20050688 Ver 2_Stormwater Info_20061117

•
•
•
•
• ~ Kimley-Horn
• ^ ~ ~ and Associates Inc.
• M e m o r a n d u m
Date: November 2006
v~, o5-o~gg
Project: Martin Marietta Materials: East Alamance Quarry
Alamance County, North Carolina
Subject: Stormwater Impact Analysis and Minimization Evaluation for the expansion area
adjacent to the mine in support of Section 404/401 permitting.
OVERVIEW
• This memorandum provides a limited Stormwater Impact Analysis and Minimization Evaluation
• conducted for the proposed East Alamance Quarry expansion located in Alamance County, North
Carolina. It is intended that this analysis would be attached to the 401 water quality certification
• application for review by the NC Division of Water Quality (NCDWQ).
The East Alamance Quarry is located to the south of SR 1752 and west of NC State Highway 49,
northeast of Burlington, NC. The site is also located northeast of the Haw River and contains a portion
of Boyd's Creek, a tributary to the Haw River. For the expansion area within the quarry site, Boyd's
Creek serves as the eastern boundary. The site is primarily forested with some agricultural fields in the
northwest corner of the expansion area. A 90 foot wide power line corridor extends across the expansion
area from west to east. The 404/401 Permit Figures 1 through 3 (attached) show the expansion tract
permit area and referenced areas below.
Currently five streams and five wetlands have been identified within the subject property. Stream A
originates from Wetland A, near the northern boundary and flows southeast to Boyd's Creek located
along the southeastern boundary. Stream A is conveyed through culverts in two locations for distances
of approximately 437 and 104 feet. The total length of Stream A within the property is approximately
3,487 linear feet. Stream B is located in the southwestern corner of the property, entering south of the
power line, and flows southeast to the southern boundary of the property. The total length of Stream B
within the property is 1,746 linear feet. Stream C originates from Wetland B, within the property,
immediately south of the power line and flows southwest into Stream B just outside of the property
boundary. The total length of Stream C within the property is 4571inear feet. Stream D originates south
of the power line, and flows southwest into Stream B near the western boundary of the property. The
total length of Stream D within the property is approximately 6941inear feet.
• The proposed pit expansion project will directly impact Wetland A and Stream A from the pit expansion
• and perimeter berm construction, and Boyd's Creek for an additional stream crossing for haul trucks into
. the expanded pit area. A Mine Plan is included with the permit docume~a} figure 3 shows
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•

Martha Marietta Materials
East Alarnance Quarry
- Stornawater Impact Analysis and Minimization
the approximate limit of the expanded pit north of the power line, and the berm would typically be north
~ and west of the expanded pit.
• Since portions of the watersheds for Stream A and WetlandB/Stream C will be removed by expansion of
the mine, measures proposed for these areas are discussed below to avoid secondary impacts to receiving
waters while mining activities continue on the site. Also, the additional Boyd's Creek road crossing
- design is discussed below.
Wetland B/Stream C
- The proposed quarry expansion will expand along the eastern edge of Wetland B, removing a portion of
the existing drainage area flowing to this wetland/stream system. To offset potential impacts associated
with the removal of a portion of the watershed, the proposed design is intended to provide supplementary
• hydrology to Wetland B and Stream C. This will be accomplished by diverting flows from the off-site
- farm pond into Wetland B. This diversion of stormwater will provide two benefits; it will supplement
the hydrology of Wetland B/Stream C to the south, as well as, divert the stormwater discharge from the
farm pond away from the quarry expansion area.
- An evaluation ofpre-development vs. post-development hydrology of the Wetland B system and farm
pond was performed. The purpose was to determine the amount of stormwater discharge Wetland
B/Stream C were receiving in predevelopment conditions, and evaluate post-development hydrology.
- The 2-year, 24-hour storm event was chosen for the analysis because its frequency and resultant
discharge is close to the effective channel forming discharge.
- In order to provide this supplemented hydrology, a new 36" CMP riser will be installed into the existing
- farm pond to divert the excess stormwater. All existing structures within the farm pond will remain in
place, and the base flow that currently is released from the farm pond would be unaffected. The base
flow will continue to discharge from the existing 4" PVC riser, and a new 36" CMP riser will be set at
- approximately 5.0 inches above the existing riser in the farm pond. This will allow the farm pond to
• continue to recharge its volume, and continue to be used for irrigation purposes. It is estimated that the
36" CMP riser will begin to discharge during storm flows greater than 1.2 CFS. This flow will be
diverted through a 24" CMP culvert along the western edge of the site at an average slope of
- approximately 0.7% (see Plan Sheet 1). This diversion will require approximately 1,300 linear feet of
24" CMP and 3 junction boxes, and a headwall to daylight the pipe. The 24" pipe system will then flow
through a trapezoidal grassed-lined channel to a dry detention pond located just west of Wetland B. The
• dry detention pond will provide detention to reduce the post-development 2-year, 24-hour peak discharge
- to apre-development level.
The dry pond will require a 24" CMP riser that will outfall to a level spreader through a 10" PVC pipe,
• and will bypass larger flows through a 18' CMP that directly outfalls to Wetland B. The level spreader,
- designed according to the North Carolina Division of Water Quality's "Level Spreader Design
Guidelines, Version 2.0" dated June 27~'', 2006, will receive a maximum flow of 6.33 cfs and will be
required to be 83 feet in length. The majority of stormwater flowing to the level spreader will flow
through a 2.5" low flow orifice. The orifice will provide slow release of all stormwater detained under
the riser crest elevation of 588.00 through the level spreader over several days. This design will provide
extended hydration and diffused flow to Wetland B/Stream C.

2

Martin Marietta Materials
East Alarrtance Quarry
Storrnwater Lnpact Analysis artd Minirnization
~ The pre-development 2-year, 24-hour storm event at Wetland B/Stream C has a discharge of
• approximately 4.22 cfs, and the post-development 2-year, 24-hour storm event will have a discharge of
• approximately 5.24 cfs. This will provide an increase of 24.17% between pre- and post- development
conditions. Please refer to the "Water Quantity", "Pre-development Stormwater Calculations", and
"Post-development Stormwater Calculations" sections of this report for more information regarding the
- pre vs. post analysis.
Stream A Pumpin~gy
• The expansion of the pit will remove contributing drainage area during active mine operations to Stream
- A. To reduce this hydrologic impact, water is proposed to be diverted or pumped from Boyd's Creek
into the remaining 1,000 linear foot section of Stream A as a temporary measure until the area upslope
of the avoided segment of Stream A is developed for the mine expansion. Stream A is an intermittent
• stream, so the intent is to provide supplemental periodic storm flow to the stream in addition to the
watershed area to remain. Once this area of the mine is expanded, a modification to the mine's NPDES
~ permit will be requested to allow for a discharge to Stream A.
To accomplish this goal, a pumping station will be located between Boyd's Creek and Stream A. This
pumping station will be designed to convey the pre-development base flow of the Stream. The pre-
developmentbase flow for Stream A has been calculated to be approximately 0.54 cfs, which equates to
approximately 220 gallons/minute. Please refer to the "Water Quantity" section of this report for the
"Pump Sizing for the Unnamed Tributary". The pump will be automated by the water level within
Boyd's Creek. The pump will be set to turn on via a float gage when the water level in Boyd's Creek
reaches a field determined elevation, typically, 0.1 to 0.2 feet above mean base flow. The pump will be
set to turn off when Boyd's Creek recedes back towards base flow elevation. These elevations will need
to be determined in the field by an engineer once the final location of the pump has been determined.
The pump intake hose will be located in a deep pool within Boyd's Creek and will include a sediment
screen to protect the pump from sediment. The water will be conveyed through approximately 3041inear
feet of 4" ductile iron pipe located below the ground surface approximately 3 feet. The water will be
pumped approximately 22 feet in elevation, where the water will then flow downhill to Stream A at the
limit of the proposed pit expansion. Plan Sheet 2 shows the proposed design.
Road Crossin og f Boyd's Creek
• In order to access the expanded pit, the proposed expansion will require an additional haul road crossing
- over Boyd's Creek, impacting of 98 feet of the stream. The design of the proposed crossing will closely
resemble the existing upstream haul road crossing. The crossing will require 581inear feet of dual 84"
corrugated metal pipes, buried to a 1 foot depth within Boyd's Creek. This design will not allow the 10-
- year, 24-hour storm, to over-top the road, but does allow overtopping for the 100-year, 24-hour storm
- event. The 100-year, 24-hour storm event has been designed to overtop the road to reduce the possibility
of failure within the embankment, and to comply with "no rise" requirements for the 100-year floodplain.
Plan Sheet 3 shows the proposed crossing design.
r
• 3

Martin Marietta Materials
East Alarnance Quarry
Storntwater Impact Analysis and Minimization
Methods
The proposed stormwater management facilities were sized using methods prescribed by the
aforementioned resources. The stormwater analysis was routed using "Pond Pack," a Haested Methods
computer software program that utilizes TR-55 methods of calculating time of concentration and SCS
methods of generating hydrographs.
Pipes were sized using "F1owMaster" a Haested Methods computer software program that utilizes the
Manning's equation for calculating pipe flow data.
The culverts for the road crossing were analyzed using "Culvert Master" a Bentley Inc. computer
software program that utilizes Manning's equation, weir equation, and the orifice equation for a designed
crossing to calculate flow, and water elevations for the crossing. Flow data was determined using the
National Flood Frequency Program computer program for the Blue Ridge/Piedmont Region of North
Carolina based on the drainage area of Boyd's Creek at the road crossing.
Conclusion
Based on the analyses provided herein, the proposed system will be adequate to address the stormwater
requirements of the North Carolina Department of Environment and Natural Resources (NCDENR).
Attachments
• 404/401 Permit Figures:
Figure 1: Vicinity Map
Figure 2: USGS Topographic Map
Figure 3: Aerial Photograph and Jurisdictional Features Map
• Stormwater Analysis Figures:
Figure 1:Pre-Development Drainage Map
Figure 2: Post Development Drainage Map
• Plan Sheets:
Sheet 0: Title Sheet
Sheet l: Wetland Impact Minimization Plan
Sheet 2: Boyd's Creek Pumping Plan
Sheet 3: Boyd's Creek Road Crossing Plan
Sheets 4 and 5: Stormwater Details
• Water Quantity Calculations
• Pre-Development Stormwater Calculations
• Post-Development Stormwater Calculations
• Appendices
4

~~
Title Vicinity Map
Project East Alamance Quarry
Alamance County, North Carolina
MaAin Mariatla Glcta~inls ~~
.vim Date Project Number Figure
11/6/2006 011185024 1
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~ Wetlands
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~ Stream lengths and wetland areas are based on ,
-"' Boyd's Creek (Source:NCDWQ)
the Jurisdictional Areas survey, signed by the ~'~ Culvert
USACE on July 6, 2006. "'1
0 250 500 Stream (GPS Surveyed)
~ ~ ~ _Jy _~ 2005 black and white aerial from Martin Marietta Materials ~ Stream Importantance Call
Feet 1998 color infrared aerial from NCDOT
Title Aerial Photograph and Jurisdictional Features Map
Project East Alamance Quarry
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v° Date Project Number Figure
11/6/2006 011185024 3
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PRE-DEVELOPMENT DRAINAGE AREAS
SQ. MI ACRES
DRAINAGEA AREA A 0.098 63
DRAINAGEA AREA B 0.022 14
DRAINAGEA AREA C 0.180 115
DRAINAGEA AREA D 0.413 264
DI~AINAGEA AREA E 3.236 2071
DRAINAGEAAREAF 4.297 2750
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EAST ALAMANCE QUARRY
ALAMANCE COUNTY, NORTH CAROLINA
011185024 FIGURE 1

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MATERIALS
POST-DEVELOPMENT DRAINAGE MAP
POST-DEVELOPMENT DRAINAGE AREAS
SQ. MI ACRES
DRAINAGEA AREA A 0.098 63
DRAINAGEAAREAB 0.007 5
DRAINAGEA AREA C 0.119 76
DRAINAGEA AREA D 0.397 254
DRAINAGEA AREA E 3.236 2071
DRAINAGEA AREA F 4.297 2750
GRAPHIC SCALE
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(IN FEET )
1 inch = 1000 ft.
4000
EAST ALAMANCE QUARRY
ALAMANCE COUNTY, NORTH CAROLINA
R~~ ~~ ~~
011195024 FIGURE2
~~

