Bryan Boulevard Relocation

WETLANDS 1401 GROUP
DEC 0 8 2003
WATER QUALITY SECTION
U-2815C
(Bryan Boulevard Relocation)
Stormwater Management Review
ker`_
Baker and Associates
A Unit of Michael Baker Corporation
200 CentrePort Drive, Suite 225
Greensboro, NC 27409
[phone]
FAX [phone]
December 9, 2003
Mr John Dorney
North Carolina Department of Environmental and Natural Resources
Division of Water Quality - Wetlands Unit
2321 Crabtree Boulevard
Raleigh, NC 27604-2260
N011038 A111M H31VM
COOZ 6 0 030
dnon 0 / SONn3M
Subject: U-2815C (Bryan Boulevard Relocation)
Stormwater Management Review (Clarification)
Dear Mr Dorney
Per our conversation today, riser basins #2 and #3 will be converted to constructed stormwater
wetlands at the completion of the U-2815C project as shown on the U-2815C (Bryan Boulevard
Relocation) Stormwater BMP Plan sheet and not as shown in the Stormwater Management
Review binder section U-2815C Plan Sheets
If you have any questions regarding this matter please feel free to call me
Sincerely,
BAKER AND A SOCIATES
Stephe J ander, P E
Project ager
cc Cmdi Karoli, DWQ (w/o Enclosure)
M L Elmore, PTAA (w/o Enclosure)

Challenge Us.
•
c
December 5, 2003

Mr Todd St John
North Carolina Department of Environmental and Natural
Division of Water Quality - Wetlands Unit
2321 Crabtree Boulevard

Raleigh, NC 27604-2260
Subject. U-2815C (Bryan Boulevard Relocation)
Stormwater Management Review
Dear Mr St John

Per your request, we are providing information for the subject project that is similar to
our previous submittals for the FedEx Development Program We have enclosed the
following
¦ A Stormwater BMP Plan depicting the four riser basins that will be converted to
stormwater management ponds at project completion, associated water quality
BMP's, and the surrounding natural terrain
¦ Signed/notarized maintenance agreement for the proposed ponds
¦ Riser Basin Calculations including the Division Of Water Quality 401 Extended
Dry Detention Basin Worksheet for each system
¦ Surface Area Drainage Area (SADA) Calculations for each BMP system
¦ NCDOT's Special Detail For Riser Basin (Dimensions for each basin included on
sheet)
¦ Ditch Liner Calculations For Overflow And Principle Outfalls For Riser Basins
¦ U-2815C Plan Sheets depicting the riser basins
¦ Flow spreader details
•
The proposed systems will use a combination of dry ponds converted to constructed
stormwater wetlands (similar to the approach for the FedEx Site ponds), level spreaders,
natural buffer areas, and natural wetlands to achieve water quality standards Also, as
with the FedEx Site ponds the proposed stormwater management wetlands will be
planted with non-wate fou attracting vegetation as approved by DWQ
2Se?,
Challenge Us. CVJ-
• The attached SADA calculations are based upon DENR criteria for Extended Detention
Wetlands The Surface Areas (SA) determined from these calculations are depicted on
the Stormwater BMP Plan, which demonstrates that adequate area is available for each of
the ponds As was stated above, the four riser basins will be converted to stormwater
ponds and the measures as depicted in the plan view will be incorporated
Please feel free to call me at 336/931-1500 with any questions
Sincerely,
BAKER AND ASSOCIATES
Kevin J Baker, P E
Assistant Vice President
Enclosures
cc Cmdi Karoh, DWQ (w/o Enclosure)
M L Elmore, PTAA (w/o Enclosure)

WETLAND-type DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wetland-type detention basin system is defined as the wetland-type detention basin, pretreatment
including energy dissipators and flow spreaders
Oaintenance activities shall be performed as follows
After every significant runoff producing rainfall event and at least monthly
a Inspect the detention basin system for sediment accumulation, erosion, trash accumulation, vegetated
cover, and general condition
b Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed
2 Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed
3 Inspect and repair the collection system (i a catch basins, piping, swales, nprap, etc ) quarterly to
maintain proper functioning
4 Remove accumulated sediment from the detention basin system semi-annually or when depth is reduced
to 75% of the original design depth (see diagram below) Removed sediment shall be disposed of in an
appropriate manner and shall be handled in a manner that will not adversely impact water quality (i e
stockpiling near a detention basin or stream, etc )
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments
• Natural and restored wetlands and wetland buffers will be inspected every six months Corrective action
will be taken for any areas of erosion or concentrated flow Heavy equipment will be used for these
repairs only when so approved by NCDENR and USACE
When basins are maintained, basin bottoms will be returned to the grades shown on the as-built plans
As necessary, the top 0 3 feet of the basin bottom will be stockpiled and re-applied to the disturbed area
to achieve final grade, or the disturbed area shall be revegetated according to the vegetation planting
plan
5 If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical
6 All components of the detention basin system shall be maintained in good working order
7 Flow spreaders that provide diffuse flow shall be maintained every six months All accumulated sediment
and debris shall be removed from the structure, and a level elevation shall be maintained across the
entire flow spreading structure Any down gradient erosion must be repaired and/or replanted as
necessary

