IN HOPE MILLS QUAD LET ( ) N. C. DEPARTMENT OF TRANSPORT
Stream Classfftcatlon (Such as Trout, Hlgh Ouallty Water, etc.) __C~' CLASS 'C` CAPE FEAR RIVHI BASIN ATION etc.) DIVISION OF HIGHWAYS
,a ~ - ~ Data on Existing Structure 24' RCP 1 HYDRAULICS UNIT
o HWf HW RALEIGH, N. C.
HWt HW f - - Debris Potential: Low__._-_ Moderate-_ X-___ Htgh
t D= S ~ Data on Structures ' . y0 d _ Up and Down Stream ._~_1_@__8%5_RCBC JBURIED RCBC_fBURIED 17 _(Pro~ U-620]_ I.D. N U-281_--_---__- Project No. 34866.1.1---------------. Pro . t 45+86 -I.-
- - - j S atlon
B = ~ ~ Bf= pe Mills Dam am County _-CUMBERLAND Stream TRIBUTARY_TO_ BULKHEAD CREEK - Stru. No..H01!I~---
D ° Ll WA L - LZ L2= Gage Station No_ Period of Records N, WA
1 Bf_ L3 F Records _ _ _ _ On Highway SR_1003 jCAMDEN-ROAD) Between _-___NC-59 SR 1007 OWEN DRIV and
L - L3= Mox. Discharge wA_____________c.f.s Date.-----__-_WA 1- Lt -__WA _ Fre uenc WA Recommended Structure _~_@ 8'X6'RCBC (BURIED 1' Q Y ~
T So= 0
I - B B B Sf- Historical Flood Information: WA z
f f B S= Date____ WA WA WA WA
Elev._._-_._-_ Est F . req..-_-____Source WA Perlod of WA ~ Recommended Width of Roadway 74' CURB FACE TO CURB FACE 85 ° Skew -----------------------------------Knowledge------- °
Date----------- Elev.--------- Est. Freq.-------Source Tapert4:l to 6:1 f Taper(4:1 to 6:1 i Perlod of ~ Recommended Location is (Up At Down) Stream from Exist AT fng Crossing-
----------------------------------.Knowledge------- Bench Mark is #80, EL=135.52', RAI Spike in base of 24" ine ~L- STA 7+31.72 '
Allowable HW Elev. 116.81_________________•-_-----_-----•---• Normal Wat ------------------------------------------p-- ~ (88.69 RT) Normal Water Surface Elev. _-110.32________ N;
Manning's n :Left 0.6. 0.30____ Channel._ DA7 Right 0.8..0.30 1 Elev. 35.52----- Datum: NGVD 29 0.8. , 0.30 Obtained from obsenatiog o
z
ADDITIONAL INFORMATION AND COMPUTATIONS Flood Study /Status NO FEMA F.I.S. STUDY NO o Temporary Crossing _ _ _ _ _ _ _ none loodway Established?
Flood Study 100 yr. Discharge ___WA_ _ c.f.s.; W.S. Elev.: With FI I' Drainage Area =0.63 sq. mi. oodwcy
- DESIGN DATA hh Floodw°y__wA_-_ Without Floodway.__-wA___ w; Z'
USGS (96-4084) URBAN SANDHILIS IA=15% 4 0 z.
g Hydrolo lcal Method USGS REGRESSION EQUATIONS (96-4084) (96-4084 o y
RQ ,o =64.4 DA • = 45.7 cfs UQ,o =22.7(DA) (IAjS15 R 223.1 cis 220 ~ go ) ~ HDS-5 Hydraulic Design Method
zs =86.2 DA = 60.9 cfs UQzs =28.5(DA)'~(I/a'~ (RQ zs 310.8 cfs 310 cfs , L i } x- ~ ~ ~ ~ N ~
Design Tallwater ' 0 3.29 3.74 4.00' 10 ~ 0 4.00' 4.23' 5.16' Y . ~ . - '
RQso =105 DA J57 = 74.0 cfs 5 ' 0----------~ IC UQ ~o =37.4[DA)~' (IA)A (RQ so 369.5 ds say 370 cfs ~ 100•----------~ 0500--------------- W, ~ , a ~.t
RQ ioo =126 DA = 88.6 cfs _ use .~z Inlet Control Outlet Cor Outlet Control ~ ~
---------------------------------------------------------UQ,ao -48:O~DA) ~RQwo-~--- -427.8 cis say 430 cis _ - YEAR Size & Type 0 Ke HW/D H.W. do do+D h H ~+D Remarks ono ~ , _u ~ ~ t I - ho H LSo H.W. ~ ~ ~ "m~= aA~ .y
2 0 ___RQ soo =1.7 Q ioo = 150.6 cfs UQ =3.33(UQ,o) = 732.6 cfs say 730 cFs 10 YR 1-8'X5' RCBC 220 .2 .89 4.43 2.86 3.93 3.93 .71 ~ jt; ~ `a p.
