HomeMy WebLinkAbout20100251 Ver 2_Stormwater Info_20120514TIMMONS GROUP .006000
YOUR VISION ACHIEVED THROUGH OURS * is •
5410 Trinity Road, Suite 112, Raleigh, NC 27607
To NCDENR - DWQ
Wetlands and Stormwater Branch
Attn Ms Annette Lucas
512 N Salisbury St (9th Floor)
Raleigh, NC 27604
From David Arnold, PE
Project Harnett Health Sciences Building
Enclosed Please Find
RO
n
MAY 1 4 2012
DENR WATE OlIAL�TY
MlanA. e
Comments
Ms Lucas
Please find the attached documents for a modification for existing permit 10 0251v2 We
have included the additional information needed per your comments issued on April 19th
2012 Please let us know if you need additional information or have any questions
Thanks
SIGNED () S LJ
D vid Arnold PE
DATE
2
5 14 12
Modified Stormwater Construction Drawing C 401
1
Response to Comments letter
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BMP Supplement w Checklist
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Calculation Package w /Narrative Quad Map, Soils Information, SHWT
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Signed O &M Agreement
Comments
Ms Lucas
Please find the attached documents for a modification for existing permit 10 0251v2 We
have included the additional information needed per your comments issued on April 19th
2012 Please let us know if you need additional information or have any questions
Thanks
SIGNED () S LJ
D vid Arnold PE
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS
May 14 2012
NCDENR Division of Water Quality
Stormwater Permittmg Unit
1617 Mail Service Center
Raleigh NC 27699
Attn Ms Annette Lucas PE
Re Stormwater Review Revisions— Bnghtwater Medical Complex (DWQ Project # 10 0251v2)
Dear Ms Lucas
Thank you for your review of the referenced project Comments to the items in question are as follows
1 Please provide the Required Items Checklist portion of the Wet Detention Basin Supplement Form
as well as any items from the form that were omitted, including the planting plan for the vegetated
shelf a signed and notarized Operation and Maintenance Agreement the soils test documenting
the level of the seasonal high water table a construction sequence explaining how the wet
detention pond will be protected from sediment during the construction process etc
Timmons Response The required items checklist along with all applicable forms reports and
plan items have been included as part of this submittal
2 The sum of the volumes of the two forebays should comprise approximately 20 percent of the
overall volume In the currently proposed design the forebays together comprise approximately
40 percent of the overall volume
Timmons Response Per phone conversation held with Brian O kane with Timmons Group and
yourself this comment has been omitted Due to the shape of the proposed wet detention pond it
was determined that a larger forebay is permissible This will help to the prevention of erosion
of the berm between the forebay and deep pool
3 The elevations provided in the Supplement Form do not match the elevations shown on Sheet
C401 Please correct this error and re calculate the average depth It appears that the average
depth may be less than the nummum requirement of 3 0 feet
Timmons Response Per phone conversation held with Brian O kane with Timmons Group and
yourself this comment has been onutted The original supplement form was correct and an
average depth of 3 5 feet has been provided
We hope this will satisfy any of your concerns for this and will lead to the issuance of a stormwater permit
If I can be of further assistance or if you have additional concerns please don t hesitate to give me a call
Best Regards
P.R
David Arnold PE
Timmons Group
►CC��Q�� p
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MAY 1 4 2012
DENR WATC=H QUALITY
Permit Number
(to be provided by DWQ)
Drainage Area Number
Net Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP This maintenance record will be kept in a
log in a known set location Any deficient BMP elements noted in the inspection will be
corrected repaired or replaced immediately These deficiencies can affect the integrity
of structures safety of the public and the removal efficiency of the BMP
The wet detention basin system is defined as the wet detention basin
pretreatment including forebays and the vegetated filter if one is provided
This system (check one)
❑ does ®does not incorporate a vegetated filter at the outlet
This system (check one)
❑ does ® does not incorporate pretreatment other than a forebay
Important maintenance procedures
— Immediately after the wet detention basin is established the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed until the plants become established (commonly six weeks)
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin
— If the basin must be drained for an emergency or to perform maintenance the
flushing of sediment through the emergency drain should be m,rnm,zed to the
maximum extent practical
— Once a year a dam safety expert should inspect the embankment
After the wet detention pond is established it should be inspected once a month and
within 24 hours after every storm event greater than 10 inches (or 15 ranches if in a