401/404 PERMIT APPLICATION
DRAWINGS
DESIGNED FORS
MARTIN MARIETTA MATERIALS
FOR
EAST ALAMANCE QUARRY
CONTACTS
CLEMT~ MARTIN MARIETTA MATERIALS
2700 WYGLIFF ROAD, SUITE 104
RALEIGH, NC 27607
PHONE: [phone]D4
FAX: [phone]
ATTN: RAY THATCHER
WV-. EM(3NEERr KIMLEY-HORN AND ASSOCIATES, INC.
POST OFFICE BOX 33068
RALEIGH, NC 27636
PHONE: [phone]D
FAX: [phone]
ATTN.: JIM A. BELL, P.E.
AIRVEYOfL WH1TT LAND SURVEYING, P. C.
839 WAT$DN AVENUE
WINSTON-SALEM, NC 27526
PHONE: [phone]
ATTN.: T. DAVID WHITT

N
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2 S R' ~9
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<
S.R. 1752
ANDY CROSS RD
A
S
O
EAST °'
~
ALAMANCE
QUARRY ~
l
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PRO.ECT
SRE

~/CINIlY MAP
NTS
PREPARED IN THE OFFICE OF:
® Kimley-Horn
~ and Associates, Inc,
P.O. BOX 33068 -RALEIGH, NORTH CAROLINA 27636-3068
PHONE [phone] FAX [phone]
PRELIMINARY.
NOT FOR CONSTRUCTION.
FOR PERMITTING PURPOSES ONLY.
I INDEX TO SHEETS I
S NEOET DESCRIPTION
0 TITLE SHEET
1 WETLAND IMPACT MINIMIZATION PLAN
2 BOYD'S CREEK PUMPING PLAN
3 BOYD'S CREEK ROAD CROSSING PUN
4-5 STORMWATER DETAILS
I REVISIONS
N0. (DATE DE~RIPTION BY
This document, together with the concepts and designs
presented herein, as an instrument of services, is intended
only for the specific purpose and client for which It wos
prepored. Reuse of and improper reliance on this document
without written authorization and odaplation dy Klmley-Horn
and Associates, Inc. shall be wlthaul Mobility 1o Kimley-Horn
and Associates, Inc.
Copyright Kimley-Horn and Associates, Inc., 2005 SFAu
DATE: JOB NUMBER:
NOVEMBER 1, 2006 011185024

~"'-",--rr~"`-"rrrrr.'r:--~'r~' I MATCHLINELEFT
NOTES, ,-~ ,~ ,~ r r r ,~ r r ,-~ r ,-~ r r r ,-~ r ,-~
.-~ r ~~ r r ,-~ r r r .-~ r ,-- r r .~ ,-~ r ,-~ '~ i '
L LOCATIONS AND AREA OF FARM POND HAS I JB-5 ~
rr,-~r,~rrrrrr,-~rrrrr,-ter i r~ ~~^~, i ~ -~/ S
BEEN APPROXIMATED, USING GPS ~ .RIM EL = 606:75 '~ ~ '~ ~ .( }~ /
INFORMATION'.. r ~-' ~ r r r ,-~ r r r r r r ,~ r ,-~ r r .-~ I I ~ //
I--~ ~- .-~ ,~ ~ ,~ r ,-~ r ,-~ r ,-~ r ~ ,--~ r ,-- ,-~ ,--~ INV. IN = 601.69'. 1 ( /
INV. OUT = 601.49: ~ 1
rrrr.-~rrrrrr,-~rrrr,-ter ~\ i'
2. ELEVATIONS WITHIN POND~HAVE BEEN r ,-, r r r rEXISANG,€ARA1~P.0ND~ r ,--~ r r r ,-~ 1 ~ p ~
ESTIMATED USING PRELIMINARY SURVEY i ~~_~~~ /
INFORMATION. r ~-' r --' ARPRBXIMhTFkY X4-00-ACRES---~ r ,-~ ,-~ r r i `
3. SIZE ,-~ r ~ ~ r(Sf£ {jETAiL ~SNEEfi''S~-' r r .~ r .~ r i
• rr,-~.-~rrrrr,-ter rrrrr , - -.
AND LOCATION OF DRY POND ~ ~; I `. ~.
r r r r r r r r, -. r r r r r r_ __ _
SUBJECT. TO CHANGE AS ADDITIONAL ~ I PROPOSEQ CLEARING
HYDRAULIC INFORMATION IS ACQUIRED. ~' r ~' r ~ ~' r ~-' ~ --' r r --' -' I
~ ~ e r r ,--~ r .-~ .~ r r r .-~ ~'^~_ ~ ~ i r I I _ ~
I
r r r r ,-~ r r ,--~~---~"- _ _ ~~.. ~~~ r ,'~ i ~LMIT,S, TYP: ~ _ -
JB -JUNCTION BOX ~~. ~ .-- r r r r r r ,~% - ~' ~ ~
FES =FLARED END SECTION ~ ~ .~ r .-~ ,-~ r ,-~ r. ~ - ~ ~ I I 71 LF ~24" CMP, ~ - _ __
RI - fiMP RISER PIPE ~ r ,-~ r r r ~; ' ~~ ~ ; 0.70%~ SLOPE ~"~ - ~ ' - '~~
r ~ -.~--'~~' ~ ~ ~ /--- _
~. ~ "~ ~ ~ ~ ~EXIS t1f~ EMERGENCE' SPILLWAY ~ ~ A _ / '
_"~ ~ RI-8 ~ ~~~ ~ ARP OX. 0` BOTTOM DTH ~ ~ \ -- - ~~•~ -_ ~ ~.~ ~~
R \i N(I
~36" CMP'RISER ~ ~~~ ._
_ NIV. OUTA~6F10.59'~~ ~ ~ ~'"~~~ APPROX. INY. ELEVATION= 616,50 '~ ; \~ ~' i ~~ ~~
~~~. ~ 15.42 I ~ ~ ~ ~~
_ ~ o_----- I ~ ~ ,
1 ~' EXISTING PbND bUTLET ~ ~ ~ ~~61 ~~ ~ ~ ~ ~
~~ ~, ~
EXISTING` REELIN
~,, ~ ;' 1 ,-...-_~PROX.4"f~,PVC ISER `<~ - - - T
t ~..
ti ~. HW 4
/ APPROX. ORIFICE~J<EVATION = 615.00 ', -
, INV.~OUT.,=_ 59959"
430 LF 24' CMP EXISTING, DAM / APPROX. INV.`,OUT =X604.00 PROPERTY
'(~.L00~ SLOPE STRUCTQRE ~ • ~ `.; ~-~
~ BOUNDARY , ~~ ~ ~
_ , a--_ _
`~ ~' ~ RIP RAP / ~ II
i 1 ____k `~ I ~DISSIPATOR PAD 1 ~ ~ APPROXIMATE -~ I
__ \ ~ -' ! I ~LO~ATLON~Of` PIT I
11 ~ _ __ I ~ '~EXPANSIOt~_ _- I
~ _ ~.
, ~ ----
STEP POOL STRUCTURES , _
~~' _ ~ / _ :_,A_ ' ,~, -- I' ~ EX STING WETLAND, ~~ ;' ~ ~ /1 ~ ~ ~ II
_ ~~ l BOTTOM W1DTH = 5 FL , , /
JB-7 `_- ~ 620>"-° I , ` ~; \ BOTTOM MIN. LENGTH = 15 FT. ; / ~ /~~~~ ~
RIM EL. = 61490 - ~""
INV. IN = 606.28` ~.- ,r- ==" _ ._~~.., - ~~ ~ i ~', l ~ ~~ ~ MAX DROP FT.6 IN. i ~ \1 /~ ~ ~,~ ~l '~~ %
INV. OUT = 606.09 , ~ ' I ~ TOTAL POOLS APPROXIMATELY = ~:19 ; // / t 1 ~
_ ~ - ~ ~ ~ ~ Al 3:1 SIDE SLOPE ~ ~ / ~ / t 1 ~~
,~
_ _ ,
,
.~
-._ , ,
__
. .
.~
`.
~ ~ ~ I
~ ~~, \ _ ~.
~ ~ \ ~ ~ _._ ~ ~ t_ ~ __ \ tEV~L SPREADER
~ \
,-
`. I i ,,. \ ~' \ - - i _ FES 2 \ LENGTH =, 83 FT.. , _ '_.
PROPOSED CLEARING ' ~ ' ~ ~ \ ~` ~ \ '' ~ ' i ARUN LEVEL~~k,LONG ELEV. 58100-
N ,' ~E ETAIL 6 ~ S
LIMITS, T1P. %~ ~ ~' ~ Eke\T) G I ~-. ~, RIP RAP DISSIPATOR PADS / ~ B D N HEEL-5j
,-
\ ~~ ; ~ _ ALONG 3 1 SLOPE - - - rl-~ ''
, ~ ~-~ /
6~ _
~' ®0.709: SCOPEP ~"APPROXIMATE ~\ \\ - ' --~- / \ ~ /
~ ~ 'LOCATION OF PIT \\ ~`~ ~.,=~ ___ DRY POND ~, ~~ ~~ /
I ,~ EXPANSION \ ` ~--•~ ~~ ', (5EE DETAILS SHEET,B')~' ~ ~_ - ~ ~~i ~'-'~
-- -- ,
~ ~ / \ ~ - ~~ /~ ~ A R1R RAP
RM EL = 61&0 1 '~ f ~ /'lam/ ' ~~ A \\ EMERGENCY SPILLWAY ~ ~ \ DiSSIPATOR PAD
'~ 6 V A ~~63 LF 18 CMP- ~i.
~,
INV. IN = 603 9 ' ~ -~ ~ / ~ I , ~, \ V ~ 25' BOTTOM WIDTH ~ ®4 78 % SCOPE j ~ \ `
,, / ~.
\ '
INV. OUT = 6079 ` ;; / ~ . A \ \ ' ~ { ~__ \ ~ ,_,
, / \ \ \ ,l /
I ~ ~ ~ V A PRIMARY SPILLWAY ~ ~~ ~ //
~ ~ ~ A ', ~ , 1 ~ 24" CMP RISER '~i ~~~ ~ - ... _ , / 1
I \~ ~ \ CREST ELEV. = 588.00' ~ _~^~\ 1 1
1 I \ I - (SEE DETAIL ON SHEET 4) ,.; ~ - ~ ~ I EXISTING` IITILITY EASEMENT
~ ,
I I ' \ A \ I ~. CONSTRUCTION ~ '~
I\ I \ ~ ~ AI \1 ~ ENTRANCE ~ ~ ~ ~ ~ ~E~iSliNQ~WETLAND ~' ~ V~
~~.) 30d LF 24" CMP ~ \V 1 ~ I ~I ~ ~ /~'~ II 1 ~~~~~/ I
~~ ®0.~VOZ SLOPE ~ X25.5 ~ II II~~ ~I 1 ; ~ ~/ ~,~ I ~ EXIST~N~/STREAM' I
I ~X I I ll ~ // v' 1 '// ~
- \ ~ I I I \ ., / ~/, ~
~`~ ~~~;, vI I 1 ~ ~ ~ e `. v~ NOTE: SIZE AND LOCATION OF DRY
~~~ I , / ''' I ~ POND SUBJECT TO CHANGE AS GRAPHIC SCALE
~~,; ~ ' ~ \ ~ ` . ADDITIONAL HYDRAULIC ~ ~ ,n ,~ PRELIMINARY,
~` ~' ~ '~~ v INFORMATION IS ACQUIRED. NOT FOR CONSTRUCTION.
MATCHLINE RIGHT I ~, ~ I FOR PERMITTING PURPOSES ONLY.
i >~n = >m n
PX~FREU iN nfe muc ar: CLIENT:
~ Kimley-Horn MAMAT R ARISTTA
,f,xa ° D,~ D~,~~ ~~,m~ ~ and Associates Inc, n~°
a aawm,Dt ,~,,,H .~„ f~, ,«~~, a,a a<,~, pmunt<a ,e,~. m «,~,~,m,~, .,,<,.k< a ini,~aea «~„« ~,. ,~,,~, pu,pou I WETLAND IMPACT
a cnm, ,« .ern n ,~, p«w,.a a<u~ m ,.a improper mi«~« «, iae ax~mmi .nnwi .miM e~m«uaum ma ,awfmw. nr P.O. BOX 33086 - RAL9pH, NORTH CAFiOLNA 27836-' k6
x~m.rxn„ ma ~=s~w,.,. ~,.. ,~a~ b, ~~, ~,~~~,,,. Km~erx«, ,Da ~„~w,~, ~.<. MINIMIZATION PLAN
cror sx{ pier x«. ova ~,+e<~w, m~„ scos PFpNE: [phone] FAX: [phone]
~'~~ PRQIECT:
,~?;~ ~~? ' EAST ALAMANCE QUARRY
~~ a.: ALAMANCE COUNTY, NORTH CAROLINA
Rn
o<sam BY:
RTL ,n,.aim rncrrtwa mes .ne xuew: s+ar rnnceEm
CKCMfD DY
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_~LOCATION OF FLOOD PLAIN CULVERT
HYDRAULIC REVIEW BY FEMA
/ Y E' l ~' / 1;N1 ;'
/ F,' /'/',l ,l',I, - ~/" /
~ l l,', l