~.93 3.93 .71 - r'` 0 9 3.74 INLET CONTROL ~u .fix, .
25 YR 1-8'X5' RCBC 310 .2 l.ll 5.57 3.60 4.30 4.30 1.42 1.30 4.30 1.42 0.9 4.82 INLET CONTROL °0 ;
_ - Overtopping_ @ SAG_ STA 46+42.29, ELEV.= 117.47 50 ~ 1'X5' RCBC 370 .2 1.25 6.26 4.05 4.52 4.52 2.02 - 100 YR 1-8' ' R 430 E 1.52 .52 2.02 0.9 5.64 INLET CONTROI ° m
X5 CBC •2 1.40 7.01 4.48 4.74 4.74 2.73 L 1.74 4.74 2.73 0.9 6.57 INLET CONTROL ~
500 YR 1'X5 RCBC 29 n~L -----v ~---------------Ke=b:2----- n=b:b13-----~--"---[=11b'-•------"----------•--"--- 730 .2 2.48 12.42 6.37 5.68 5.68 7.86
-------------------------R--------- ~8----------------8•=32.2 R=4026=1.54 5.68 68 7.86 0.9 12.64 OUTLET CONTROL
H = (0.0236)v z
Is a Floodwcy Revision Required7------N~-------------------------
~o = .71 ~ Outlet VelocltY,(VI01------5-5-ft~------------------- Natural Channel Veloclt qi`,.
H25 = 1.42 x , 2.59 fth. ~a nn I e Velo clt V y 10
Required Outlet Protection ----CLASS 'I' RIP RAP ON BANKS - ~
Nom= 2.02 - , a , CARp~~~i~.
INFORMATION TO BE SHOWN ON PLANS 0 . NON PLANS AA BILLINGS PE ~ . ESS % '•:~9'•.~
H,~ 2.73 Design: Discharge 370 c.f.s. Fre uenc 50 yr. Designed by- ~ Date V10~06 p~c 0 . • ~ ky ~ yr. 116.76' r •
q Y H~ 7.86 Elev. Assist $E/~L ed by-
Base Flood: Discharge .---430------c.f.s. Fre uenc 100 yr. q Y • - 20329 yr. Elev. 117.51' r 1
Overtopping: Discharge ----430------ c.f.s. Frequency Project Engineer: aT• NOTTINGHAM PE ~ F ~ S I NE~:• w~~
100 Y~'• 117.47 y~1 y Elev. A.T. NOTTINGHAM PE ~~i A B Il~~ Reviewed by-
SAG @ STA 46+42.29 ~umn~~
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~m IMPERVIOUS DIKE 'A' CONSTRUCTION SEOUENCE (U-2810)
~ ~ rse sss onus •c• Phase I
• • Install sediment and erosion control devices and stilling basin (capacity= 10 cy.).
F - - . - - ~n - • • Install shoring per traffic control plans (on Centerline).
CB 1S" • Install impervious Dikes A & B and temporary 24" CSP.
STILLING BASIN ~ • TEMPORARY 24" CSP a CB CB TO HOPE MILLS • • Construct Phase I (northern side) portion of RCBC.
a IMPERVIOUS DIKE 'B' BYPASS • Remove impervious dikes A & B and temporary 24" CSP.
SHORING •
INV=108.82 46 47 • -----Ii~o------ • • Install shoring per traffic control plans (5' to the left of Centerline).
~ CB CB -.15=-- • • Backfill and construct roadway over Phase I portion of RCBC.
• Shift traffic to Phase I portion of RCBC. Phase II
' 'INV=107. ~ F ~ F _
F • • Install impervious Dike C & D and stilling basin (capacity= 10 cy). Pump flow across
nx sn onus'c' existing road.
CLASS 'I' RIP RAP • • Remove existing 24" RCP and roadway fill to allow for construction of southern side
portion of RCBC.
y' • • Install temporary 24" CSP between impervious dikes C & D.
1~ ~ ~ • • Construct Phase II (southern side) portion of RCBC.
~ ~ • Remove temporary 24" CSP and impervious Dikes C & D.