Coastal County) Records of operation and maintenance should be kept in a known set
location and must be available upon request
Inspection activities shall be performed as follows Any problems that are found shall
be repaired immediately
BMP element-
Potential problem
How I will remediate the problem
The entire BMP
Trash debris is present
Remove the trash /debris
The perimeter of the wet
detention basin
Areas of bare soil and /or
erosive gullies have formed
Regrade the soil if necessary to
remove the gully and then plant a
ground cover and water until it is
established Provide lime and a
one time fertilizer application
Vegetation is too short or too
Maintain vegetation at a height of
long
approximately six inches
Form SW401 Wet Detention Basin O &M Rev 4 Page 1 of 4
Permit Number
(to be provided by DWQ)
Drainage Area Number
BMP element
Potential problem
How I will remediate the problem
The inlet device pipe or
The pipe is clogged
Unclog the pipe Dispose of the
swale
sediment off site
The pipe is cracked or
Replace the pipe
otherwise damaged
Erosion is occurring in the
Regrade the swale if necessary to
swale
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion
The forebay
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design depth for
possible Remove the sediment and
sediment storage
dispose of it in a location where it
will not cause impacts to streams or
the BMP
Erosion has occurred
Provide additional erosion
protection such as reinforced turf
matting or nprap if needed to
prevent future erosion problems
Weeds are present
Remove the weeds preferably by
hand If pesticide is used wipe it on
the plants rather than spraying
The vegetated shelf
Best professional practices
Prune according to best professional
show that pruning is needed
practices
to maintain optimal plant
health
Plants are dead diseased or
Determine the source of the
dying
problem soils hydrology disease
etc Remedy the problem and
replace plants Provide a one -tune
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary
Weeds are present
Remove the weeds preferably by
hand If pesticide is used wipe it on
the plants rather than spraying
The main treatment area
Sediment has accumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible Remove the sediment and
storage depth
dispose of it in a location where it
will not cause impacts to streams or
the BMP
Algal growth covers over
Consult a professional to remove
50 / of the area
and control the algal growth
Cattails phragmites or other
Remove the plants by wiping them
invasive plants cover 50 /o of
with pesticide (do not spray)
the basin surface
Form SW401 Wet Detention Basin O &M Rev 4 Page 2 of 4
Permit Number
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the 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
Project name Bnghtwater Health Sciences Building
BMP drainage area number BMP 2
Print name Johnson Tilghman
Title Harnett Forward Together Committee Inc Chairman
Address 907 S Main Street, Lillington, NC 27546
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
I K1 l 04 9 li -IArI- a Notary Public for the State of
County of J4Q.,t,,C J k- , do hereby certify that
IS" a.4N- personally appeared before me this aIL
day of cC33I and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements Witness my hand and official
seal
..► ►KIE'11r,,,�i
NOTARr
v pU
eLIC
SEAL
My commission expires .. 2NI,
Form SW401 Wet Detention Basin O &M Rev 4 Page 4 of 4
TA A
NCDENR
Permit No
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out printed and submitted
The Required Items Checklist (Part Ill) must be printed filled out and submitted along with all of the required information
I PROJECT INFORMATION
Project name Harnett Health Sciences Bldg
Contact person Mr Andrew Monarty
Phone number 919 866 -4951
Date 3/23/2012
Drainage area number Wet Pond 2
II DESIGN INFORMATION
Site Charactenstics
Drainage area 276171 fe
Impervious area post - development 184 694 fe
/ impervious 6688 /
Design rainfall depth 10 in
Storage Volume Non SA Waters
Minimum volume required 15 003 ft3 OK
(to be pro ded by DWQ)
O��F W A TF9QG
O r
Volume provided 16 469 ff3
OK volume provided is equal to or in excess of volume required
Storage Volume SA Waters
15 runoff volume ff3
Pre development 1 yr 24 hr runoff ft3
Post - development 1 yr 24 hr runoff ft3
Minimum volume required ft3
Volume provided ft,
Peak Flow Calculations
Is the pre /post control of the 1 yr 24hr storm peak flow required
N (Y or N)
1 yr 24 hr rainfall depth
in
Rational C pre - development
(unitless)
Rational C post development
(unitless)
Rainfall intensity 1 yr 24 hr storm
Whir
Pre - development 1 yr 24 hr peak flow
ft3 /sec
Post - development 1 yr 24 hr peak flow
ft3 /sec
Pre /Post 1 yr 24 hr peak flow control
ft3 /sec
Elevations
Temporary pool elevation
16150 fmsl
Permanent pool elevation
16050 fmsl
SHWT elevation (approx at the perm pool elevation)
16120 fmsl
Top of 1 Oft vegetated shelf elevation
16100 fmsl
Bottom of 1 Oft vegetated shelf elevation
16000 fmsl
Sediment cleanout top elevation (bottom of pond)
155 00 fmsl
Sediment cleanout bottom elevation
154 00 fmsl
Sediment storage provided
1 00 ft
Is there additional volume stored above the state required temp pool?