~ I DUAL '58 LF 64" CMP
~/ 6URfjIED TO 1 F00T DEPTH
;~ /~ p / rrl 1, /;
' ~/ ( r,l, lr / / /
-
/ , ~ ~ l / /INV,IN = 552.88'
/ /INV
OUT = 552
38'
~lj~r%,
~ l
~bl
l~ ~ Y
z / / ~ j %j .
.
, // (SEE DETAIL ON SHEET 5)
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UPSTREAM BANKS
/ r~~r ~ '/~~/a~~' 1 l l 'r/ /~ (~ // ~POT~NTI,
l;//,~ /~r/ Jr~kp / / /%;,;,1 +~ 1 ~~~' /
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/
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~~ /~ APPROXIMATE LOCATION OF BEDROCK
/ / /
/
~
` ~ APPROXIMATE ELEVATION = 553.30
/ /
f~
~ , (TD PROVIDE STABILIZATION FOR
~ /
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/,' ~ ~ CULVERT OUTLET)
~
' /
y
~ ,
_~ ~~ ,~ /

~ /.
APPROXIMATE LOCATION OF
ELEVATION CONTOUR 566.00
PROPOSED CLEARING
LIMITS, T1P.
PREPNtED IN T HE OFFIa OF. CIJEN
~ Kimle
-Horn
y

x~xxw ~~
OAl[: CPANH BY: pEpfD NT:
ml¢ eocumeni, logethn wllx Ue cmapl¢ one eggn¢ pre¢entM M1meh, a¢ m Irebument of xmke, i¢ in1<oeed mly rn Ide ¢pecif purpou
nee rnmt to, wdtn n wm Nreporm an¢o or o¢a Impropc rNlancx on tw axummt »etnaut wnuen xweorl:mta, mte newtotnx ey
N1mleYHvn and Asxacutw¢, Inc. ¢ndl M wiUOUl IiaLYlty to K'mlay-Horn and A¢wmlm, Inc.
coPy,iynt ximi~y-xa~ ,,,a .¢>apt.,, m~.. zoos ~ and Associates, Incx

P.O. BOX 33088 - RALHOH, NORTH OAROLNA 27838~i088

PHONEt 1919) 677-2000 FAXt I91B) 677-2050 1„~E:
MARTIN MARIETTA
MATERIALS
BOYD'S CREEK
ROAD CROSSING PLAN
NOTESt
1, ADDITIONAL SURVEY NEEDED TO COMPLETE
ROAD CROSSING BEFORE FINAL
CONSTRUCTION DRAWINGS.
2. LIMITS OF ROAD CROSSING HAVE BEEN
APPROXIMATED USING CROSS SECTION
SURVEY.
3. SEE DETAILS ON SHEET 5 FOR CRDSS-
SECTION A-A.
4. ROAD CROSSING IS LOCATED IN THE
100-YEAR FLOODWAY AND IS SUBJECT TO
CHANGE BASED ON HYDRAULIC REVIEW
BY FEMA
GRAPHIC SCALE
>a ~N ,p
m( nl t¢r
t l~n . eo a
PRELIMINARY.
NOT FOR CONSTRUCTION,
FOR PERMITTING PURPOSES ONLY.
PROJECT:
x~v~~ EAST ALAMANCE QUARRY
,rx~ xA~
~AwxNr ALAMANCE COUNTY, NORTH CAROLINA
Rn
pesoup ar:
RTL Anrr m ttaeExa was am rumen, star xuxazrz
axtwEO er. 011185024 3
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A91N1DC ®Uf /RdINw
WSOLEXE rrc a Q1RL
RIMED APlAQ CQIM
EN B6M 90ES
' 1 APIlY ADCII8N/1 A9NAL11C
QTUIf AT PP[/3~ADE
coos ApOFMi a
~r 4mx~nlDF~er
BY QD1EawL EMiMFq.
AAlDLAC QIeW ro IEET
Dp E1EEfm TEQRaI
sEaWAnoN 9~rss
THE 1: ASDFD-2R7-3
irR 1.
1 ' MP ON RETF EEPA• OLLAR
Nm m srAlE
EMSIING
GRADE
EMERGENCY
HANDWNEa
TOP Oi RISER ~
ELEVA710N: 588.00
TOP OF BERM: 590.00
10/100-1R $TON11 EtEYATON; 588.58
2-YR STORM ELEVATION: SB8,20 ~
~1
INV. EIEVARON gRECTLY W FRONT OF
RISER BARREL 70 ALLOW AT LEAST 9' aF
CLEARANCE BELOW BOTR111 OE NRNDOWN
WATER OUMJTY ORIFlCE ANO
45 DEGREE DIP TURNDOWN
INV. = 585.00
(SEE DETAIL THIS SHEET)
MITI-FLOTATION OEWCE E%1EN0 24' CMP RISER
4'-9' BELOW INVERT OF 10' PVC PIPE.
ANTI-FLOTATICN TOP EIEYARON: 583.D0
ANTI-FLOTATION BOTTOM ELEYATON: 578.25
SUBCRAOE
PoSER
TOP 6 BERM - 59D.00
WIDTH = 10 Ff.
BOTTOM OF POND ELEY. - 584.OD
`-SEINMFNT STORAGE AREA
BorroM ELEV. = se3.DD
8' DIP EMERGENCY
DRAIN RPE
INV. - SB3.7S
DRY POND CONCEPT CROSS-SECTION A-A
scuE: Nrs
A
EMERGENCY DRAIN
HANDWHEEL
CWPACTED SUBGRADE
ETAERCENCY SPILLWAY
IXISIING WY. ELEVATION = SB9.00 TOP OF BERM = 590.00

GRADE BOTigA WIDTH 25 Ff, lOP OF PoSER WIDTH . f0 FT.

TCP OF BERM - 59000 ELEVATION: 588.00
~

1D/1D0-1R STORM ELEVATION: SBfl56 I
2-YR STORM ELEVATION: 588.2D -

-11
Po-3
i E
BOLTON OF POND ELEV. - SB4.00 2 24• CNP RISER E~~ G
~1 SEgNENT STORAGE AREA
80T1W F1EV. -583.00
1L
PROMDE
WATER TIBET 1
WATER g1M1TY gtIfICE AEA •
45 DECREE D~ NRNDOWN JOINTS 'MTH
HWNLAWC CUTOFT TRENCN EXCAVATE AFD BACNFlLL

WV '584.00
CEMENT MiTH COMPACTED S7RUCNRAL FlLL AS
gREC7ED BY A CEOTECHNICAL ENQNEER
(SEE DETAIL THIS SHEET)
AMR-MIARON DECCE EXTEND 24' CMP RISER 24' CHIP CONCRETE SEEPAGE COl1AR
5'-9' BELOW INVERT OF 10' PYC PIPE (SEE DETAIL THIS SHEET)
ANTFFLOTATNW TOP ELEVATNW: 583.00
ANTI-FLOTATION BOLTON ELEVATION: 577.25 A 10' PYC OUTLET BARREL PATH WATERTIGHT
SEAL PIPE TO OE BEDDED AS gRECTED BY
CEDTECHNICAL ENCAlEFR. RJCLUDE
CONCRETE SEEPAGE COLLAR AND CUTOFF