Page 1 of 2
acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above I agree to notify DWQ of any problems with the system or prior to any
.changes to the system or responsible party
Print name n L. Lm-oce
Title.
Addro
Phon
SignE
Date
Note The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president
1, A? ;?Idi , L - (fA( M I,) ff - , a Notary Public for the State of b t
County of U , do hegby certify tha``t?? ff",, E,66 re
personally appeared before me this ?o day of Al -pt )P V'" , 3 , and acknowledge the due
execution of the forgoing wetland-type detention basin maintenance requirements Witness my hand and
official seal,
SEAL
My commission expires AL "a?0 7
•
Page 2 of 2
0
RISER BASIN CALCULATIONS
U-2815C
STATE PROJECT 8 2492901
GUILFORD COUNTY (Div 7)
Bryan Blvd from Regional Dr to West of Inman Dr
for
PIEDMONT TRIAD AIRPORT AUTHORITY
•
Submittal
November 12, 2003
I KO & ASSOCIATES P. C.
Consulting Engineers
1011 Schaub Drive, Suite 202 . Raleigh, North Carolina 27606
Phone [phone] • Fax [phone]
1 HEREBY CERTIFY THAT THE REPORT AND CALCULATIONS for EROSION AND
SEDIMENT CONTROL HEREIN WERE PREPARED BY ME OR UNDER MY DIRECT
SUPERVISION.
SIGNED SEALED, AND DATED THIS 12S DAY OF Novo uR 20 0-1
00 "1111111111111'r
''?FE Spy9
Q s
• SEAL i = W. H4k4
erbert Turner, J ., PE
21162 E
•
KO & ASS0CIATES, P. C.
,qk Consulting Engineers
1011 Schaub Drive, Suite 202 • Raleigh, North Carolina 27606
Phone [phone],• Fax [phone]
0
Project No DWQ
• DIVIWN OF WATER QUALITY
401 DCTENDED DRY DETENTION BASIN WOPKWEET
DWQ Stormwater Management Plan Review ~
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
L PROJECT INFORMATION (please complete the following information)
Project Name .
Contact Person
414 AW fR,orn "RG%vX RD l G)cs1 W Ins, 491
Phone Number (3361 66 5-
For prgects with multiple basins, specify which basin this worksheet applies to _
Drainage Area IV acres Percent Impervious Area r50 % 'BAsiN 4 1 - L.- SrA 77 f oo RT
ITEMS OEM = 4 (CAPE F69R RrvE,2 595%4
IL
REWIRED
The following checklist outlines design requirements per the Storrnwater Best Management Practices Manual (N C Department of
Environment, Health and Natural Resources, November-1995) and Administrative Code Section 15 A NGAC 2H 1008 Initial in the space
provided to indicate the Uming design requirements have been met and supporting documentation is attached 1e1wYae,nenlhasnaf
heel; /#4 allachane4,*nahanotwhy
Applicants Initials
• Either capture runoff from 1 yr, 24 hour storm and release over a 48 hour period, or
capture runoff from 1 inch storm and draw down over a period of 2 to 5 days
Please provide routing for 1 yr 24 hr event or volume from 1 inch ran
The basin length to width ratio is greater than 31
The basin side slopes are no steeper than 31
A small permanent pod at outlet onfice is provided to reduce dogging
An emergency drain to completely empty the basin is provided
Vegetation plan prepared is specified on plans
Basin lo be stabilized within 14 days of construction is specified
Sediment storage (20% of detention volume) in addition to detention volume is provided
Inlet and outlet erosion control measures to prevent scan are provided.
Additional treatment to meet the 85% TSS removal efficiency is provided
Access for dean-out and maintenance is provided
Inlet plunge pod or other energy dissipation is provided
Forebay is provided to capture sediment and minimize dean-out problems
Uncompacted natural sods are utilized to promote vegetation and reduce sedimentation
Seasonal high water table is at least 1 foot below bottom of basin.
If used as a temporary sediment basin, plans indicate dean-out prior to final operation
A site specific operation and maintenance plan with the following provisions is provided
The OEM agreement is signed by the responsible party and notarized
Nor, : NCDOr SPWfA1-'Rf5r-R SIN WNW 5URF=Ae 4RE-,4 ED
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PROJECT NO Z $ SHEET NO OF
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SUBJECT BF?S7f-3 7--r. of -7
Consulting Engineers CALC BY DATE CHECK BY DATE
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Project No DWQ
• DIMON OF WATER QUALITY
401 EXTENDED DRY DETENTION BAM WORKSHEET
DWQ Stormwater Management Plan Review ~
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
speaficabons showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the Nownng information)
Project Name
Contact Person 491
U •Z615C ) - &YgN &YD Mo it ZE610AW, R I& NS W In•r m
Phone Number (3341 665'-
For projects with multiple basins, specify which basset this worksheet applies to _
Drainage Area KI acres Percent IrrPer ms Area 9.2 % BASIN 42 -L- sTA 91+00 FT
IL REQUIRED ITEMS CHECK = 4 C CAPE FEAR Ri VER 18AVAi
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N C Departinent of
Environment, Health and Natural Resources, November-1995) and Administrative Code Section 15 A NCAC 2H 1008 Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached /fa iequirwmV 1vS 1W
&017 4 ?&aCh&7 #81;aba7 ofwA
AyOicants Initials
• Ether cure runoff torn 1 yr, 24 hour storm and release over a 48 hour period, or
capture runoff from 1 inch storm and draw down over a period of 2 to 5 days
Please provide routing for 1 yr 24 hr event or volume from 1 inch rain
The basin length to width ratio is greater than 31
The basin side slopes are no steeper than 31
A small permanent pod at outlet onfice is provided to reduce dogging
An emergency dram to completely empty the basin is provided
Vegetation plan prepared is specified on plans
Basin to be stabilized within 14 days of construction is specified
Sediment storage (20% of detention volume) in addition to detention volume is provided
Inlet and outlet erosion control measures to prevent scour are provided
AA ditional treatment lit meet the 85% TSS removal efficiency is provided.
Access for dean-out and maintenance is provided
Inlet plunge pod or other energy dissipation is provided
Forebay is provided to capture sediment and mnninuze dean-out problems
Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
Seasonal high water table is at least 1 foot below bottom of basin
If used as a temporary sediment basin, plans indicate dean-out pnor to final operation
A site specific operation and maintenance plan with the following provisions is provided
The O&M agreement is signed by the responsible party and notarized
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PROJECT NO U- 29 I S G SHEET NO OF
KO & ASSOCIATES, P. C. PROJECT 2-r1?,,u 13LV n?
Consulting Engineers SUBJECT&AS1N Qr
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CALC BY DATE CHECK BY DATE
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PROJECT NO 0-2860 SHEET NO OF .
MA KO ASSOCIATES, P. C PROJECT
ilk SUBJECT a57. FD? lly??l???l? "?Q?A ? JZ/9E1R
Consulting Engineers CALC BY DATE CHECK BY DATE
Z?--Si4 4 2
Dl9= 14, / &
C- 0. (p 3
pAvE C = 0. q5
b)zRf;q e M. 0.4
(x Xb,95) + (1 s x,YbAD) = 0. & 3
D 96 x + 04 - 0,4-y = 0.63
0,55x = 0,23
x = o.,42 -v 42 *7p
(o. 42)(14, i? = s.9 Ac
AloTE : ?f-/ERE hS h10 OFFS1 TE R'ReR