N (Y or N)
Elevation of the top of the additional volume
fmsl
Form SW401 Wet Date ton Bas Re 8-9/17/09 Parts I & 11 Des g S mmary Page 1 of 2
Permit No
(to be pro ded by DWQ)
II DESIGN INFORMATION
Surface Areas
Area temporary pool 17 882 It'
Area REQUIRED permanent pool 10 633 ftz
SAIDA ratio 385 (unitless)
Area PROVIDED permanent pool Apem j=, 14 047 f' OK
Area bottom of 1Oft vegetated shelf Ab t shelf 11 280 f�
Area sediment cleanout top elevation (bottom of pond) At t I d 2 451 ft`
Volumes
Y (Y or N)
Diameter of onfice (if circular)
Volume temporary pool
16 469 ft3
OK
Volume permanent pool Vmrrn-pool
33 833 113
Driving head (H )
Volume forebay (sum of forebays if more than one forebay)
13191 ft3
N (Y or N)
Forebay / of permanent pool volume
390/ /
Insufficient forebay volume
SAIDA Table Data
Length of weir (L)
ft
Design TSS removal
90 9'
Pre development 1 yr 24 hr peak flow
Coastal SAIDA Table Used?
N (Y or N)
ft3 /sec
Mountain/Piedmont SAIDA Table Used?
Y (Y or N)
Storage volume drawdown time
SAIDA ratio
385 (unitless)
Insufficient Recorded drainage easement required
Average depth (used in SAIDA table)
Y (Y or N)
OK
Calculation option 1 used? (See Figure 10 2b)
N (Y or N)
Volume permanent pool Vperm -pcd
33 833 ft
Area provided permanent pool Apermyooi
14 047 ft`
Average depth calculated
ft
Need 3 ft min
Average depth used in SAIDA d (Round to nearest 0 5ft)
ft
Calculation option 2 used? (See Figure 10 2b)
Y (Y or N)
Area provided permanent pool Ape. Pod
14 047 e
Area bottom of 1 Oft vegetated shelf Ab t shelf
11 280 ft`
Area sediment cleanout top elevation (bottom of pond) Ab t-, d
2 451 ft2
Depth (distance b/w bottom of 10ft shelf and top of sediment)
500 ft
Average depth calculated
350 ft
OK
Average depth used in SAIDA da„ (Round to nearest 0 5ft)
35 ft
OK
Drawdown Calculations
Drawdown through onfice)
Y (Y or N)
Diameter of onfice (if circular)
250 in
Area of onfice (if non - circular)
in
Coefficient of discharge (CD)
060 (unitless)
Driving head (H )
100 ft
Drawdown through weir?
N (Y or N)
Weir type
(unifless)
Coefficient of discharge (C)
(unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre development 1 yr 24 hr peak flow
ft3 /sec
Post - development 1 yr 24 hr peak flow
ft3 /sec
Storage volume discharge rate (through discharge onfice or weir)
ft3 /sec
Storage volume drawdown time
268 days OK draws down in 2 5 days
Additional Information
Vegetated side slopes
3 1
OK
Vegetated shelf slope
10 1
OK
Vegetated shelf width
100 ft
OK
Length of flowpath to width ratio
3 1
OK
Length to width ratio
25 1
OK
Trash rack for overflow & onfice?
Y (Y or N)
OK
Freeboard provided
15 ft
OK
Vegetated filter provided?
N (Y or N)
OK
Recorded drainage easement provided?