DRY POND CONCEPT PROFILE iRFRCH FOR PYrE M BERN
OUTFALL 70 FES-2 AT LEVEL SPREADER
INV. IN =583.00
SCME Nf5 INV. WT - 5B1.OD
SLOPE = 2416
A STANES9 97EII
aRE1GE PutE
B B
A D~lCY GRAN
HAtI`dDd
RIAR N
4' DIA OP 45
DECREE Px ~ PROVOE WATERIItlaf
D1XTN 9FAL AT JDINT MTN
XYQtAWC CEMENT
BOTfOY PpD ELEV. 585. 5TADEE95 S1EFL OPoFIOF
PutE TD caEaECT TD
~~ RI9ER wAa MTx BTNNLE95
L
Dac~ stEa NDTS AND Bat
~ ANQ10p9 1WIH STAWIESS
sTm xuTS AND Axalat
NAME AT T
LEAST A 6 '
CLEARANCE
~~ WJRNOQAfI LT1T CNP AND WART qP
11118DONN
SFLDON 8-B
LOW FLOW ORIFlCE AND INTERNAL RISER DETAIL
NOT TD c'u r
c = sAS DD I
EXISTNC
GRADE
IY a NAIMWQL
rAmnc
wAW Or• seEm
AO.USTIME swN WGF
(sQ DErwL na AEET)
Wt EXWH9EN SIFY
(AE QTAL TI4 sEEr) ~e em aAxNn
:
r Roc vox
c wP ~~ ~ e• Dx ruu RPC
00
~~ ~~ ~ >5)
Am cvlPUxc
WEN EEDUwED
METAWf A5~6Y
1 1/C wl. ENwMWOX RDD
DOLT/NDf ASEYBIY
r rowE saoET CORIAM
ct Asn Ix w
NON-RISING EXTENSION STEM A MBLY
2° SQUARE SOCKET COUPLING
NDT To scuE
RG NCY I
TD
18' CMP WTLET BARREL WITH WATERTIGHT
SEAL PIPE TO BE BEDDED AS DIRECTED BY
CEOTECNNICAL ENONEER.
ouTFAU To FES-1
INV. IN - 584.DD
INV. OUT = SB1.00
SLOPE = 4.7616
PRELIM~IARY.
NOT FOR CONSTRUC110N.
FOR PERMfTT1NG PURPOSES ONLY.
PREPARED H THE DFi1CE DF: CLIENT: MARTIN MARIETTA ~~ PROJECT:
~ Kimley-Horn MATERIALS ~A~.,~ EAST ALAMANCE QUARRY
~` A"ma: and Associates Inc, nnE: ~~ ~* ALAMANCE COUNTY, NORTH CAROLINA
u ro<°m-t t~nnx .an IM carc.ple me a<dw w-.nl.a n=:n = ., m„~<m«I of ,«.;<.. i. al«,e.a <Hr la Ine w.~r °wo.e R1L
°"~' °~am~ ~ STORMWATER ~ERn
°°a u , :,, .nI<n X .,. o,roo~ p.,<. <I °°a ~m°r<vx ,.~~<, ~ ma a<ame.l .lnwt =nlm ,mn=.m~ =a oao,mro, ar P.O. BOX 33068' RN.Bp{ NOR1H CAROLINA 27836-3068
c.vrsntrom.r-xo„ o,e ~:,«Ht el, b°.w 2oos ~'"'N`r ~. NimbrXOm ma A<w<~m<.. m<. PHOPF:' (818) 677'2000 FAX: [phone] DETAILS ~~m ex: '~CME° °"`'`°"` "`~. D11185024 Fr ~~R. 4
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24" CMP CONCR FPAG CO e
raor 1o srxE
100-YR STORM ELEVATION: 617.02
10-YR STORM ELEVATIaN: 616.04
2-YR STORM ELEVATION: 615.55
APPROXIMATE LOCATION OF
PERMENANT POOL = 615.OD
EXISTING GRAVEL
ROAD
GRADED 2:1 SLOPE -
CONSULT GEOTECHNICAL
ENGINEER FOR COMPACTION
PERCENT
APPROXIMATE LOCATION OF -
POTENTIAL FLOOD PLAIN
CULVERT PENDING HYDRAULIC
RENEW BY FEMA
TRASH RACK -
RI-8
36" CMP RISER
DEPTH
EXISTING POND ~ III=I==1==1 ' ~~
EXACT DIMENSIONS ~_~ (~-_~ ~ ~_~ ~ ~_~ ~ ~_~ ;"° .,
UNKNOWN I ={ 11= = ~ J • .
"a
ANTI-FLOTATION DEVICE.
BURY BOTTOM OF 36" CMP RISER AND FlLL RISER
BOTTOM WITH CONCRETE BELOW POND BOTTOM.
INSURE THAT THE 36" CMP RISER IS BURIED 1
FOOT FOR EVERY 1 FOOT OF POND DEPTH BELOW
ELEVATION 615.00. INSURE THAT CONCRETE
BOTTOM DOES NOT EXTEND OVER INVERT OF
OUTLET BARREL.
ONS
~=1 I
AGG. BASE COURSE,
1.5' DEPTH
APPROXIMATE TOP OF BERM
ELEVATION: 618.00
~ 24" CMP OUTLET BARREL WITH WATERTIGHT
SEAL. PIPE TO BE BEDDED AS DIRECTED BY
GEOTECHNICAL ENgNEER.
OUTFACE TO JB-7
24" CMP CONCRETE SEEPAGE COLLAR INV. IN = 610.00
(SEE DETAIL THIS SHEET) INV. OUT = 606.29
SLOPE = 1.0%
EXISTING FARM POND CONCEPT PROFILE
SCALE: i" = B'
?D' ROAD
i~
1.5' NOMINAL BASE COURSE
OF /57 OR CRUSH AND RUN STONE
CRO55 PIPE: SIZE
AS INDICATED ON
THE PUN SHEETS
NOTES:
1. USE CONCRETE MIN. 28-DAY STRENGTH EQUAL TO 300D PSI FOR
LEVEL SPREADER.
2. CONSTRUCT LEVEL SPREADER LIP AT ELEVATION 582.00.
3. CONSTRUCT LEVEL SPREADER ON UNDISTURBED SOILS. RECEMNG
AREA BELOW LEVEL SPREADER SHALL BE AT EXISTING GRADE AND
UNDISTURBED BY EARTHWORK OR EQUIPMENT.
4. AREA UPHILL OF LEVEL SPREADER SHALL BE SEEDED PND
STABILIZED IMMEDNTELY FOLLOWING LEVEL SPREADER CONSTRUCTION.
6. PUCE WOVEN GEOTEXTILE FABRIC UNDER ALL RIP RAP.
8. ELEVATION OF SOIL ON BERM TO BE 582.50.
9. LENGTH OF LEVEL SPREADER TO BE 83 FT. AS DEPICTED ON PUN
VIEW.
CONCRETE LEVEL SPREADER
N.T.S.
PRELMPIARY.
NOT FOR CONSTRUC110N.
FOR PERMffTING PURPOSES ONLY.
~.n~cn a .a, Drew
d Aesoaot,p M.
PREPARED H,xE ~, D"E"T` - MARTIN MARIETTA
~ Kimley-Horn MATERIALS
~~~ ~~-ar ~aFOa, ~ and Associates Inc, nTLE:
,,,tr~m~ "t ~4 , ~,",e~ ~~r,a t~" >a~ ~ P,P-, ~ STORMWATER
ins a,r„~,.,i .unw~ mu- Wm":or <~e odartm~m or P.O. BOX 33088 - RALBCY{ NORTH CAROLNA 27638-3088
'" °'' ""°`pt°` ~"` PHONE cstal6n-2ooo FAx~ t~~ 6n-2ofio DETAILS
84" CMP 84" CMP
SECTION A-A
STREAM CROSSINQ DETAL
NOT TO SCJIE
ROCK MATERIAL
NDTE:
1. BURY 20~ OF PIPE DIAMETER UP TO 48" PIPE,
AND BURY 1' OF PIPE FOR DIAMETERS ABOVE 48'.
2. PIPES SHOULD BE SEPERATED BY A MINIMUM OF 1/2 THE PIPE DIAMETER (3.5 FEET)
3. BURY CULVERT PIPES A MINIMUM OF 1/2 THE PIPE DIAMETER (3.5 FEET).
TOP OF RISER
ELEVATION: 615.42
PROVIDE WATER TIGHT JOINT
WITH HYDRAULIC CEMENT
EXISTING GRADE
CDNTOUR 566.00
Fl~
PROPOSED
CHANNEL
GRADED 2:1 SLOPE J
CONSULT GEDTECliNICAL
ENGINEER FOR COMPACTION
PERCENT
BED MATERIAL
A-VANE STRUCNRE
TO EIE DESIGNED FOR CONSTRUCIICN
DRAWINGS
rLfU~ 11G-~
IX. GRADE
ROUNDED LIP AT 8" 7yp,
ELEV. 582.50 •,., ~'~
r:,
:.3.i~ .:/1~•
18" IYP. '':: ~ ' ~ .
TROUGH AT EL. 581.00
H 8" TYP.
6X6 WELDED
WIRE FABRIC
SEC110N B-B'
u,~
PROJECT:
EAST ALAMANCE QUARRY
ALAMANCE COUNTY, NORTH CAROLINA
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PRFPIRED IN 7HE OfFlC£ OF: CLIENT:
~ Kimley-Horn MAMATERIARISTTA
sr. Hn: snvsne oArt: max er: wfwm er.
~ and Associates, InCN 1I,L~ BOYD'S CREEK
pis aavmem. iogeu« wun ue connpi, one anyn p,<,eni<e n«m, os m mswmem of sa.Re, b m,enaea «q i« me spevnN. pwpme
e nlem r« .ntn n w, >eeporea. Ae~ m ona Impepp« ,NI«„e «. mis mc~mem .Nnwt .Hike a~ie«rcmlm one oaop,eir., er PA. Box 33088 - RAL9CiH, NORTH CAROLNA 27838-.9068
NiM.YH«n and A„~a,~. Inc. ,AJI be .~u«,, Iiubinr „ Nmle,-H«~ <~e A„o~n,a. ~n<. PHON6D csl~I 677-~00o Fax: eels) 677-2oso PUMPING PLAN
CopK~gyl Nimky-HVn and Aa«b~ea, Inc., 2005
sex:
NOTES
1, LGCATIONS GF PUMP HOUSE AND PUMP ARE
APPROXIMATE, AFIELD DETERMINATION
WILL BE MADE BY THE PROJECT
ENGINEER TO DETERMINE THE BEST
LOCATIONS F(1R THE PUMPING OPERATION,
2, PUMP WILL BE SET TU TURN OFF AND (1N
WITH THE CHANGE IN WATER SURFACE
ELEVATION IN BOYD'S CREEK, THE
~N/OFF CRITERIA WILL BE DETERMINED
IN THE FIELD,
3, A 225 GPM PUMP WILL BE REQUIRED F(1R
PROVIDING A BASE FLOW OF 0,54 CFS
TO THE UNNAMED TRIBUTARY
CO -CLEAN OUT
FES -FLARED END SECTION
PR~P~SED ~N/OFF
MECHANISM
NORMAL P~~L
DEPTH
WSE
OFF
GRAPHIC SCALE ~~
s o ,e s s s
Im-a~~
t 1mA . 9D K
PRELIMINARY.
NOT FOR CONSTRUCTION.
FOR PERMITTING PURPOSES ONLY.
EAST ALAMANCE QUARRY
,r ALAMANCE COUNTY, NORTH CAROLINA
en
~ er:
Rn APAbY- RFfEA(N[f fII2S AB WJMBFA: 91mt NJUBfR
CWE 011185024 2

I~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~•
~ ~„ Kimley-Horn
\ ~ and Associates, Inc.
EAST ALAMANCE
STORMWATER ROUTING SUMMARY
11/10/2006
Point of
Analysis Pre-Developed 2-year
Discharge (cfs) Post-Developed 2-year
Discharge (cfs)
Increase
Detention Required
Remarks
B 4.22 5.24 24.17% YES d pond w/ levels reader
C 83.91 277.27 230.44% YES Within it ex ansion area
D 122.92 117.74 -4.21% NO See re and ost figures
* Drainage Areas A, E, and F not included. Drainage Areas unchanged by pit expansion
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^ ~ ^ Kimley-Horn
~ and Associates, Inc.
Sheet No. of

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/~I~ Kimley-Hom
~. ~ I ,and Associates, lnc.
Project Information
Site Information
Elevations
DRY DETENTION BASIN
Project Name: East Alamance Quarry
KHA Project #: 011185024
Designed by: RTL Date: 7/26/2006
Revised by: RTL Date: 8/24/2006
Checked by: CEW Date: 7/26/2006

Sub Area Location: On Site
Drainage Area (DA) = 63 Acres
Impervious Area (IA) = 2.90 Acres
Percent Impervious (I) = 4.6
Top of Berm Elevation = 590.00 ft
Riser Crest Elevation = 588.00 ft
Bottom of Pond Elevation = 585.00 ft
Wet Basin AreasNolumes
Area @ Top of Berm = 13,757 sf
Area @ Top of Riser Crest = 13,758 sf
Area @ Pond Bottom = 13,759 sf
Side Slopes of Pond = 3 : 1
Storage Volume for Level Spreader = 13,015
Total Storage at Top of Berm = 25,969
Orifice Sizing
Anti-Flotation Device
(Bottom Elev (585.00) to Riser Crest Elev (588.00))
(Bottom Elev (585.00) to Berm Elev (590.00))
Orifice Size = 2.50 in (Diameter)
O oriece = 0.279 Cfs
Drawdown Time = 0.5 days
Drawdown Time = 12.9 hours
Riser Diameter: 2 ft
Top Riser Elev.: 588
Bottom Riser Elev.: 583 ft
Height of Riser: 5 ft
Area of Riser: 3.1 sf (Water Displaced)
Volume of Riser: 15.7 cf (Water Displaced)
Factor of Safety: 1.3
Weight: 980.2 Ibs
Weight Req'd from Anti-Flotation Device: 1274.2 Ibs
Additional Volume of Concrete Req'd: 14.5 cf (Bouyant WT of Concrete = (150-62.4) pcf)
Depth ofAnti-flotation: 4.75 ft
Volume Provided: 14.9 cf (Extend 24" riser pipe 4'-9" below invert)

~ ~„ Kimley-Flom
\. ~ and Associates, Inc.
LEVEL SPREADER
Project Information
Project Name: East Alamance
KHA Project #: 011185024
Designed by: RTL Date: 7!26/2006
Revised by: RTL Date: 11/10!2006
Checked by: CWE Date: 8/24/2006
Level Spreader Design
Runoff 1"/hour intensity:
Q=CIA
C =Rational Coefficient
Drainage Area = 63.00 ac
I = 3.00 in/hr
C value
Area (acres) C Composite
C
Impervious Area 3 0.95 0.04
Pervious Area 43.4 0.22 0.15
Wooded 16.8 0.10 0.03
Total 0.22
Q1•ncNhr = 41.949 cfs For 63 acre drainage
* Assume 10 acre maximum drainage area flow for same storm intensity and C value
QMAx = 6.66 cfs * Max flow allowable for drainage pipe
Lca~c = 86.56 ft * Forested Slope (Q~.;nch x 13ft/cfs)
Lmin = 10 ft
`Designed for 10" PVC pipe (See Included Calcs)
QM~ = 6.33 cfs * Actual flow from 10" PVC with 5.62 ft of head
Lcaic = 82.29 ft `Forested Slope (Q~~nch x 13ft/cfs)
Is Lca,c greater than Lmin? Yes
USE: 83 ft
~~ 83
I

1 6.0

~ ^ Kimley-Horn
- ~ and Associates, Inc. sneer No. o~
Job ~ ~ ~ LA ^^ ~ ~~-E Subject ~ ~ S`r t .->~ -~o ~'fl ~ t S E ~ Job No.