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PROJECT NO U - 2615-C. SHEET NO S OF S
® KO & ASSOCIATES, P. C. PROJECT BRIAN 13L VD
® SUBJECT 1 S(itlP/C Q ?Q ??
Consulting Engineers
CALC BY t0f" DATE 21 6 CHECK BY DATE
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Project No DWQ
• DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENT" BASIN WORKSHEET
•
•
DWQ Stormwater Management Plan Review
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the protect
L PROJECT INFORMATION (please complete the following information)
Project Name
Contact Person
u-zslsc) -
Phone Number-
&AD fP_om'X%bAPX & 4 l?rs? o? lnm ?d
For protects with multiple basins, specify which basin this wodksheet applies to _
Drainage Area 9146cres Percent Impervious Area 3'1 % 'BASfN 43 -- L- 3TA I -TO +00 LT
0. REQUIRED ITEMS CHECIa,IST (l 4 H6 >???ae o DFVC%p,• ) ( CAPt FAIR RIVER BIr% )
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N C Department of
Environment, Health and Natural Resources, November-1995) and Administrative Code Section 15 A NCAC 2H .1008 Initial in the space
provided to idicate the followmg design requirements have been met and supporting documentation is attached /faiequ1?wv&hasmt
hWfl 04 8&7, anexp/anabcnofwhy
Wiicants Initials
Eitlner capture runoff from 1 yr, 24 hour storm and release over a 48 hour period, or
capture runoff from 1 inch storm and draw down over a period of 2 to 5 days
Please provide routing for 1 yr 24 hr event or volume from 1 inch rain
The basin length to width ratio is greater than 31
The basin side slopes are no steeper than 31
A small permanent pod at outlet onfice is provided to reduce dogging
An emergency drain to completely empty the basin is provided
vegetation plan prepared is specified on plans
Basin to be stabilized within 14 days of construction is specified
Sediment storage (20% of detention volume) in addition to detention volume is provided
Inlet and outlet erosion control measures to prevent scour are provided
Additional treatment to meet the 85% TSS removal efficiency is provided
Access for dean-out and maintenance is provided
Inlet plunge pod or other energy dissipation is provided
Forebay is provided to capture sediment and minimue dean-out problems
Uncompacted natural sods are utilized to promote vegetation and reduce sedimentation
Seasonal high water table is at least 1 foot below bottom of basin.
If used as a temporary sediment basin, plans indicate dean-out prior to final operation
A site specific operation and maintenance plan with the following provisions is provided
The O&M agreement is signed by the responsible party and notarized
Nore : WDOT SPr'Ct,AJ_' 155:R IASIN Wi-ra sURFAfZ /4RE. V/bap
014 Fogn7CAL.4 A (ACReS) = 0.01 x Q ro (cis I ?AS
BE,% NovivED A-r -r#15 OGITFACC LoCA-Tto4.
W/J-1 11 /1:2/03
FAA PROJECT NO V - 28 ? SHEET NO ` OF S
KO & ASSOCIATES PROJECT BRY Al BLVD.
? ® ? , P. C. SUBJECT ??R ?? BASJ?I LT D I? " L- .J?A I SD ='"
Consulting Engineers CALC BY DATE CHECK BY DATE
DR c,
6 c, = 20.6 "4 iAl
Tc=o.&8
0
0eAvD80 f)d2aR = 1-7, 3 Re,

\/dLUH 12o D = 41710 11130
Gf
502F1e1C? A1281? 1.Q'D
R SaRFAC? ARan 'Rwza-D - SE,E SHr 5' 4 S
o
q :? CL 14
G=3.?
50 -C3.s X 1X`)
4-2" L
G4b''L=12.4
e 54" ,L = 14-
?15 ,'7
F-a1E2,6 e0c"I SPI Ll.W F?`?
Q = coo t.E-r = I

L = 1ri3
L = 3-3133 use 33
10
PROJECT NO Z01&^ SHEET NO OF S
14 KO & ASSOCIATES, P. G PROJECT SrL1ar Blvd. P.PbcQl-;;wl
SUBJECT %% N
Consulting Engineers CALC BY DATE 9 OL CHECK BY- DATE
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PROJECT NO U- 2 815 0.1 SHEET NO 1 OF
KO & ASSOCIATES, P.C. PROJECT 239YRq VD
ilk SUBJECT fij?7. P®Q II MER! QOS SAIR 'M RiZEE.R MA6
Consulting Engineers CALC BY DATE CHECK BY DATE

DR= 29 4- 19c Ppr€ C,=, a,5
c _ o, 68 6RA96 C = 0.4-
(X)(0 ,g5)+ (/ -x)(D,4) = 0, (08
a 95,y ?- o.4- - 0,4x 0.66
0, 56X = 0.213
X = . 5/ = 51 ? i?1P?x ?iovs