N (Y or N)
Insufficient Recorded drainage easement required
Capures all runoff at ultimate build -out?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is
Emergency drain and pump
Form SW401 Wet Detent on Bas n Re &9/17/09 Parts I & 11 Des g Summary Page 2 of 2
Permit No
III REQUIRED ITEMS CHECKLIST
(to be provided by OWQ)
Please Indicate the page or plan sheet numbers where the supporting documentation can be found An incomplete submittal package will
result In a request for additional Information This will delay final review and approval of the project Initial in the space provided to
Indicate the following design requirements have been met If the applicant has designated an agent the agent may Initial below If a
requirement has not been met attach justification
DA Calcs 10 A soils report that is based upon an actual field Investigation soil bonngs and Infiltration tests County
(A.VW c 6s) soil maps are not an acceptable source of sods information
Form SW401 Wet Detention Basin Rev 8 9/17/09 Part III Required Items Checklist Page 1 of 1
Pagel Plan
Initials
Sheet No
DA
C401/C402
1 Plans (1 50 or larger) of the entire site showing
Design at ultimate build out
Off site drainage (if applicable)
Delineated drainage basins (include Rational C coefficient per basin)
Basin dimensions
Pretreatment system
High flow bypass system
Maintenance access
Proposed drainage easement and public nght of way (ROW)
Overflow device and
Boundaries of drainage easement
DA
C401
2 Partial plan (1 = 30 or larger) and details for the wet detention basin showing
Outlet structure with trash rack or similar
Maintenance access
Permanent pool dimensions
Forebay and main pond with hardened emergency spillway
Basin cross section
Vegetation specification for planting shelf and
Filter strip
DA
C401
3 Section view of the wet detention basin (1 = 20 or larger) showing
Side slopes 31 or lower
Pretreatment and treatment areas and
Inlet and outlet structures
DA
C401
4 If the basin is used for sediment and erosion control dunng construction clean out of the basin is specified
on the plans pnor to use as a wet detention basin
DA
Calcs
5 A table of elevations areas incremental volumes & accumulated volumes for overall pond and for forebay
to verify volume provided
DA
C401
6 A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized
DA
Calcs
7 The supporting calculations
DA
INCLUDED
8 A copy of the signed and notarized operation and maintenance (0 &M) agreement
DA
N/A
9 A copy of the deed restrictions (if required)
DA Calcs 10 A soils report that is based upon an actual field Investigation soil bonngs and Infiltration tests County
(A.VW c 6s) soil maps are not an acceptable source of sods information
Form SW401 Wet Detention Basin Rev 8 9/17/09 Part III Required Items Checklist Page 1 of 1
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IStorm Water Calculations
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Brightwater Health Sciences Building
Lillington, NC
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Prepared for
Harnett Forward Together Committee
May 2012
OTimmons Group 2012
ARO
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036865
S DAV'O`ti`���
CM @SOW Do
EI-1-1 012
DENR WATER QUALITY
Wiands & Stormwatee Branch
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BRIGHTWATER HEALTH SCIENCES BUILDING
LILLINGTON, NC
STORM WATER CALCULATIONS
Prepared for
HARNETT FORWARD TOGETHER COMMITTEE
Prepared by
TIMMONS GROUP
5410 TRINITY ROAD, SUITE 112
RALEIGH, NORTH CAROLINA 27607
Revised May 2012
March 2012
Timmons Project No 31596
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This document, together with the concepts and designs presented herein, as an instrument of
' service, is intended only for the specific purpose and client for which it was prepared Reuse of
and improper reliance on this document without written authorization and adaptation by
Timmons Group shall be without Lability to Timmons Group
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TABLE OF CONTENTS
STORMWATER NARRATIVE
FIGURES
USGS QUADRANGLE MAP
SOILS SURVEY
HARNETT HEALTH SCIENCES BUILDING WET POND CALCULATIONS