Designed by ~T L Date S ~ 2~F - t~ (a Checked by Date

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Culvert Sizing.txt
National Flood Frequency Program
version 3.0
Based on Water-Resources Investigations Report 02-4168
Equations from database C:\Program Files\NFF\NFFv3.2_2004-12-14.mdb
updated by kries 9/22/2004 at 4:03:24 PM fixed decimal place in constant
Equations for North_carolina developed using English units
Site: East Alamance, North_Carolina
user: ryan.lewis
Date: Tuesday, August O1, 2006 09:00 AM
Rural Estimate: Boyd's Creek Culvert
Basin Drainage Area: 3.24 mil
1 Region
Region: Blue_Ridge-Piedmont_Region
Drainage~4rea = 3.24 mil
Crippen & Bue Region 2
Flood Peak Discharges, in cubic feet per second
Recurrence Peak, standard Equivalent
Estimate Interval, yrs cfs Error, % Years
Boyd's creek culvert 2
5y~ ~~ 5
s7n ~ µ P~~~ Z 0

~'""' S 0
~.--7 100
boo-yN 200
~a ~ '~ ~°~' 500
~'~-°`"' maxi mum
308 41 2
-27-
7 42 4.1
1020 44 5.4
1270 46 6.4
8
0
1
7 49 7.9
2360 52 8.7
12400 (for C&B region 2)
Page 1

..

-
Ezhibit 12
~ Culvert capacity under inlet control
~ / Circular CMP

. o
Ia0 10,000 .
- ise erooo EXAMPLE ~ ~ ~
i56 s.0~ s•3s iwcMa p.o 1«q
5.000 o•csrr. 8• ~2~
- 144 4,000 ~ N eK 5. 6. `3'
• 132 = 3.000 , o paal-
~
5.
6•
- 120
of
~
. til I.s ss
2,000 It1 t.r s.a
s,
108 ~, 131 Lt ss 4•
- a
- 96 ~ 1.000 3• .

• ~
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84 ~
a 800
s S3~ 1~ 3.
Qw r/
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0
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m 6 SCALE ;ENTRANCE ¢
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r
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12 n
HEADWATER DEPTH
FOR
~ C. M. PIPE CULVERTS
~ ~~,~P„~,~po„oe;,~`;~;,~ W(TH INLET CONTROL.
~ _

~ ~L'opyrightH.R Malcom, 2003
(S-13J
Exhibits
~-

Culvert Designer/Analyzer Report
Boyd's Creek
` S-~~ S~aen~ FvE>JT
Analysis Component
Storm Event s,../~ Design Discharge 536.00 cfs ~-- ~~/},~ ~[S~[~~-~
!! S -+{2 Sfax
Peak Discharge Method: User-Specified
Design Discharge 536.00 cfs Check Discharge 536.00 cfs
Tailwater properties: Irregular Channel
Roughness Segments
Start End Mannings
Station Station Coefficient
0+00 0+75 0.120
0+75 0+87 0.035
p+g7 1+02 0.010
1 +02 1 +09 0.035
1 +09 1 +93 0.120
Natural Channel Points
Station Elevation
(ft) (ft)
0+00 567.00
0+12 560.40
0+35 558.80
0+75 558.50
0+80 557.10
0+87 554.50
0+98 553.40
1+02 557.40
1+09 557.40
1+18 558.10
1+53 568.50
1 +67 570.10
1 +93 579.20
Tailwater conditions for Design Storm.
Discharge 536.00 cfs Actual Depth 2.68 ft
Velocity 17.53 ft/s
Name Description Discharge HW Elev. Velocity
Culvert-1 2-84 inch Circular 535.94 cfs 560.36 ft 10.81 ft/s
Weir Roadway 0.00 cfs 560.36 ft N/A
Total ----- 535.94 cfs 560.36 ft N/A
Title: East Alamance Project Engineer: RTL
t:\...\stormwater analysis\culvert design.cvm CulvertMaster v3.1 [03.01.009.00]
10/10/06 0226:04C~~ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3

•
•
•
Culvert Designer/Analyzer Report
Boyd's Creek
' S -`lam STbRN. ~VEtii~
Component:Culvert-1
EtEA~9~J~~(Z
Culvert Summary ~-~~~ ~ ~
Computed Headwater Elev~ 560.36 ft Discharge 535.94 cfs
Inlet Control HW Elev. 559.98 ft Tailwater Elevation 556.08 ft ~ 'rfti~ufh'~ErC
Outlet Control HW Elev. 560.36 ft Control Type Outlet Control ~~d kZuo.J
Headwater Depth/Height 1.07
Grades
Upstream Invert 552.88 ft Downstream Invert 552.38 ft
Length 60.00 ft Constructed Slope 0.008333 ft/ft
Hydraulic Profile
Profile M2 Depth, Downstream 4.30 ft
Slope Type Mild Normal Depth 4.95 ft
Flow Regime Subcritical Critical Depth 4.30 ft
Velocity Downstream 10.81 ft/s Critical Slope 0.012392 ft/ft
Section
Section Shape Circular Mannings Coefficient 0.024
Section Material CMP Span 7.00 ft
Section Size 84 inch Rise 7.00 ft
Number Sections 2
Outlet Control Properties
Outlet Control HW Elev. 560.36 ft Upstream Velocity Head 1.42 ft
Ke 0.90 Entrance Loss 1.28 ft
Inlet Control Properties
Inlet Control.HW Elev. 559.98 ft Flow Control Unsubmerged
Inlet Type Projecting Area Full 77.0 ft2
K 0.03400 HDS 5 Chart 2
M 1.50000 HDS 5 Scale 3
C 0.05530 Equation Form 1
Y 0.54000
Title: East Alamance Project Engineer: RTL
t:\...\stormwater analysis\culvert design.cvm CulvertMaster v3.1 [03.01.009.00]
10/10/06 02:26:04C~~ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 3

Culvert Designer/Analyzer Report
Boyd's Creek
S - `-lL S'~o Q N` ~ ~'~'"~
Component:Weir
Hydraulic Component(s): Roadway
Discharge 0.00 cfs Allowable HW Elevation 560.36 ft
Roadway Width 22.00 ft Overtopping Coefficient 2.50 US
Low Point 563.00 ft Headwater Elevation N/A ft
Discharge Coefficient (Cr) 2.50 Submergence Factor (Kt) 1.00
Tailwater Elevation 556.08 ft
Sta (ft) Elev. (ft)
0.00 566.00
80.00 563.00
110.00 563.00
146.00 566.00
Title: East Alamance Project Engineer: RTL
t:\...\stormwater analysis\culvert design.cvm CulvertMaster v3.1 [03.01.009.00]
10/10/06 02:26:04C~~ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 3 of 3

•
Culvert Designer/Analyzer Report
Boyd's Creek

Analysis Component
Storm Event IG- 1~' Design
1 Discharge 727.00 cfs c-- ~EA~L QISCHa~~IF~
~~' `~~- St~M
Peak Discharge Method: User-Specified
Design Discharge 727.00 cfs Check pischarge 727.00 cfs
Tailwater properties: Irregular Channel
Roughness Segments
Start End Mannings
Station Station Coefficient
0+00 0+75 0.120
0+75 0+87 0.035
0+87 1+02 0.010
1+02 1+09 0.035
1+09 1+g3 0.120
Natural Channel Points
Station Elevation
(ft) (ft)
0+00 567.00
0+12 560.40
0+35 558.80
0+75 558.50
0+80 557.10
0+87 554.50
O+gB 553.40
1+02 557.40
1 +09 557.40
1+18 558.10
1 +53 568.50
1+67 570.10
1+93 579.20
Tailwater conditions for Design Storm.
Discharge 727.00 cfs Actual Depth 2.91 ft
Velocity 20.84 ft/s
Name Description Discharge HW Elev. Velocity
Culvert-1 2-84 inch Circular 727.05 cfs 562.04 ft 12.29 ft/s
Weir Roadway 0.00 cfs 562.04 ft N/A
Total -- 727.05 cfs 562.04 ft N/A
Title: East Alamance Project Engineer: RTL
t:\...4stormwater analysis\culvert design.cvm CulvertMaster v3.1 [03.01.009.00]
10/10/06 02:25:37C~~ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3

Culvert Designer/Analyzer Report
Boyd's C reek
tb-x(,12 S'i-a~~^ ~u1=r Nrl'
Component:Culvert-1
Culvert Summary j.} ~(1ua/k~r,,,2 F~~up~-r o..~
Computed Headwater Elev~ 562.04 ft Discharge 727.05 cfs
Inlet Control HW Elev. 561.85 ft Tailwater Elevation 556.31 ft ~ ?A/L,,~,i~i E/C
Outlet Control HW Elev. 562.04 ft Control Type Outlet Control ~ LEVATZ a.,.-~
Headwater Depth/Height 1.31
Grades
Upstream Invert 552.88 ft Downstream Invert 552.38 ft
Length 60.00 ft Constructed Slope 0.008333 ft/ft
Hydraulic Profile
Profile M2 Depth, Downstream 5.03 ft
Slope Type Mild Normal pepth N/A ft
Flow Regime Subcritical Critical Depth 5.03 ft
Velocity Downstream 12.29 ft/s Critical Slope 0.014752 ft/ft
Section
Section Shape Circular Mannings Coefficient 0.024
Section Material CMP Span 7.00 ft
Section Size 84 inch Rise 7.00 ft
Number Sections 2
Outlet Control Properties
Outlet Control HW Elev. 562.04 ft Upstream Velocity Head 1.75 ft
Ke 0.90 Entrance Loss 1.57 ft
Inlet Control Properties
Inlet Control HW Elev. 561.85 ft Flow Control Transition
Inlet Type Projecting Area Full 77.0 ftZ
K 0.03400 HDS 5 Chart 2
M 1.50000 HDS 5 Scale 3
C 0.05530 Equation Form 1
Y 0.54000
Title: East Alamance Project Engineer: RTL
t:\...\stormwater analysis\culvert design.cvm CulvertMaster v3.1 [03.01.009.00]
10/10/06 02:25:37®~ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 3

•
Culvert Designer/Analyzer Report
Boyd's Creek

Component:Weir
Hydraulic Component(s): Roadway
Discharge 0.00 cfs Allowable HW Elevation 562.04 ft
Roadway Width 22.00 ft Overtopping Coefficient 2.50 US
Low Point 563.00 ft Headwater Elevation N/A ft
Discharge Coefficient (Cr) 2.50 Submergence Factor (Kt) 1.00
Tailwater Elevation 556.31 ft
Sta (ft) Elev. (ft)
0.00 566.00
80.00 563.00
110.00 563.00
146.00 566.00
Title: East Alamance Project Engineer: RTL
t:\...\stormwater analysis\culvert design.cvm CulvertMaster v3.1 [03.01.009.00]
10/10/06 02:25:37C~'lH~ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 3 of 3

Culvert Designer/Analyzer Report
Boyd's Creek
Analysis Component
Storm Event Design Discharge 1,550.00 cfs ~ ~E/ttL 'q\SC1~-+CC;tE
/vo - j/,G
Peak Discharge Method: User-Specified
Design Discharge 1,550.00 cfs Check Discharge 1,550.00 cfs
Tailwater properties: Irregular Channel
Roughness Segments
Start End Mannings
Station Station Coefficient
0+00 0+75 0.120
0+75 0+87 0.035
0+87 1+02 0.010
1+02 1+09 0.035
1 +09 1 +93 0.120
Natural Channel Points
Station Elevation
(ft) (ft)
0+00 567.00
0+12 560.40
0+35 558.80
0+75 558.50
0+80 557.10
0+87 554.50
0+98 553.40
1 +02 557.40
1 +09 557.40
1+18 558.10
1 +53 568.50
1+67 570.10
1+93 579.20
Tailwater conditions for Design Storm.
Discharge 1,550.00 cfs Actual Depth 4.98 ft
Velocity 16.21 ft/s
Name Description Discharge HW Elev. Velocity
Culvert-1 2-84 inch Circular 960.02 cfs 565.23 ft 13.67 ft/s
Weir Roadway 589.70 cfs 565.23 ft N/A
Total ---------- 1,549.72 cfs 565.23 ft N/A
Title: East Alamance Project Engineer: RTL
t:\...\stormwater analysislculvert design.cvm CulvertMaster v3.1 (03.01.009.00]
10/10/06 02:25:13C~~ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3

Culvert Designer/Analyzer Report
Boyd's Creek
l06 - wrL s'C~Rr~ 1:~1~~
Component:Culvert-1
Culvert Summary 1~Ffcpu.~.~; c(l- ~ty~(1Srlnrf
Computed Headwater Elev~ 565.23 ft Discharge 960.02 cfs
Inlet Control HW Elev. 565.23 ft Tailwater Elevation 558.38 ft c- T~4t~~! P~ i l2/Z
Outlet Control HW Elev. 564.50 ft Control Type Inlet Control l:t.~UAcw J
Headwater Depth/Height 1.76
Grades