(0, 5 /x28A) = i4', 5 R0,
IVoTF: "a" rzg ioR Fog OFFS/TF- P99P i5 B D cAJ
PRO1E67-ED DEVE WPWAJT To OR894 awD1T1'DN
0
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PROJECT NO U - 2UI5C, SHEET NO OF
K O & ASSOCIATES, P.C. PROJECT 89 AN 13L D
6qk Consulting Engineers SUBJECT S (At F RC,09 'D
CALC BY DATE 7 21 c CHECK BY DATE
E , ? { ' { f 1 r
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Project No DWQ
• DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review- ~ ~
At a minimum, a complete stor mwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement An inconplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the following information)
•+
•
Project Name
Contact Person
U ,U/50 ) ~ VKYgN IkW fROM `&,610AW, RD Ta Mcsf of lnow. 9
Phone Number- (336) 665- 5'6oo
For projects with multiple basms, speafy which basin this worksheet applies to _
Drainage Area.262acres Percent Impervious Area 33 % 8AS I H A .4 - RA - 5Z+00 LT
IL REQUIRED ITEMS CHECID.IST
(CAPE F,64R Ri v€a $45;/v
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N C Department of
Environment, Health and Natural Resources, November-1995) and Administrative Code Sedan 15 A NGAC 2H 1008 Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached /fa iegt1hwAWhas 1W
,beenmW eftPi 0027nahM fwhy
Applicants Inufials
Either rapture runoff from 1 yr, 24 hour storm and release over a 48 hour period, or
capture runoff from 1 inch storm and draw down over a period of 2 to 5 days
Please provide routing for 1 yr 24 hr event or volume from 1 inch ram
The basin length to width ratio is greater than 31
The basin side slopes are no steeper than 31
A small permanent pod at outlet onfice is provided to reduce dogging
An emergency drain to completely empty the basin is provided
Vegetation plain prepared ns specified on plans
Basin to be stabilized within 14 days of construction is specified
Sediment storage (20% of detention volume) in addition to detention volume is provided
Inlet and outlet erosion control measures to prevent scour are provided
Additional treatment to meet the 85% TSS removal efficiency is provided
Access for dean-out and maintenance is provided
Inlet plunge pool or other energy dissipation is provided
Forebay is provided to capture sediment and minimize dean-out problems
Unto mpacted natural soils are ubrized to promote vegetation and reduce sedimentation
Seasonal high water table is at least 1 foot below bottom of basin.
If used as a temporary sediment basin, plans indicate dean-out prior to final operation
A site specific operation and maintenance plan with the following provisions is provided
The O&M agreement is signed by the responsible party and notarized
- Nonni : WDOT SPZ-CiA1.R5,i5-R $013tN wi-t"N SURFAQ-= A?sq R o
014 6094h(AL4 A Ac Res) = o-??
X Q?o (6'5),
&-e,q PROVIOez !fir `M,5 ,
otrrFAu L,ociW614.
9145
?
G0?7 1l1 ?2l 03
PROJECT NO U3 `2BI G C SHEET NO 1 OF
+
® KO & ASSOCIATES, P. C. PROJECT Z`(PW BLVD,
SUBJECT S SiQ RE STA RR SCDr-
Consulting Engineers CALC BY DATE CHECK BY DATE
DE LM EXP RaS n = VA- 0 )qG
DF? z4, 2 He
C=0,S2?
tL . ks.3 Him
Z-7- = 3. 1 Zsa = •L?
2 = 441+
?so = q` l
SURF%C6 ±171 2000F
VO LUJNr t 7z, qDD 0=

SURFt AR?,4 }??vPSFn - st:E ?N7 5? 5,
SURF R c.E. 'R 2E R ?26Q p= y w ., S
JOLJM a RE 0 'D = 70) 2.00 c-i (Z, &.oo c-`f
RISER
¢-7 =(3. SxIL>
L = i3.4'?
@54" L=14.ip- 45" L = Is.(,
Ri s E R, "?F1RR FL
u5E S4" c6 p
EMER?ENC.Y sPiu..wA`I
q = C3)6LY I }
L = 3®, S3
%JOF- 730 w iDa
q I = (3 XL I.S\?`
41=(G.5) ?
SPiurw F/y

PROJECT NO I)-zSISG SHEET NO OF S
KO & ASSOCIATES, AC. PROJECT PrC+, B-I, Rplacaf.o.-
SUBJECT &5,A IM tt a
Consulting Engineers CALC BY _ DATE CHECK BY DATE
A55vn1e = 1, 5'

X ? ?? S8.gj )C ?• 5J?] - ?Co5 `$if?(q-3)?C 9.3 ?- z(y ??? -(?5)(q,3X?.5'
=
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PROJECT NO fl"?7-8I.6 0, SHEET NO L OF
KO & ASSOCIATES, AC. PROJECT eR%IRN
SUBJECTS $OR /`IO V ?UIJS ?!??l? iPiC3? 2 l
Consulting Engineers CALC BY DATE CHECK BY DATE
f751
LJA = 2(a. 2 Ac
C= 0,58
PAYc- a= 0.95
bm:LC6 C= 0,40

.9ax -k D,4 0.¢x = 0,58

X = D, 33 3370 /,4ERvio l5
Y?
(0
(0.33)(26, Z) = 8, 6 pC
n?DTE : ?NIS gp.EF? ? Vl2?U?LG ? RGL A?I317 L
1
L'
Ap