WATER QUALITY CALCULATIONS
WATER QUANTITY CALCULATIONS
RIP RAP CALCULATIONS
APPENDICIES
EROSION CONTROL MATTING
SOILS TEST W /SEASONABLE HIGH WATER TABLE
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Storm Water Narrative
Background
This report contains the approach and results of a stormwater analysis conducted for the
proposed Harnett Health Science Building project located near the town of Lillington in Harnett
County North Carolina The project consists of a new building and parking lot This report outlines
the measures necessary for this development
The Health Science building is located at the northeast corner of Matthews Road and Crested
Ins Drive in the Brightwater Biotechnology and Medical Center complex The site currently is
wooded and approximately 4 5 acres The proposed wet detention pond is to be located on the
southwest side of Crested Ins drive by enlarging an existing wet detention pond The site area for the
wet pond is approximately 1 acre bringing the total site area to approximately 6 5 acres
Soils
The Harnett County Soils Survey indicates that the primary near surface soils present on the
site are Goldsboro loamy sand (GoA) and Norfolk loamy sand (NoB) and are both classified as
hydrologic group B by the Soils Survey Curve Numbers for the site have been based on the good
condition
Site Stabilization
After final grading is completed permanent vegetation shall be applied to stabilize the site
until further work commences
IDrainage Areas
Tlus site consists of a single drainage area consisting of approximately 6 34 acres In the post
development condition a curve number of 98 is given to impervious areas and a curve number of 61 is
given to all landscaped areas
' Drainage Areas
'
Sub Basin
Drainage Area
(ac)
Impervious Area
(ac)
Pervious Area
(ac)
Post Dev
634
424
21
Wet Detention Pond Water Ouahty
Tlus project is located within a WS IV watershed and therefore has been designed to treat the first
flush (1 rainfall) of runoff of the site at a 90% TSS removal efficiency Tlus adheres to regulations
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and requirements set forth by NCDWQ Since this wet pond is designed for 90% TSS removal no
level spreader or vegetative filter strip have been provided
The wet detention pond has a permanent pool elevation of 160 50 and a temporary water quality
elevation of 16150 A 2 5 onfice has been placed at elevation 16150 to allow the water quality
volume to draw down over a period of 2 5 days as required
Wet Detention
Surface Area
Surface Area
Water Quality
Water Quality
Drawdown
Basin
Required
Provided
Volume
Volume
Time
100
(SO
(SO
Required (co
Provided (co
(Days)
A
10 633
14 047
15 003
16 469
268
The remaining runoff will be stored and released in the wet detention pond by a concrete riser
structure A ten foot (10 ) vegetated safety bench has been included per NCDWQ requirements from
elevation 160 00 to elevation 16100 The seasonal high water table has been determined to be at an
elevation of 1612 which is 8 4 inches from permanent pool Due to inconsistencies and fluctuations
of SHWT tests we feel that 8 4 inches is within an allowable range to not require an additional pond
liner An elevation difference of 8 4 inches will still help ensure the wet detention pond is able to
retain water and preserve aquatic plant growth
Please reference the water quality calculations of this report for further details and calculations
Wet Detention Pond Water Quantity
Per NCDWQ standards no reduction in peak runoff is required for this site Runoff rates are included
in the table below for reference only
Drainage Basin
Storm Event
(yr)
Post development Rate
(cfs)
Maximum WSEL
(ft)
1
963
161 83
2
1253
161 90
10
2366
16212
100
4008
16252
A 4 x 4 concrete riser structure has been designed to accommodate up to the 100 year storm event
The top of this riser structure has been set at the top of the temporary storage volume (elevation
161 50) The 100 year storm even has been designed to stage to a maximum water surface elevation
of 162 45 which provides 16 feet of freeboard to the top of the wet detention basin