Upstream Invert 552.88 ft Downstream Invert 552.38 ft
Length 60.00 ft Constructed Slope 0.008333 ft/ft
Hydraulic Profile
Profile CompositeM2PressureProfile Depth, Downstream 6.00 ft
Slope Type Mild Normal Depth N/A ft
Flow Regime Subcritical Critical Depth 5.74 ft
Velocity Downstream 13.67 ft/s Critical Slope 0.019232 ft/ft
Section
Section Shape Circular Mannings Coefficient 0.024
Section Material CMP Span 7.00 ft
Section Size 84 inch Rise 7.00 ft
Number Sections 2
Outlet Control Properties
Outlet Control HW Elev. 564.50 ft Upstream Velocity Head 2.42 ft
Ke 0.90 Entrance Loss 2.18 ft
Inlet Control Properties
Inlet Control HW Elev. 565.23 ft Flow Control Submerged
Inlet Type Projecting Area Full 77.0 ftZ
K 0.03400 HDS 5 Chart 2
M 1.50000 HDS 5 Scale 3
C 0.05530 Equation Form 1
Y 0.54000
Title: East Alamance Project Engineer: RTL
t:\...\stormwater analysis\culvert design.cvm CulvertMaster v3.1 [03.01.009.00]
10/10/06 02:25:13C~~ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 3

Culvert Designer/Analyzer Report
Boyd's Creek
•
Component:Weir
Hydraulic Component(s): Roadway
Discharge 589.70 cfs Allowable HW Elevation 565.23 ft
Roadway Width 22.00 ft Overtopping Coefficient 2.92 US
Low Point 563.00 ft Headwater Elevation 565.23 ft
Discharge Coefficient (Cr) 2.92 Submergence Factor (Kt) 1.00
Tailwater Elevation 558.38 ft
0.00 566.00
80.00 563.00
110.00 563.00
146.00 566.00
Sta (ft) Elev. (ft)
Title: East Alamance Project Engineer: RTL
t:\...\stormwater analysis\culvert design.cvm CulvertMaster v3.1 (03.01.009.00]
10/10/06 02:25:13C~~k;ntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 3 of 3

i
•
Addlink 20
Drainage Area B
POA B
:~.~~::°~' Addlink 30 ~ Ex. Pond Outlet
Drainage Area A Fx. Farm Pond POA A
Addlink 40
Drainage Area C
Addlink 50
Drainage Area D POA D
~iLE~F.Ua.u PNC~ar
M~Q~ AP<~~N-
POA C

Type.... Master Network Summary
Name.... Watershed
Page 1.01
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\PREDEVELOPMENT060309BTB.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: East Alamance Qu
Total
Depth
Return Event in
Pre 2 3.5000
Pre 10 5.3000
Pre 25 6.0000
Pre 50 6.8000
Pre100 7.6000
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol Qpeak Qpeak Max WSEL
Node ID Type Event cu.ft Trun min cfs ft
DRAINAGE AREA A AREA 2 283320 760.02 35.54
DRAINAGE AREA A AREA 10 595425 751.22 78.61
DRAINAGE AREA A AREA 25 727744 751.22 96.95
DRAINAGE AREA A AREA 50 883895 751.22 118.47
DRAINAGE AREA A AREA 100 1044142 751.22 140.41
DRAINAGE AREA B AREA 2 52689 796.92 4.22
DRAINAGE AREA B AREA 10 118185 783.42 10.91
DRAINAGE AREA B AREA 25 146604 783.92 13.10
DRAINAGE AREA B AREA 50 180450 783.42 16.30
DRAINAGE AREA B AREA 100 215452 783.42 19.59
DRAINAGE AREA C AREA 2 971902 736.71 83.91
DRAINAGE AREA C AREA 10 1023602 738.61 194.05
DRAINAGE AREA C AREA 25 1260140 738.61 240.73
DRAINAGE AREA C AREA 50 1540534 738.61 295.63
DRAINAGE AREA C AREA 100 1829350 738.61 351.73
Max
Pond Storage
cu.ft
S/N: FFYXYWH383DA Kimley-Horn & Associates
PondPack (10.00.016.00) 2:03 PM 11/10/2006

•
•
i
•
Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... T:\pn\011185029 E. Alamance\Stormwater Analysis\PREDEVELOPMENT060309BTB.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID
---------
------
-- Type
---- Event
-- cu.ft Trun

DRAINAGE
AREA
D
AREA ----
2 ---------- --
1134520
DRAINAGE AREA D AREA 10 2921732
DRAINAGE AREA D AREA 25 2970493
DRAINAGE AREA D AREA 50 3619518
DRAINAGE AREA D AREA 100 4286777
EX. FARM PONDIN POND 2 283320 760.02 35.54
EX. FARM PONDIN POND 10 595425 751.22 78.61
EX. FARM PONDIN POND 25 727749 751.22 96.95
EX. FARM PONDIN POND 50 883895 751.22 118.47
EX. FARM PONDIN POND 100 1044142 751.22 140.41
EX. FARM PONDOUT POND 2 13096 1486.53 .81
EX. FARM PONDOUT POND 10 321618 839.72 18.91
EX. FARM PONDOUT POND 25 453983 814.22 34.14
EX. FARM PONDOUT POND 50 609180 800.52 53.60
EX. FARM PONDOUT POND 100 769006 785.42 86.98
*POA A JCT 2 13095 1486.73 .81
*POA A JCT 10 321617 839.72 18.91
*POA A JCT 25 453482 819.22 34.14
*POA A JCT 50 609178 800.52 53.60
*POA A JCT 100 769005 785.42 86.98
*POA B JCT 2 52684 796.92 4.22
*POA B JCT 10 118185 783.42 10.41
*POA B JCT 25 146604 783.42 13.10
*POA B JCT 50 180450 783.42 16.30
*POA B JCT 100 215452 783.42 19.59
*POA C JCT 2 471902 738.71 83.91
*POA C JCT 10 1023602 738.61 194.05
*POA C JCT 25 1260140 738.61 240.73
*POA C JCT 50 1540534 738.61 295.63
*POA C JCT 100 1829350 738.61 351.73
Max
Qpeak Qpeak Max WSEL Pond Storage
min cfs ft cu.ft
---------
766.22 -------- -------- ------------
122.92
766.22 278.89
766.22 344.76
766.22 422.12
766.22 501.09
S/N: FFYXYWH383DA
PondPack (10.00.016.00) 2:03 PM
~,~d~ sr~f~
E `~ ~~/~
/
616.53 274333
616.85 333109
617.02 364296
617.20 398570
617.35 425339
f~A~ Y~ScN/4~6r~.
Kimley-Horn & Associates
11/10/2006

Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\PREDEVELOPMENT060309BTB.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol Qpeak Qpeak Max WSEL
Node
----- ID
-------- Type
---- ---- Event
------ cu.ft Trun min cfs ft

*POA
D
JCT
2 ---------- --
1134520 ---------
766.22 -------- --------
122.92
*POA D JCT 10 2421732 766.22 278.89 PE

*POA
D
JCT
25
2970493
766.22 A C
344.76
*POA D JCT 50 3619518 766.22 422.12
*POA D JCT 100 4286777 766.22 501.09
Max
Pond Storage
cu.ft
Dic ~N~4¢c.E
S/N: FFYXYWH383DA Kimley-Horn & Associates
PondPack (10.00.016.00) 2:03 PM 11/10/2006

i
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•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
Type.... Tc Calcs
Name.... DRAINAGE AREA A
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\PREDEVELOPMENT060309BTB.ppw
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .4100
Hydraulic Length 300.00 ft
2yr, 24hr P 3.5000 in
Slope .013000 ft/ft
Avg.Velocity .08 ft/sec
Segment #1 Time: 59.92 min
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 80.00 ft
Slope .025000 ft/ft
Unpaved
Avg.Velocity 2.55 ft/sec
Segment #2 Time: .52 min
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 33.2500 sq.ft
wetted Perimeter 18.15 ft
Hydraulic Radius 1.83 ft
Slope .013000 ft/ft
Mannings n .0250
Hydraulic Length 920.00 ft
Avg.Velocity 10.17 ft/sec
Page 2.01
Segment #3 Time: 1.51 min
------------------------------------------------------------------------
S/N: FFYXYWH383DA
PondPack (10.00.016.00)
2:03 PM
Kimley-Horn & Associates
11/10/2006

•
i
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•
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•
Type.... Tc Calcs
Name.... DRAM NAGE AREA A
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\PREDEVELOPMENT060309BTB.ppw
Segment #4: Tc: TR-55 Channel
Flow Area 9.6200 sq.ft
Wetted Perimeter 10.99 ft
Hydraulic Radius .88 ft
Slope .020000 ft/ft
Mannings n .0130
Hydraulic Length 50.00 ft
Avg.Velocity 14.83 ft/sec
Segment #9 Time: .06 min
------------------------------------------------------------------------
Segment #5: Tc: TR-55 Channel
Flow Area 5.0000 sq.ft
Wetted Perimeter 8.32 ft
Hydraulic Radius .60 ft
Slope .016000 ft/ft
Mannings n .0240
Hydraulic Length 1700.00 ft
Ava.Velocity 5.59 ft/sec
Segment #5 Time: 5.07 min
------------------------------------------------------------------------
Total Tc: 67.07 min ~--
-------------------------
-------------------------
Page 2.02
S/N: FFYXYWH383DA
PondPack (10.00.016.00)
2:03 PM
Kimley-Horn & Associates
11/10/2006

Type.... Tc Calcs Page 2.03
Name.... DRAINAGE AREA B
File.... T:\pn\011185029 E. Alamance\Stormwater Analysis\PREDEVELOPMENT060309BTB.ppw
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .4100
Hydraulic Length 300.00 ft
2yr, 24hr P 3.5000 in
Slope .003000 ft/ft
Avg.Velocity .05 ft/sec
Segment #1 Time: 107.72 min
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 150.00 ft
Slope .060000 ft/ft
Unpaved
Avg.Velocity 3.95 ft/sec
Segment #2 Time: .63 min
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
Avg.Velocity
4.5000 sq.ft
7.82 ft
.58 ft
052000 ft/ft
.1000
655.00 ft
2.35 ft/sec
Segment #3 Time: 4.64 min
------------------------------------------------------------------------
Total Tc: 113 00 min ~c~
S/N: FFYXYWH383DA
PondPack (10.00.016.00)
2:03 PM
Kimley-Horn & Associates
11/10/2006

•
•
Type.... Tc Calcs
Name.... DRAINAGE AREA C
Page 2.04
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\PREDEVELOPMENT060309BTB.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .2400
Hydraulic Length 300.00 ft
2yr, 24hr P 3.5000 in
Slope .066700 ft/ft
Avg.Velocity .25 ft/sec
Segment #1 Time: 20.30 min
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length
Slope
Unpaved
Avg.Velocity
540.00 ft
055600 ft/ft
3.80 ft/sec
Segment #2 Time: 2.37 min
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 2.0000 sq.ft
Wetted Perimeter 4.00 ft
Hydraulic Radius .50 ft
Slope .022000 ft/ft
Mannings n .1100
Hydraulic Length 1350.00 ft
Avg.Velocity 1.27 ft/sec
Segment #3 Time: 17.78 min
------------------------------------------------------------------------
Total Tc: 40.44 min C~
S/N: FFYXYWH383DA
PondPack (10.00.016.00)
2:03 PM
Kimley-Horn & Associates
11/10/2006

Type.... Tc Calcs Page 2.05
Name.... DRAINAGE AREA D
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\PREDEVELOPMENT060309BTB.ppw
--
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .8000
Hydraulic Length 300.00 ft
2yr, 24hr P 3.5000 in
Slope .033300 ft/ft
Avg.Velocity .07 ft/sec
Segment #1 Time: 70.21 min
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 1440.00 ft
Slope .041700 ft/ft
Unpaved
Avg.Velocity 3.29 ft/sec
Segment #2 Time: 7.28 min
-----------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 2.5000
Wetted Perimeter 4.50
Hydraulic Radius .56
Slope .026100
Mannings n .0110