• Remove shoring.
• Open traffic over Phase 11 portion of RCBC.
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CB I CB
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2-
12:00 Lunch
1:00 Nottingham U-3462, Shallotte - SR-1357 (Smith Avenue) at NC 130
Brunswick County, Division 3
4C Permit Drawing Review (413 Meeting held 10/20/04)
Team Members: Jennifer Frye- USACE
Gary Jordan- USFWS
Travis Wilson- NCWRC
Cathy Brittingham- NCDCM
Steve Sollod- NCDCM
Ron Sechler- NMFS
David Wainwright- NCDWQ
Chris Militscher- EPA
Kathy Matthews- EPA
Donnie Brew- FHWA
Greg Brew- Roadway
Omar Azizi- Structures
Brian F. Yamamoto- PDEA
Brett Feulner- NEU
David Harris- REU
Joe Blair- Division 3
2:0 Nottingham _U:28_10Fayetteville - SR-1003 (Camden Road) from
NC 59 (Hope Mills Road) to SR-1007 (Owen Drive)
Cumberland County, Division 6
4C Permit Drawing Review (413 Meeting held 6/15/05)
Team Members: Richard Spencer- USACE
Gary Jordan- USFWS
Travis Wilson- NCWRC
. Rob Ridings- NCDWQ
?
Chris Militscher- EPA r=
Kathy Matthews- EPA 0
Donnie Brew- FHWA
Roger Thomas- Roadway A U G 1 5 2007
John Frye- Structures
Charles R. Cox- PDEASAR 37 EH
Tyler Stanton- NEU
David Harris- REU
Tracey Pittman- Division 6
Lee Puckett- Construction
3:00 Adjourn

FINAL MINUTES OF INTERAGENCY 4B MEETING
MEETING FOR PROJECT U-2810, CUMBERLAND COUNTY ,
HELD ON 6 /15/05 q ?.,
tti
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N
d draulics (Present)
NCDOT H Q
ng
am
rew
o
Team Members: An y CD
Richard Spencer USACE (Present) °
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Gary Jordan USFWS (Absent)
Travis Wilson NCWRC (Present)
Brian Wrenn NCDWQ (Present)
Chris Militscher EPA (Present)
Rob Ayers FHWA (Absent)
Roger Thomas NCDOT Roadway (Present)
Elizabeth Lusk ONE (Absent)
Undrea Major PDEA (Absent)
Tracey Pittman Division 6 (Present)
Participants:
John Frye NCDOT Structures
Brian Hanks NCDOT Structures
Amy Billings NCDOT Hydraulics
Sam St. Clair NCDOT Roadway
Charles Cox PDEA
Deanna Riffey NCDOT-ONE
Felix Davila FHWA
DOT began the meeting at 1:00 P.M. with an overview of the project.
Andrew discussed sheet 4 of the plans. The existing 42" RCP shown at Sta 21+70 -L-
(Rt) (Unnamed Tributary 3) will be extended by approximately 90 LF. This area drains
to Little Rockfish Creek. There will be temporary impacts due to dewatering at this site.
Richard Spencer (USACE) questioned the slope of the pipe extension and Andrew
replied that it is approximately the same slope as existing. At this location there is a
possibility to outlet to a grass swale to the northwest to obtain some treatment rather than
outletting directly into the channel. Richard preferred this option of treatment before
outletting to the channel. Richard stated that the permit should indicate what type of
temporary diversion and what type of dewatering are being used during construction.
Some examples included pumping around, using a coffer dam, sheet pile, etc. It is
acceptable to list options for the contractor on the permit. This would help avoid permit
modifications at a later date. The USACE will look at all the options and authorize all of
the options within reason. References can be taken out of the BMP Manual.
Andrew moved to sheet 5 of the plans. The existing 120' bridge over Little Rockfish
Creek will be replaced with 200' long dual bridges. This bridge is in a detailed Flood
Insurance Study and the design is required to have no rise in the 100-year flood.