A PROJECT NO U-20/5C SHEET NO 5 OF S
KO & ASSOCIATES, AC. PROJECT Btu 414 1iL D
6qk C onsulting Engineers SUBJECT sc4RF1VLc AC19 IEQ ID
CALC BY t0f " DATE -712 1 6 CHECK BY DATE

r - ,- i L
r--r--; - - ?- -- ?-- 1 t
- i i- j - -? - -tom--?; -- -?'---' ---
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?,-?.------i-?- r--? --?-_ F---L-.k-! 14 COP/ Pei U 2:?
,
I i + ? I I '
,
• U-2815C Bryan Boulevard Relocation
Surface Area Drainage Area (SADA) Calculations
Drainage Surface
Impervious SA/DA
BMP System Area (DA) Area (SA)
Area (%) Factor*
ac kc
1 191 50 0 021 0 40
2 141 42 0018 025
3 284 51 0 021 0 60
4 262 33 0015 040
* Taken from Table 1 1 in the NCDENR Stormwater Best
Management Practices manual

r1
U

p1ons\.2815.62-M_N dgn
TEE Fill
SEDIMENT CONTROL STONE
(W67 STONE)
. / / Y//
ANTI FLOATATION
(CONCRETE GROUT)
0
TEE RISER -?
%
pEIFORATED TEE RISER TOP OF EMBANKMENT
HOLES CENTERS ALTERNATE CORRUGATIONS IN 8 YIN
OVERFLOW SPILLWAY
O P O 7 7?' / `CORRUGATED SECTIONS
O 0
.00 P \ ` PIF
-REMOVE ORGANIC MATERIAL 6 ROOT MAT
" STEEL PLATE FROM BENEATH EMBANKMENT
ELDED TO TEE SECTION)
SECTIONAL VIEW
7TOP OF EMBANKMENT
O 0
O D in

SEDIMENT CONTROL STONE
(W57 STONE)
ANTI FLO)
(CONCRETE

BASIN -
APPROX.STATION SEDIMENT CONTROL
STONE SALT
EXCAV?ATTION

I t- T7.00 •/- ITT 56 736
2 L- 0.00 •/- RT 56 2004
3 {- 50-00 •/- LT me 2930
1 -PA- 52-00 -/- LT 88 36,45
PIPE
/ %'(WELDEDETOPTEEESECTION) OTHER LAYOUTS TS Y BEIUSEDGPA PA OPENIAGS
PROFILE VIEW ARE APPROX 84 SO IN AREA
S" MIN
Y1 CONCRETE GROUT CORRUGATED STEEL
0 0 PERFORATED PIPE RISER
RISER DETAIL
ALTERNATE ANTI-FLOATATION METHOD
SHE
SPECIAL DETAIL FOR RISER BASIN
STATE OF NORTH CAROLINA
EARTH DYKE

PLAN VIEW
NOTES 1 SURFACE AREA AND VOLUME ARE TO BE SITE SPECIFIC
2 CLEAN OUT SEDIMENT WHEN STORAGE VOLUME REACHES
60% OF MIN STORAGE VOLUME
3 MINIMUM SURFACE AREA AND MINIMUM VOLUME ARE MEASURED
BELOW THE TOP OF PRINCIPLE SPILLWAY (TOP OF RISER)
4 ALL DIMENSIONS OF BASIN WILL NOT REQUIRE CONSTRUCTION
TO NEAT LINES
5 THE EARTH DYKE MAY BE CONSTRUCTED ALONG ONE OR MORE SIDES
EXCAVATION MAY BE REQUIRED TO PROVIDE MINIMUM SURFACE
AREA AND/OR MINIMUM STORAGE VOLUME
6 THE DYKE SHALL BE CONSTRUCTED OF MATERIAL SUITABLE FOR
AND MEETING ROADWAY EMBANKMENT SPECIFICATIONS
7 TO FACILITATE DETERMINATION OF MAINTENANCE CLEANOUT
REQUIREMENT, A MARKER SHOULD BE PLACED IN THE BASIN
INDICATING THE 60% VOLUME LEVEL
DETAIL PRINCIPAL OUTFALL
(Not to $..I.) 1cf?cL
ountl D r' ound
Filter Fabric Min D = L5 Ft
Max d = 45 Ft
AL1UNe1tN1) L OVERFLOW SPILLWAY
PRINCIPAL OUTFALL MUST BE CONSTRUCTED
CHANNEL (SEE PLAN IN NATURAL GROUND)
VIEW FOR ACTUAL
ALIGNMENT)

BASIN

APPROXIMATE
P__
1 1
H
(min)
D*
E
F
, Bn)
:X111
(Nh) SURFACE
AREA
(min) STORAGE
VOLUME
(min)
N STATION in ft ft fit ft ft ft ft ft fit 2 Yd 3

1 -L- 77+00 +/- RT 36 1 10 9 2 6 7 1 5 10 5 5 1 5 13200 520
2 L- 81+00 +/. RT 36 1 10 9 1 8 6 1 5 10 5 5 1 5 18425 1410
3 -L 150+00 +/- LT 60 1 10 11 8 9 9 1 30 2 1 5 22670 1730
4 RA- 52+00 +/- LT 54 1 10 1 8 9 3 1 5 165 8 1 5 25000 2800
* SHALL NOT EXCEED 12'
NOTE RISER BASIN IS A PERMANENT DEVICE PERFORM FINAL CLEAN OUT OF
RISER BASIN AS THE PROJECT NEARS COMPLETION STABILIZE BASIN
WITH VEGETATION
BASIN - APPROX. STATION LINER EST TONS FLTER FABRIC
SO YD

I -L- T7-00 •/- RT TRIP RAP
j 254 45T
2 L- 0.00 •/- RT V AP RAF 126 337
3 -L- BO-OD •/ LT RAP
FTTFMP 100 0
4 -Rk- 52.00 LT TRPRAP S4 OT
DETAIL CHANNEL
(Not to Scale)
r0 ound D ro
Filter F.ollo Min D L5 Ft
Max d -LS Ft
BASIN - APPROX. STATION B LINER EST TONS FALTER FABRIC
SO TO

1 -L- 77.00 •/- RT 3 FT T RP RAP G2 144
2 -L- 6.00 •/ RT 5 FT TRIP RAP 496 684
3 -L- W-00 +/- LT 4 FT T RP RAP 375 675
1 -RA- 52.00 •/- LT 4 FT TRIP RAP IDD Ie
SPECIAL DETAIL FOR RISER BASIN
STATE OF NORTH CAROLINA
... -- WATERS EDGE --7
- -------- ---/ . .-
i SILT BASIN IMPOUNDMENT AREA ?•?
l
- ..- ..-.._..-.._.._?.
TEE RISER
s
t
r
T
T
?14+ z `
=z
r
od ?
A
O 1-N
K
A C
•
Ditch Liner Calculation for Overflow and Principal Outfalls
For Riser Basins
•
P-j
t?
t•