Hydraulic Length 3060.00
sq.ft
ft
ft
ft/ft
ft
Avg.Velocity 14.79 ft/sec
Segment #3 Time: 3.45 min
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: 80.94 min ~~
-------------------------
-------------------------
S/N: FFYXYWH383DA Kimley-Horn & Associates
PondPack (10.00.016.00) 2:03 PM 11/10/2006

Type.... Runoff CN-Area
Name.... DRAINAGE AREA A
Paqe 3.01
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\PREDEVELOPMENT060309BTB.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres $C RUC CN
--------------------------------
Open space (Lawns parks etc.) - Goo ----
74 ---------
43.350 ----- ----- ------
74.00
Impervious Areas - Paved parking. lO 98 2.860 98.00
Woods - good 70 16.750 70.00
COMPOSITE AREA & WEIGHTED CN --->
...................................
...................................
.....
..... 62.960
..........
.......... 74.03 (74) ~-
.........................
.........................
S/N: FFYXYWH383DA Kimley-Horn & Associates
PondPack (10.00.016.00) 2:03 PM 11/10/2006

Type.... Runoff CN-Area
Name.... DRAINAGE AREA B
Page 3.02
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\PREDEVELOPMENT060309BTB.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres ~C $UC CN
-------------------------------- ---- --------- ----- ----- ------
Woods - good 70 13.100 70.00
Open space (Lawns parks etc.) - Goo 74 1.300 74.00
COMPOSITE AREA & WEIGHTED CN ---> 14.400 70.36 (70) ~--
S/N: FFYXYWH383DA Kimley-Horn & Associates
PondPack (10.00.016.00) 2:03 PM 11/10/2006

Type.... Runoff CN-Area
Name.... DRAINAGE AREA C
Page 3.03
File.... T:\pn\011185029 E. Alamance\Stormwater Analysis\PREDEVELOPMENT060309BTB.ppw
--~
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description
------------------------------- CN acres $C $UC CN
- -
Open space (Lawns,parks etc.) - Goo ---
74 ---------
23.000 ----- ----- ------
74.00
Impervious Areas - Paved parking lO 98 6.000 98.00
Woods - good 70 87.000 70.00
COMPOSITE AREA & WEIGHTED CN ---> 116.000 72.24 (72) E--
S/N: FFYXYWH383DA Kimley-Horn & Associates
PondPack (10.00.016.00) 2:03 PM 11/10/2006

Type.... Runoff CN-Area
Name.... DRAINAGE AREA D
Page 3.04
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description
---------------------------- CN acres ~C gUC CN
----
Impervious Areas - Paved parking lO ----
98 ---------
13.000 ----- ----- ------
98.00
Open space (Lawns,parks etc.) - Goo 74 94.000 74.00
Woods - good 70 158.000 70.00
COMPOSITE AREA & WEIGHTED CN --->
...................................
...................................
.....
..... 265.000
..........
..........
............
............ 72.79 (73) ~----
.............
.............
S/N: FFYXYWH383DA Kimley-Horn & Associates
PondPack (10.00.016.00) 2:03 PM 11/10/2006

Q•sr- D~JE~cpnlFi~~
Ex. Farm Pond
' ~':~'~''~ Addlink 30
Drainage Area A
-o
o~
a
O
r
POA A
STB~ POOL
Step Fool
Junc 10
DRY PON[
STEP POOL SY S.
rn
v
a
O
c
v
~':~'~''~ Addlink 20
Drainage Area B
~'. ~~: ~ ~'~ Addlink 40
Drainage Area C POA C
~'~~';'~ Addlink 50
Drainage Area D POA D
POA B

Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\POSTDEVELOPMENT RTL_ICPR.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: East Alamance Qu
Total
Depth
Return Event in
Dev 2 3.5000
Dev 10 5.3000
Dev 25 6.0000
Dev 50 6.8000
Dev100 7.6000
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 29hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol Qpeak Qpeak Max WSEL
Node ID Type Event cu.ft Trun min cfs ft
-------
---------
DRAINAGE -----
AREA ---
A ----
AREA ------
2 ---------- --
283377 ---------
760.00 --------
-
35.54
DRAINAGE AREA A AREA 10 595544 751.50 78.59
DRAINAGE AREA A AREA 25 727892 751.50 96.92
DRAINAGE AREA A AREA 50 884074 751.50 118.42
DRAINAGE AREA A AREA 100 1044352 751.50 140.34
DRAINAGE AREA B AREA 2 18662 745.00 2.85
DRAINAGE AREA B AREA 10 41865 744.50 6.93
DRAINAGE AREA B AREA 25 51932 744.50 8.69
DRAINAGE AREA B AREA 50 63922 744.50 10.77
DRAINAGE AREA B AREA 100 76322 744.50 12.91
DRAINAGE AREA C AREA 2 650303 715.50 277.44
DRAINAGE AREA C AREA 10 1120020 715.00 466.08
DRAINAGE AREA C AREA 25 1306425 715.00 539.13
DRAINAGE AREA C AREA 50 1520942 715.00 622.25
DRAINAGE AREA C AREA 100 1736609 715.00 705.01
Max
Pond Storage
cu.ft
S/N: FFYXYWH383DA
PondPack (10.00.016.00)
1:55 PM
Kimley-Horn & Associates
11/10/2006

•
•
•
Type.... Master Network Summary Page 2.02
Name.... Watershed
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\POSTDEVELOPMENT_RTL_ICPR.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event cu.ft Trun min cfs ft cu.ft
DRAINAGE AREA D AREA 2 1087654 766.50 117.74
DRAINAGE AREA D AREA 10 2321693 766.00 267.09
DRAINAGE AREA D AREA 25 2847786 766.00 330.21
DRAINAGE AREA D AREA 50 3469993 766.00 404.35
DRAINAGE AREA D AREA 100 4109689 766.00 480.04
DRY POND IN POND 2 180969 876.50 7.59
DRY POND IN POND 10 459240 858.50 13.23
DRY POND IN POND 25 500141 840.00 13.30
DRY POND IN POND 50 537443 828.00 13.37
DRY POND IN POND 100 570139 816.50 13.41 WAfE~L. S~KFAGE
Etl4't/.
DRY POND OUT POND 2 116456 1035.00 5.02 588.23 71069
DRY POND OUT POND 10 393591 947.50 13.17 588.49 76414
DRY POND OUT POND 25 434321 937.50 13.21 586.49 76442
DRY POND OUT POND 50 471474 928.00 13.24 588.49 76463
DRY POND OUT POND 100 504071 921.50 13.26 588.4 76981
EX. FARM PONDIN POND 2 283377 760.00 35.54
EX. FARM PONDIN POND 10 595544 751.50 78.59
EX. FARM PONDIN POND 25 727892 751.50 96.92
EX. FARM PONDIN POND 50 884074 751.50 118.42
EX. FARM PONDIN POND 100 1044352 751.50 140.34
+EX. FARM PONDOUT POND 2 194601 856.50 7.79 615.81 143123
+EX. FARM PONDOUT POND 10 500874 840.00 18.85 616.65 296515
+EX. FARM PONDOUT POND 25 631339 819.50 33.91 616.87 336895
+EX. FARM PONDOUT POND 50 785622 799.00 55.25 617.08 375564
+EX. FARM PONDOUT POND 100 943928 788.00 81.78 617.24 906075
JUNC 10 JCT 2 180972 875.50 7.59
JUNC 10 JCT 10 459244 857.50 13.23
JUNC 10 JCT 25 500146 839.00 13.30
JUNC 10 JCT 50 537448 826.50 13.36
JUNC 10 JCT 100 570143 815.50 13.91
S/N: FFYXYWH383DA
PondPack (10.00.016.00)
1:55 PM
Kimley-Horn & Associates
11/10/2006

•
•
Type.... Master Network Summary Page 2.03
Name.... Watershed
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\POSTDEVELOPMENT RTL ICPR.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol Qpeak
Node ID Type Event cu.ft Trun min
*POA A JCT 2 4393 823.00
*POA A JCT 10 32323 839.50
*POA A JCT 25 121851 814.50
*POA A JCT 50 238779 799.00
*POA A JCT 100 364313 788.00
*POA B JCT 2 135119 1034.00
*POA B JCT 10 435957 933.00
*POA B JCT 25 486253 921.50
*POA B JCT 50 535397 912.00
*POA B JCT 100 580393 904.00
*POA C JCT 2 650303 715.50
*POA C JCT 10 1120020 715.00
*POA C JCT 25 1306425 715.00
*POA C JCT 50 1520942 715.00
*POA C JCT 100 1736604 715.00
*POA D JCT 2 1087654 766.50
*POA D JCT 10 2321693 766.00
*POA D JCT 25 2847785 766.00
*POA D JCT 50 3469993 766.00
*POA D JCT 100 4109689 766.00
Max
Qpeak Max WSEL Pond Storaqe
cfs ft cu.ft
.09
5.62
20.59
41.85
68.31
5.24
13.74
13.92
14.11 Q~~
11 ~iSt ~« It~rE
14.31
277.44
466.08
539.13
622.25
705.01
117.74
267.09
330.21
404.35
480.04
STEP POOL IN POND 2 190208 858.00 7.70
STEP POOL IN POND 10 468549 829.00 13.23
STEP POOL IN POND 25 509485 812.50 13.32
STEP POOL IN POND 50 546842 794.50 13.40
STEP POOL IN POND 100 579615 788.00 13.47
STEP POOL OUT POND 2 180972 875.50 7.59
STEP POOL OUT POND 10 459244 857.50 13.23
STEP POOL OUT POND 25 500146 839.00 13.30
STEP POOL OUT POND 50 537949 826.50 13.36
STEP POOL OUT POND 100 570143 815.50 13.41
`/,y,G,~ S/KfR=~

~ 6f U+!'110~
598.65 15931
598.94 19840
598.95 19891
598.95 19935
598.95 19969
S/N: FFYXYWH383DA
PondPack (10.00.016.00)
1:55 PM
Kimley-Horn & Associates
11/10/2006

r
•
•
Type.... Tc Calcs
Name.... DRAINAGE AREA A
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\POSTDEVELOPMENT_RTL_ICPR.ppw
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .9100
Hydraulic Length 300.00 ft
2yr, 29hr P 3.5000 in
Slope .013000 ft/ft
Avg.Velocity .08 ft/sec
Segment #1 Time: 59.92 min
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 80.00 ft
Slope .025000 ft/ft
Unpaved
Avg.Velocity 2.55 ft/sec
Segment #2 Time: .52 min
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 33.2500 sq.ft
Wetted Perimeter 18.15 ft
Hydraulic Radius 1.83 ft
Slope .013000 ft/ft
Mannings n .0250
Hydraulic Length 920.00 ft
Avg.Velocity 10.17 ft/sec
Page 1.01
Segment #3 Time: 1.51 min
------------------------------------------------------------------------
S/N: FFYXYWH383DA
PondPack (10.00.016.00)
1:56 PM
Kimley-Horn & Associates
11/10/2006

Type.... Tc Calcs
Name.... DRAINAGE AREA A
Page 1.02
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\POSTDEVELOPMENT RTL ICPR.ppw
Segment #4: Tc: TR-55 Channel
Flow Area 9.6200 sq.ft
Wetted Perimeter 10.99 ft
Hydraulic Radius .88 ft
Slope .020000 ft/ft
Mannings n .0130
Hydraulic Length 50.00 ft
Avg.Velocity 19.83 ft/sec
Segment #4 Time: .06 min
------------------------------------------------------------------------
Segment #5: Tc:
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
TR-55 Channel
5.0000 sq.ft
8.32 ft
.60 ft
.016000 ft/ft
.0240
1700.00 ft
Avg.Velocity 5.59 ft/sec
Segment #5 Time: 5.07 min
------------------------------------------------------------------------
-------------------------
Total Tc: 67.07 min ~'
-------------------------
-------------------------
S/N: FFYXYWH383DA
PondPack (10.00.016.00)
1:56 PM
Kimley-Horn & Associates
11/10/2006

i
•
•
w
w
w
•
Type.... Tc Calcs
Name.... DRAINAGE AREA B
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\POSTDEVELOPMENT_RTL_ICPR.ppw
_~
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .4100
Hydraulic Length 300.00 ft