Hydraulics has designed a 200' long bridge with 3 wetland equalizer pipes at this
location. The design required raising the grade approximately 4 feet on the west side
and 3 feet on the east side. There is a long history of flooding problems at this location
and extensive repairs have been made to this bridge. Raising the grade would also
involve some wetland restoration of 0.102 acres on the east side of the bridge when the
existing abutment is removed. Looking at the footprint of the raised grade increases the
wetland impact by 0.20 acres. (The original design had a total impact of 0.84 acres.) The
planning document indicates a total impact of 1.02 acres at this location. Raising the
grade will have an impact of 1.05 acres. The proposed design is a 21" cored slab
superstructure with 4 spans (2 spans at 55' and 2 spans at 45')., This bridge is located at a
tangent section of the project alignment and is in full superelevation of .02 all the way
across the 2 structures. During construction traffic should be maintained on the existing
structure. The USACE would like to see the equalizer pipes more spread out than that
shown on the plans. Richard would also like to see the equalizer pipes moved to the first
terrace location (see natural ground). Richard indicated that equalizer pipes that were
buried 1' were starting to cut therefore he preferred the equalizer pipes not be buried l'
and place them at grade. There is also a storm drainage system that is taking water off
the bridge that may be tied into the equalizer pipes. Richard did not like the idea,
however he said he would look at the calculations at that location to see the quantity of
flow involved.
Chris Militscher (EPA) wanted to know if the dual bridges could be squeezed together to
reduce the impact to the wetlands. He alsowanted to know if they could be made into a
single structure. Roger Thomas (NCDOT Roadway) indicated that it could be evaluated,
but not easily done. In order to have constructability, a minimum of 10' would be
required between the bridges. There would also have to be a transition from a grass
median to a barrier, which has not been done with great success. Another issue is
maintaining traffic. John Frye (NCDOT Structures) indicated that there is no easy way to
transition from a median to a barrier. Guardrail would be involved and there is usually
insufficient room for a safe transition system. This location on this project also has a turn
lane involved. The USACE wants it investigated and would like to know the reasons
why we can or cannot build it. Chris (EPA) would like the wetland avoidance
minimization well documented. Richard (USACE) discussed pile driving and
construction methods. John Frye (Structures) said the type of construction depends on
the type of structure we are designing. Right now we are looking at using top down
construction with the cored slab up to 55' in length if there are steel piles. We will not be
able to do top down construction with concrete piles. We need to decide what type of
structure will be built before the permit is drawn up. The proposed design should be
backed up with the permit and design methods and construction personnel. Tracey
Pittman (Division 6) mentioned that we do not want obligations made before the type of
structure is decided upon. John Frye (Structures) said that steel piles should work based
on the preliminary information from the NCDOT Geotechnical Unit. The proposed
bridge can be built with all top down construction with 3 spans being built from the north
and 1 span being built from the south. However, we do not have final foundation
recommendations and it may change. Construction methods as well as various options
should be indicated on the permit. Permit modifications are holding up construction and
some sites have been cleared and grubbed and have had erosion problems while the
i
contractor is waiting for permit modifications to be approved. Brian Wrenn (DWQ)
wanted to know if a bridge could span the stream. John Frye (Structures) indicated that it
would involve a deeper superstructure and a work bridge. Brian (DWQ) was concerned
with erosion inside of the channel and wanted to avoid having interior piers inside of the
channel. Travis Wilson (NCWRC) emphasized that no work bridges be used on this
project. Andrew mentioned that another option available would be to look at a 27" box
beam design. Richard (USACE) would also like to look at the option of staggering the 2
bridges. Andrew mentioned that there are debris issues that need to be considered.
Roger Thomas (Roadway) mentioned that moving the bridge might also push it into the
horizontal curve. Richard (USACE) preferred the piles be removed from the channel, the
bridge be shifted, and top down construction methods be used. Andrew concluded that
we would look at shifting the bridge, using longer spans but still maintaining top down
construction, shifting overflow pipes, and removing interior piles from the channel.
Andrew moved on to sheet 6 of the plans and discussed Buckhead Creek. This location
has the grade raised 3' for the hydraulic analysis. Two alternatives were investigated.
The first one was a triple 14'x10' RCBC with 3' sills on the outer barrels. The second
alternative was a 2 span bridge with a total length of 100'. This would most likely be a
single bridge rather than dual bridges like those used on Little Rockfish Creek. The
construction would be staged. The proposed design is a 21 "cored slab bridge with a 40'
span and a 60' span. All agencies preferred the bridge. John Frye (Structures) noted that
the 60' span may be too long for a cored slab bridge. Andrew said he would see if a 27"
box beam would work.
On sheet 6, Andrew described the diversions from project U-620 just upstream of project
U-2810. At unnamed tributary 1, the proposed design is a single 8'x6' RCBC (upstream
is a single 8'x5' RCBC). At unnamed tributary 2, the proposed design is 2 - 36" RCPs.