Ko Project No K1014 03
Eng By WHT
Date 8/14/2003
State Project 8 2492901 (U-2815C)
Bryan Blvd from Regional Dr to West of Inman Dr
for Piedmont Triad Airport Authority
MANNING'S EQUATION - ENGLISH
U-2815C Riser Basin #1 - Overflow Outfall Channel
Design Criteria for Channel
Q 10= 30 cfs
Base (B)= 3 ft
Avg Side (Z)= 3 1
n= 0 041
Maximum Slope= 0 1500 f/f (2 0% = 0 02)
Computed / Design Results
Max V= 8 65 fps
Depth (d)= 0 69 ft
Hydraulic Radius (R)= 0 48 ft
Grass Lining Check
Retar = 20 EC-15, Chts 5-9
6 46 ps
anning's= 0 060
Iteration for Grass Lining
d= 0 69
n= 0 041
A= 3 50
Y= 213
R= 0 48
W= 2 13
M= 100
X= 0 00 >0 1
F= 0 69
d= 0 69 GOOD
A= 3 50 sf
P= 0 04
R= 0 48 ft
n= 0 060
X= 001991 >0 0005?
Design for Riprap Lining
HEC-11 Permissible Tractive Force (Shear Stress) Check
D50 dsn= 1 17 ft SELECTED - Median Riprap Size
n= 00405 HEC-11, Eqn 20, n=0 0395*(D50)118
Ss= 2 65 pcf ASSUMED - Specific Gravity of Riprap
Ys= 165 pcf Unit Weight of Selected Riprap
= 624 pcf Unit Weight of Water

0= 18 43 deg Bank Angle with Horizontal
42 deg HEC-11, Chart 4 - Angle of Repose for Selected Riprap
K1= 0 88 HEC-11, Eqn 17 - Correction Factor for Bank Angle
SP= 0 047 The Shield's parameter-
SF= 12 HEC-11, Table 11 - Stability Factor

Td= 445 psf HEC-11, Eqn 15, Driving Shear Stress, Td=YRS
ic= 4 98 psf HEC-11, Eqn 16, Permissible Shear Stress, Tc=K1*SP( s- D50

Driving Shear Stress >= Permissible Shear Stress; LINING IS STABLE
HEC-11 Permissible Velocity Check
D50 min= 0 9 ft HEC-11, Eqn 22, D50 = 0 001*Va3/(da„g05K1')
Cs= 1 00 HEC-11, Eqn 23 - Correction for Riprap Specific Gravity
Cf= 1 00 HEC-11, E n 24 - Correction for Stability Factor
D50 req= 0 94 ft Min Required D50 - Corrected
Selected D50 is ACCEPTABLE Permissible Velocity is greater than Driving Velocity
Therefore, Riprap Lined Channel (NCDOT Class II Riprap with D50 = 1.17 ft) and NCDOT
Type 2 Filter Fabric (Table 1056-1)
r

fol
Ko Project No K1014 03
Eng By WHT
Date 8/14/2003
State Project 8 2492901 (U-2815C)
Bryan Blvd from Regional Dr to West of Inman Dr
for Piedmont Triad Airport Authority
MANNING'S EQUATION - ENGLISH
U-2815C: Riser Basin #1 - Principal Outfall (Low Flow Channel through Basin)
Design Criteria for Channel
Q 10= 30 cfs
Base (B)= 3 ft
Avg Side (Z)= 2 1
n= 0 041
Maximum Slope= 0 0513 f/f 2 0% = 0 02)
Computed /Design Results
Max V= 6 28 fps
Depth (d)= 0 98 ft
Hydraulic Radius (R)= 0 66 ft
Grass Lining Check
Retar = 20 EC-15, Chts 5-9
3 12 ps
anning's= 0 063
Iteration for Grass Linma
d= 0 98
n= 0 041
A= 4 83
Y= 3 64
R= 0 66
W= 3 64
M= 100
X= 0 00 >0 1?
F= 0 98
d= 0 98 GOOD
A= 4 83 sf
P= 0 04
R= 0 66 ft
n= 0 063
X= 002249 >0 0005?
Design for Riprap Lining
HEC-11 Permissible Tractive Force (Shear Stress) Check
D50 dsn= 0 83 ft SELECTED - Median Riprap Size
n= 00383 HEC-11, Eqn 20, n=0 0395*(D50) ie
Ss= 2 65 pcf ASSUMED - Specific Gravity of Riprap
Ys= 165 pcf Unit Weight of Selected Riprap
= 624 pcf Unit Weight of Water

e= 26 57 deg Bank Angle with Horizontal
41 5 deg HEC-11, Chart 4 - Angle of Repose for Selected Riprap
K1= 0 74 HEC-11, Eqn 17 - Correction Factor for Bank Angle
SP= 0 047 The Shield's parameter-
SF= 12 HEC-11, Table 11 - Stabile Factor

Td= 2 10 psf HEC-11, Eqn 15, Driving Shear Stress, Td=yRS
¢c= 2 98 psf HEC-11, Eqn 16, Permissible Shear Stress, Tc=K1*SP( s- D50

Driving Shear Stress >= Permissible Shear Stress; LINING IS STABLE
HEC-11 Permissible Velocity Check
D50 min= 0 4 ft HEC-11, Eqn 22, D50 = 0 001*Va3/(da„g05K1')
Cs= 1 00 HEC-11, Eqn 23 - Correction for Riprap Specific Gravity
Cf= 1 00 HEC-11, E n 24 - Correction for Stabile Factor
D50 req= 0 39 ft Min Required D50 - Corrected
Selected D50 is ACCEPTABLE. Permissible Velocity is greater than Driving Velocity
Therefore, Riprap Lined Channel (NCDOT Class 1 Riprap with D50 = 0.83 ft) and NCDOT
Type 2 Filter Fabric (Table 1056-1)
?s