2yr, 29hr P 3.5000 in
Slope .030000 ft/ft
Avg.Velocity .12 ft/sec
Segment #1 Time: 42.88 min
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 150.00 ft
Slope .060000 ft/ft
Unpaved
Avg.Velocity 3.95 ft/sec
Segment #2 Time: .63 min
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 4.5000 sq.ft
Wetted Perimeter 7.82 ft
Hydraulic Radius .58 ft
Slope .052000 ft/ft
Mannings n .1000
Hydraulic Length 655.00 ft
Avg.Velocity 2.35 ft/sec
Page 1.05
Segment #3 Time: 4.64 min
------------------------------------------------------------------------
S/N:. FFYXYWH383DA
PondPack (10.00.016.00)
Total Tc: 48.16 min ~--
1:56 PM
Kimley-Horn & Associates
11/10/2006

Type.... Tc Calcs
Name.... DRAINAGE AREA C
Page 1.07
File.... T:\pn\011185029 E. Alamance\Stormwater Analysis\POSTDEVELOPMENT RTL ICPR.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: User Defined
Segment #1 Time: 5.00 min
------------------------------------------------------------------------
-------------------------
-------------------------
Tota.l Tc: 5.00 min ~-
-------------------------
-------------------------
S/N: FFYXYWH383DA Kimley-Horn & Associates
PondPack (10.00.016.00) 1:56 PM 11/10/2006

•
Type.... Tc Calcs
Name.... DRAI REA D
Page 1.10
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\POSTDEVELOPMENT RTL ICPR.ppw
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .8000
Hydraulic Length 300.00 ft
2yr, 24hr P 3.5000 in
Slope .033300 ft/ft
Avg.Velocity .07 ft/sec
Segment #1 Time: 70.21 min
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 1440.00 ft
Slope .041700 ft/ft
Unpaved
Avq.Velocity 3.29 ft/sec
Segment #2 Time: 7.28 min
------------------------------------------------------------------------
Segment #3: Tc:
Flow Area
Wetted Perimeter
Hydraulic Radius
Slope
Mannings n
Hydraulic Length
TR-55 Channel
2.5000 sq.ft
4.50 ft
.56 ft
.026100 ft/ft
.0110
3060.00 ft
Avg.Velocity 14.79 ft/sec
Segment #3 Time: 3.45 min
------------------------------------------------------------------------
S/N: FFYXYWH383DA
PondPack (10.00.016.00)
Total Tc: 80.94 min E--
1:56 PM
Kimley-Horn & Associates
11/10/2006

Type.... Runoff CN-Area
Name.... DRAINAGE AREA A
Page 2.01
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\POSTDEVELOPMENT RTL ICPR.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description
------------------------- CN acres $C $UC CN
-------
Open space (Lawns,parks etc.) - Goo ----
79 ---------
43.350 ----- ----- ------
74.00
Impervious Areas - Paved parking lO 98 2.860 98.00
Woods - good 70 16.750 70.00
COMPOSITE AREA & WEIGHTED CN ---> 62.960 74.03 (74) E---
S/N: FFYXYWH383DA Kimley-Horn & Associates
PondPack (10.00.016.00) 1:56 PM 11/10/2006

Type.... Runoff CN-Area
Name.... DRAINAGE AREA B
Page 2.03
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\POSTDEVELOPMENT RTL ICPR.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres $C $UC CN
-------------------------------- ---- --------- ----- ----- ------
woods - good 70 4.500 70.00
Open space (Lawns,parks etc.) - Goo 74 .600 74.00
COMPOSITE AREA & WEIGHTED CN ---> 5.100 70.47 (70) ~.
...........................................................................
...........................................................................
S/N: FFYXYWH383DA Kimley-Horn & Associates
PondPack (10.00.016.00) 1:56 PM 11/10/2006

Type.... Runoff CN-Area
Name.... DRAINAGE AREA C
c
Page 2.06
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\POSTDEVELOPMENT RTL ICPR.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description
----------------------------- CN acres $C $UC CN
--- -
Open space (Lawns parks etc.) - Goo ---
79 ---------
15.000 ----- ----- ------
74.00
Impervious Areas - Paved parking lO 98 50.000 98.00
Woods - good 70 11.000 70.00
COMPOSITE AREA & WEIGHTED CN --->
....................................
....................................
....
.... 76.000
..........
..........
............
............ 89.21 (89) ~~
.............
.............
S/N: FFYXYWH383DA Kimley-Horn & Associates
PondPack (10.00.016.00) 1:56 PM 11/10/2006

Type.... Runoff CN-Area
Name.... DRAINAGE AREA D
Page 2.07
File.... T:\pn\011185024 E. Alamance\Stormwater Analysis\POSTDEVELOPMENT RTL ICPR.ppw
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres ~C $UC CN
---
--
--------------------------------
Impervious Areas - Paved parking lO ----
98 ---------
13.000 ----- -----
-
98.00
Open space (Lawns,parks etc.) - Goo 74 94.000 74.00
Woods - good 70 147.000 70.00
COMPOSITE AREA & WEIGHTED CN --->
...................................
...................................
.....
..... 254.000
..........
.......... 72.91 (73) f-
.........................
.........................
S/N: FFYXYWH383DA Kimley-Horn & Associates
PondPack (10.00.016.00) 1:56 PM 11/10/2006

~-^n i'*^1'mr ~~~-~~IT^'f"~n,q^+,•..~,~,.:"""~~"*nw"'-r~"n..~- ~^. ;. .. "'T'i"TM"..'.~~'_"~°.~"'f"R°",.'P.~~,"F ""°'T'7"""y~"_,~re~r.
-
~ APPENDICES
i
•
•
•
•
•
•
•
t
•
•
•
•
•
•
•
•
•
•
•

D
-Table 8.03b -
Runoff Curve Numbers (CN)
C~
~.
~.
~.
~. .
~V
~:.
~-

Hydrologic Soil Group .
q B C D.
Land Use/Cover
Cultivated land
without conservation -
72
81
88
91
with conservation 62 71 78 81
Pasture land
oor condition
68
79
86
89
fair condition 49 69 79 84
good condition ~ 39 6f 74 80
Meadow
good condition
30
58
71
78
Wood orforestland
Thin stand -poor cover, no mulch
45
66
83
Good stand. -good cover 25 S5 70 77
Open spaces; lawns, parks, golf courses, cemeteries, etc.
good condition:
_
-grass cover on 75%
- .
or more of the area 39 61 74 80
- fair condition:
grass cover on 50
to 75% of the area
49
69
79
84
Commercial and business
areas (85% impervious)
89
92
94
95
Industrial districts
(72% impervious)
81
88
91
93
ResidentiaL~ Development completed and vegetation established
Average % Impervious" .
Average lot size
.
1 /8 acre or less 65 77 85 90 92.
1 /4 acre _ 38 61 75 83 87
1 /3 acre 30 57 72 81 86
1/2 acre ~5 54 73 80 85
1 acre - 2t) 51 ~ 68 79 84
2 acre 15 47 66 77 81
Paved parking lots, roofs,
driveways, etc. 98 98 98 98' . .
Streets and roads
paved with curbs and
~
storm sewers
gravel _ 98
76 98 ~
85 98
89 98
91
-dirt. 72 82 87 89
Newly graded-area. 81 89 93 95
Residential: Development-underway and no vegetation
Lot sizes of 1/4 acre 88
85 93
91 95
94 97
96
Lot sizes of 1/2 acre
Lot sizes of 1 acre 82 90 93 95
Lot sizes of 2 acres 81 89. 92. 94
Curve numbers are computed assuming the runoff from the house and drive way is directed toward the street.
source: USDA-SCS
-
8.03.10

Rev. 12/93

~ Appendices
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Fgu~e 8.03h 2-year 1 day precipitation (inches) ~ ~ ~ .
..
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1'01. _ ~ -
:.';...
-
- 8.03.11 .

• Description of surface
Exhibit 3
rational runoff coefficients

Business:
• Downtown areas
Neighborhood areas
Residential:
• Single-family areas
6 dwellings/ac
4 dwellings/ac

~ 2 dwellings/ac
. Multiunits, detached
10 dwellings/ac
Multiunits, attached
•. Residential. (suburban)

~ Apartment dwelling areas
. Schools, churches
Industrial:
Light areas
- Heavy areas
Parks, cemeteries
Playgrounds
• Railroad yard areas.
Unimproved areas
. Streets:
Asphaltic
Concrete
- Brick
Drives and walks
- Roofs
C
ASCE, 1975
~essman, et al, 1996
0.70-0.95
0:50-0.70
0.30-0.50
0.40-0.60
0.60-0.75
0.25-0.40
0.50-0.70
0.50-0.80
0.60-0.90
0.10-0.25
0.20-0.35
0.20-0.40
0.10-0.30
0.70-0.95
0.80-0.95
0.70-0.85
0.75-0.85
0.75-0:95
C
M~Icom
0.85
0.55
0.50
0.40.
0.60
0.60
0.60
0.25
0.35'
0.35
0.95 4--
0.95
0.85
0.95 k---
Inclined
Fl
t 1.00
a 0.90
• ~ Lawns; sandy soil:
Flat, 2% 0.05-0.10 0.10
• . ~ Average, 2-7°r6 0.10-0.15 ~ 0.15
Steep, 7°~ 0.15-0.20
Lawns; heavy soil:
- Flat, 2% 0.13-0.17
Average, 2-7~° 0.18-0.22 ~ 0.15
• Steep, 7% 0.25-0.35 0.35 Q--
Wooded areas:
Sparse ground litter 0.20 a~-
- Deep ground litter 0.10
ASCE and Vessman suggest the above values for return periods of 2-10 years.
- For more severe storms, the fallowing multipliers are suggested for C:
. Return aeriod furl Multialier
25
50 1.1
1.2
- 100 1.25

~ CopyrightH.R Malcom, 2003 [S-4J Exhibits
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MORPHOLOGICAL DATA
Martin Marietta Materials -East Alamance Quarry
VARIABLES Boyd's Creek
. Existing Reach
1. Stream T e
Ras en E3/4
2. Draina a Area
s .mile 3.2
• (~ M
- 4. Bankfull Mean Mean: 2.1
depth (dbkJ Range: 2.0 2.4
- 3N1~ a 'ado M.
6. Bankfull cross-sectional Mean: 53.9
Area (Ackr) Range: 45.6 59.5
• ~~
8. Bankfull Dischar e , cfs Mean: 308.0
(Qckr) Range: 248.6 327.7
~~ .m
• 10. Max d,m/db~ Mean: 1.5 '
ratio Range: 1.1 1.9
_.
111Sx~Df .~~ M
12. Width of Flood Prone Mean: 91.8
Area (W,,a) Range: 73.1 147.1
:_ damn... >
14. Meander Len th Mean: 55.3
(Lm) Range: 36.0 65.0
R:~ tbl" too
16. Radius of Curvature Mean: 36.3
(R~) Range: 20.8 71.6
~t
18. Belt Width Mean: 23.6
(Wn~J Range: 16.6 35.2
`~.. ~ .~,~ ~e~_a ~tid ~
~. ., :. '
20. Sinuosi k Mean: 1.01
w Stream Len th / Valle Len th Ran e: -- --
`t`~`. ~ 0 ~'.
22. Avera a Stream Slo Mean: 0.0056
- (S,~) _ (S,~II,Y/k) Range: 0.0050 0.0061
24. Ratio of Riffle Slo e to Av Mean: 4.5
Slope (S,;,~elSa~o) Range: 0.6 9.4
:~,~1i~lo - ~ ~ Maa
a
26. Ratio of Pool Slo to Av . Mean: ~ 0.2
Slope (S,~Jsa,~) Range: 0.1 0.3
°;~.
28. Ratio of Pool Oe th to Av . ~ Mean: 0.6
- Depth (dPoa/d,,,o) Range: 0.3 0.8
icy` fig
32. Ratio of Pool to Pool S acin ~ ~ ~
Mean• 5
- to Bankfull Width (p-p/V1/bk,) Range: 1 18
~ Based on The Reference Reach Field Book. Rosgen Stream type and Associated Manning's "n" Coefficient
- C:1Documents and Seltingsyason.diaz\Desklop\EAlamanca Morph.xls
8/7/2006

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