Richard (USACE) wanted to know how the construction would be phased. He would
like to see a sequence of the construction and method of dewatering. He would also like
us to look at the slopes through the structures. Richard would also like to see the flare in
the wingwall reduced to reduce the impact to the wetlands. Since it is a live stream it is
ok to bury the pipe. Travis (NCWRC) likes to see the culverts buried and backfilled for
animal passage where this is a concern. Sheet 6 will also have swales between the 8'x6'
RCBC and the double 36" RCPs.
On sheet 10, Andrew pointed out that we would not be impacting the wetland. There will
be a 10' clearing zone. Richard (USACE) emphasized the importance of adequate
sediment and erosion control at this location. Richard also mentioned that the method of
clearing should be indicated especially with PDEs. Sometimes it is possible to hand clear
instead of using mechanized clearing. It is also advisable to hand clear and not grub until
the contractor is ready to start the culvert construction. This is important with steep
slopes too.
The meeting adjourned at 2:30 p.m.
STORMWATER MANAGEMENT PLAN
U-2810, VMS No. 34866.1.1
CUMBERLAND COUNTY
Hydraulics Project Manager: Andrew Nottingham, PE
Date 8/3/07
ROADWAY DESCRIPTION
The project involves the widening of SR 1003 (Camden Rd.) in Fayetteville from NC 59
(Hope Mills Rd.) to SR 1007 (Owen Dr.). The overall length of the project is 4.12 miles.
The proposed improvements will widen the existing two-lane facility to a four-lane (78')
curb and gutter section with a 22-foot raised grass median from Hope Mills Road (NC
59) to Crystal Springs Road (SR 1137). A five lane (68') curb and gutter section is
proposed for the remainder of the project from Crystal Springs Road (SR 1137) to Owen
Drive (SR 1007).
ENVIRONMENTAL DESCRIPTION
The project is located in the Cape Fear. River Basin. There are 3 major stream crossings
on this project. The first one is located at Little Rockfish Creek which is classified as
Class `B' water. The existing bridge will be replaced with a new bridge. The second
crossing is located at Buckhead Creek which is classified as Class `C' water. The
existing bridge will be replaced with a new bridge. The third crossing is located at
Station 45+85 +/- and is an Unnamed Tributary to Buckhead Creek.
Approximately 273 feet of existing stream will be impacted due to the project.
Approximately 0.63 acre of wetlands will be impacted.
BEST MANAGEMENT PRACTICES AND MAJOR STRUCTURES
Best Management Practices (BMPs) and measures used on the project are an attempt to
reduce the stormwater impacts to the receiving streams due to erosion and runoff.
Grassed swales and preformed scour holes were used where practicable to treat
stormwater runoff prior to entering the streams. Bridge deck drainage will not be
allowed to directly discharge into the water. There are three major stream crossings
consisting of a new replacement bridge at Little Rockfish Creek, a new replacement
bridge at Buckhead Creek, and a new culvert replacing a 24" RCP at an Unnamed
Tributary to Buckhead Creek.
GRASSED SWALES
-L- STA 19+50 TO STA 21+70
-L- STA 37+00 TO STA 39+50
-L- STA 38+75 TO STA 39+90
-L- STA 45+40 TO STA 45+75
-L- STA 49+25 TO STA 51+00

PREFORMED SCOUR HOLES
-L- STA 46+40
-L- STA 117+03
BRIDGES
-L- STA 27+70 Replace existing bridge over Little Rockfish Creek. This includes a
temporary work bridge.
-L- STA 39+86 Replace existing bridge over Buckhead Creek.
CULVERTS
-L- 45+86 Replace existing 24" RCP with 8'x6' RCBC (buried 1' below streambed).
PIPE EXTENSIONS
-L- 21+70 Extend existing 42" RCP with 96' of 42" RCP.
PIPE REPLACEMENTS
-L- 49+66 Replace existing 30" RCP with 2 @ 30" RCPs.
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PARCEL NO.
NAMES ADDRESSES
4 NEIL SMITH 5301 CAMDEN ROAD, FAYETTEVILLE, NC 28306
5 NEIL SMITH 5301 CAMDEN ROAD, FAYETTEVILLE, NC 28306
6 NEIL SMITH 5301 CAMDEN ROAD, FAYETTEVILLE, NC 28306
9 BEVERLY MATTHEWS PO BOX 39, HOPE MILLS, NC 28348
11 KATHERINE WARD PO BOX 949, FAYETTEVILLE, NC 28302
12 MARY ALMA GILLIS 8621 CALATIA CHURCH RD
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