Ko Project No K1014 03
Eng By WHT
Date 8/14/2003
State Project 8 2492901 (U-2815C)
Bryan Blvd from Regional Dr to West of Inman Dr
for Piedmont Triad Airport Authority
MANNING'S EQUATION - ENGLISH
U-2815C Riser Basin #2 - Overflow Outfall Channel
Q 10=
Base (B)=
Avg Side (Z)=
n=
Maximum Slope=
84 cfs
5 ft
3 1
0 041
01000 f/f (2 0% = 0
Computed / Design Results
Max V= 9 55 fps
Depth (d)= 1 07 ft
Hydraulic Radius (R)= 0 75 ft
Grass Lining Check
Retar = 20 EC-15, Chts 5-9
6 68 ps
anning's= 0 051
d= 107
n= 0 041
A= 8 79
Y= 7 24
R= 0 75
W= 7 24
M= 100
X= 0 00 >0 1
F= 107
d= 107 GOOD
A= 8 79 sf
P= 0 04
R= 0 75 ft
n= 0 051
X= 001047 >0 0005?
Design for Riprap Lining
HEC-11: Permissible Tractive Force (Shear Stress) Check
D50 dsn= 1 17 ft SELECTED - Median Riprap Size
n= 00405 HEC-11, Eqn 20, n=0 0395*(D50)
Ss= 2 65 pcf ASSUMED - Specific Gravity of Riprap
Ys= 165 pcf Unit Weight of Selected Riprap
= 624 pcf Unit Weight of Water

e= 18 43 deg Bank Angle with Horizontal
41 8 deg HEC-11, Chart 4 - Angle of Repose for Selected Riprap
K1= 0 88 HEC-11, Eqn 17 - Correction Factor for Bank Angle
SP= 0 047 The Shield's parameter-
SF= 12 HEC-11, Table 11 - Stabile Factor

Td= 4 66 psf HEC-11, Eqn 15, Driving Shear Stress, Td=YRS
Tc= 4 97 psf HEC-11, Eqn 16, Permissible Shear Stress, Tc=K1*SP( s- D50

Driving Shear Stress >= Permissible Shear Stress; LINING IS STABLE
HEC-11 Permissible Velocity Check
D50 min= 1 0 ft HEC-11, Eqn 22, D50 = 0 001*Va3/(da„y05KIW )
Cs= 1 00 HEC-11, Eqn 23 - Correction for Riprap Specific Gravity
Cf= 1 00 HEC-11, E n 24 - Correction for Stabile Factor
D50 req= 1 02 ft Min Required D50 - Corrected
Selected D50 is ACCEPTABLE. Permissible Velocity is greater than Driving Velocity
Therefore, Riprap Lined Channel (NCDOT Class II Riprap with D50 = 1.17 ft) and NCDOT
Type 2 Filter Fabric (Table 1056-1)

•
0
0 Selected D50 is ACCEPTABLE. Permissible Velocity is greater than Driving Velocity
Ko Project No K1014 03
Eng By WHT
Date 8/14/2003
State Project 8 2492901 (U-2815C)
Bryan Blvd from Regional Dr to West of Inman Dr
for Piedmont Triad Airport Authority
MANNING'S EQUATION - ENGLISH
U-2815C Riser Basin #2 - Low Flow Channel through Basin
Design Criteria for Channel
Q 10= 42 cfs
Base (B)= 3 ft
Avg Side (Z)= 2 1
n= 0 041
Maximum Slope= 0 0500 f/f (2 0% = 0 02
Computed / Design Results
Max V= 6 80 fps
Depth (d)= 1 16 ft
Hydraulic Radius (R)= 0 75 ft
Grass Lining Check
Retar = 20 EC-15, Chts 5-9
3 62 ps
anrnng's= 0 058
Iteration for Grass Linma
d= 1 16
n= 0 041
A= 618
Y= 5 12
R= 0 75
W= 5 12
M= 100
X= 0 00 >0 1
F= 1 16
d= 116 GOOD
A= 618 sf
P= 0 04
R= 0 75 ft
n= 0 058
X= 001768 >0 0005?
Design for Riprap Lining
HEC-11 Permissible Tractive Force (Shear Stress) Check
D50 dsn= 0 67 ft SELECTED - Median Riprap Size
n= 00369 HEC-11, Eqn 20, n=0 0395*(D50)
Ss= 2 65 pcf ASSUMED - Specific Gravity of Riprap
Ys= 165 pcf Unit Weight of Selected Riprap
= 624 pcf Unit Weight of Water

e= 26 57 deg Bank Angle with Horizontal
415 deg HEC-11, Chart 4 - Angle of Repose for Selected Riprap
K1= 0 74 HEC-11, Eqn 17 - Correction Factor for Bank Angle
SP= 0 047 The Shield's parameter
SF= 12 HEC-11, Table 11 - Stabile Factor

sd= 2 35 psf HEC-11, Eqn 15, Driving Shear Stress, Td=yRS
Tc= 2 38 psf HEC-11, Eqn 16, Permissible Shear Stress, Tc=K1*SP( s- D50

Driving Shear Stress >= Permissible Shear Stress; LINING IS STABLE
HEC-11 Permissible Velocity Check
)
D50 min= 0 5 ft HEC-11, Eqn 22, D50 = 0 001*Va3/(da,905K132
Cs= 1 00 HEC-11, Eqn 23 - Correction for Riprap Specific Gravity
Cf= 1 00 HEC-11, E n 24 - Correction for Stability Factor
D50 req= 0 46 ft Min Required D50 - Corrected
Therefore, Rlprap Lined Channel (NCDOT Class B Riprap with D50 = 0 67 ft) and NCDOT
Type 2 Filter Fabric (Table 1056-1)
a
il -1 1

r
?i
Ko Project No K1014 03
Eng By WHT
Date 8/15/2003
State Project 8 2492901 (U-2815C)
Bryan Blvd from Regional Dr to West of Inman Dr
for Piedmont Triad Airport Authority
MANNING'S EQUATION - ENGLISH
U-2815C Riser Basin #3 - Overflow Outfall Channel
Design Criteria for Channel
Q 10= 52 cfs
Base (B)= 4 ft
Avg Side (Z)= 3 1
n= 0 041
Maximum Slope= 0 0400 f/f (2 0% = 0 02
Computed /Design Results
Max V= 6 10 fps
Depth (d)= 1 15 ft
Hydraulic Radius (R)= 0 76 ft
Grass Lining Check
Retar = 20 EC-15, Chts 5-9
2 86 ps
ammng's= 0 061
Iteration for Grass Lining
d= 1 15
n= 0 041
A= 8 52
Y= 7 09
R= 0 76
W= 7 09
M= 100
X= 0 00 >0 1
F= 1 15
d= 115 GOOD
A= 8 52 sf
P= 0 04
R= 0 76 ft
n= 0 061
X= 002039 >0 0005
Design for Ri ra Lining
HEC-11 Permissible Tractive Force (Shear Stress) Check
D50 dsn= 0 83 ft SELECTED - Median Riprap Size
n= 00383 HEC-11, Eqn 20, n=0 0395*(D50)1"
Ss= 2 65 pcf ASSUMED - Specific Gravity of Riprap
Ys= 165 pcf Unit Weight of Selected Riprap
= 624 pcf Unit Weight of Water

e= 18 43 deg Bank Angle with Horizontal
41 8 deg HEC-11, Chart 4 - Angle of Repose for Selected Riprap
K1= 0 88 HEC-11, Eqn 17 - Correction Factor for Bank Angle
SP= 0 047 The Shield's parameter
SF= 12 HEC-11, Table 11 - Stabile Factor

Td= 1 89 psf HEC-11, Eqn 15, Driving Shear Stress, Td=yRS
Tc= 3 55 psf HEC-11, Eqn 16, Permissible Shear Stress, Tc=K1*SP( s- D50

Driving Shear Stress >= Permissible Shear Stress; LINING IS STABLE
HEC-11 Permissible Velocity Check
D50 min= 0 3 ft HEC-11, Eqn 22, D50 = 0 001*Va3/(davg SK13n)
Cs= 1 00 HEC-11, Eqn 23 - Correction for Riprap Specific Gravity
Cf= 1 00 HEC-11, E n 24 - Correction for Stabile Factor
D50 req= 0 26 ft Min Required D50 - Corrected
Selected D50 is ACCEPTABLE. Permissible Velocity is greater than Driving Velocity
Therefore, Riprap Lined Channel (NCDOT Class I Riprap with D50 = 0.83 ft) and NCDOT
Type 2 Filter Fabnc (Table 1056-1)

t

Ko Project No K101403 State Project 8 2492901 (U-2815C)
Eng By WHT Bryan Blvd from Regional Dr to West of Inman Dr
Date 8/15/2003 for Piedmont Tnad Airport Authority
MANNING'S EQUATION - ENGLISH
U-2815C Riser Basin #3 - Principal Outfall Channel
Design Criteria for Channel
Q 10= 52 cfs
Base (B)= 4 ft
Avg Side (Z)= 3 1
n= 0 041
Maximum Slope= 0 0150 f/f 2 0% = 0 02)
Computed /Design Results
Max V= 4 26 fps
Depth (d)= 1 46 ft
Hydraulic Radius (R)= 0 92 ft
Grass Lining Check
Retar = 20 EC-15, Chts 5-9
136 ps
anning's= 0 067
Iteration for Grass Lmina
d= 146
n= 0 041
A= 12 20
Y= 11 57
R= 0 92
W= 11 57
M= 100
X= 0 00 >0 1
F= 146
d= 146 GOOD
A= 12 20 sf
P= 0 04
R= 0 92 ft
n= 0 067
X= 002679 >0 0005?
Design for Riprap Lining
HEC-11 Permissible Tractive Force (Shear Stress) Check
D50 dsn= 0 83 ft SELECTED - Median Riprap Size
n= 00383 HEC-11, Eqn 20, n=0 0395*(D50)"6
Ss= 2 65 pcf ASSUMED - Specific Gravity of Riprap
Ys= 165 pcf Unit Weight of Selected Riprap
= 624 pcf Unit Weight of Water

e= 18 43 deg Bank Angle with Horizontal
41 8 deg HEC-11, Chart 4 - Angle of Repose for Selected Riprap
K1= 0 88 HEC-11, Eqn 17 - Correction Factor for Bank Angle
SP= 0 047 The Shield's parameter-
SF= 12 HEC-11, Table 11 - Stability Factor

Td= 0 86 psf HEC-11, Eqn 15, Driving Shear Stress, Td=YRS
Tc= 3 55 psf HEC-11, Eqn 16, Permissible Shear Stress, Tc=K1*SP( s- D50

Driving Shear Stress >= Permissible Shear Stress; LINING IS STABLE
HEC-11 Permissible Velocity Check
D50 min= 01 ft HEC-11, Eqn 22, D50 = 0 001*Va3/(da„9 5K1 W)
Cs= 1 00 HEC-11, Eqn 23 - Correction for Riprap Specific Gravity
Cf= 1 00 HEC-11, E n 24 - Correction for Stability Factor
D50 req= 0 08 ft Min Required D50 - Corrected
Selected D50 is ACCEPTABLE. Permissible Velocity is greater than Driving Velocity
Therefore, Riprap Lined Channel (NCDOT Class I Riprap with D50 = 0.83 ft) and NCDOT
Type 2 Filter Fabric (Table 1056-1)

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