Please reference the corresponding section of this report for further details and calculations
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Conclusion
tBased on the analysis provided herein the proposed storm water measures and facilities
address the storm water requirements of the NCDWQ
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I Map Unit Legend
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Harnett County North Carolina (NC085)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
Co
Coxvdle loam
21
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ExA
Exum very fine sandy loam 0 to 2 percent
slopes
08
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Goldsboro loamy sand 0 to 2 percent
slopes
24
245/6
NoB
Norfolk loamy sand 2 to 6 percent slopes
45
457/6
Totals for Area of Interest
99
100 0°/
USDA Natural Resources Web Sod Survey 4/19/2012
Conservation Service National Cooperative Sod Survey Page 3 of 3
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WATER QUALITY CALCULATIONS
1 Wet Detention Basin Design Summary
A
1
1
Is the Ant flotat o Dev ce Suffc e t (y s/no)? Y s 1760
A m 6 w II th k w th b 0 t w fght of oncr t (1 50 62 4) pd
1647
ft
P oject Informal on
Project Name
He eft C my H alth Sc ences
Timm n Project #
31596
'
Des gned by
D Arnold
Date 511412012
Re sed by
D Arnold
Date 5/14/2012
Checked by
D Ar Id
Date 5/14/2012
Desig Resou ce
NCDENR St rrnw t
Best M g m t P b es M I (J ly 2007)
'
S to Informatio
S b Area Locat on
Ham tt H alth Sc ences B Id ng
Dra nage Area (DA)
634
Acres
Impery o s Area (IA)
4 240
Acres
Percent lmpervo s(1)
669%
Requ ed Sto age Vol me (Water Q al ty)
Design
1
rich
Value
Determ ne Rv Value
005 009(l)
065 N n
Storage Volume Req red
15,003
d (above Permanent Pool)
Req red S rface A as
A erage Depth
30
ft
SA/DA
385
(90% TSS Remo al a Pond)
M n Req d S rface Area
10,633
sf (at Permanent Pool)
Requ ed Le gth to W dth Rat o
1 5 to 1
P at eament De ce
Fo ebay
Req i ed Forbay S g
Req red Vol me
2000%
of Permanent Pool
Permanent Pool Volume
31 456
of
'
Req red Forbay Vol me
6 291
d
S mmary of P oposed Pond
Bottom of Pond Ele at on
15500
ft
Sed ment Storage Depth
100
ft
Permanent Pool Ele at on
16050
ft
Tempo ary Pool Ele ation
16150
ft
Top of Pond Ele at on
16410
ft
Permanent Pool S rface Area
14,047
sf 14047 sf 10633 sf
Tempo airy Pool (water qual ty storage)
16,469
cf 16469 cf 15003 cf
Area @ Top of Temporary Pool
17,882
sf
S de Slopes of Pond
3
1
Volume of Fo obey
13,191
cf
Forebay % Vol me
39/6
cf
A erage Depth
35
ft
A Flotat De
t o ce
R se W dth
4
ft
R er Length
4
ft
s
Top R ser Ele
16150
B It m R se Ele
15600
ft
He ght of R se
550
ft
Ar of R e
160
sf (W t D p1 d)
Volume of R ser
880
d (W t D pl ed)
F d of S f
3
ght
We ght
54912
lb
We ght Req d from Ant Flotat on De ce
164736 -lb
'W ght of R er
2047 7
lb (V I m R W II B y t Wt )
Add t onal Vol me of Co crate Req d
1647
cf (B y MC C t (150.62 4) pcf)
Extend R ser
3
ft
'
Vol me of R ser Extens on
480
cf
Vol me of Ant 11 tat 8 8x2 C cret SI b
1280
Vol me Pro ded
1760
A
1
1
Is the Ant flotat o Dev ce Suffc e t (y s/no)? Y s 1760
A m 6 w II th k w th b 0 t w fght of oncr t (1 50 62 4) pd
1647
ft
1
1
1
1
1
1
1
1
1
1
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Wet Detention Basin
INCREMENTAL DRAWDOWN METHOD
Project Information
Project Name Harnett Health Sciences Budding
Timmons Project # 31596
Designed by D Arnold Date 5/14/2012
Checked by D Arnold Date 5/14/2012
Water Quality Orifice
Incremental Determination of Water Quality Volume Drawdown Time
Zone 2
Q3 = 0 0437 Cp D2 (Z D/24 Ei) (v2)
Q2 = 0 372 Cp D (Z Ei)nc3�2)
Q, =0
Orifice Diameter (D) =
25 in
Contour
Area
Cd=
06
Zone
Ei =
1605
Orifice Inv
Zone 1 Range=
15500
to 1605
Zone 2 Range =
1605
to 1607083
Zone 3 Range =
160 7083333
to 1615
Incremental Drawdown Method
Countour
Contour
Area
Incremental
Volume
Stage Z
Zone
Q
Drawdown
Time
sq ft
cu ft
ft
cfs
min
16050
14 047
0
000
2
0 000
16060
14 632
1 434
010
2
0 018
1 354
16070
15 217
1 492
020
1 2
0 050
498
16080
15 803
1 551
030
3
0 073
356
16090
16 388
1 610
040
3
0 089
301
161 00
16 973
1 668
050
3
0 103
270
161 10
17 154
1 706
060
3
0 115
246
161 20
17 335
1 724
070
3
0 126
227
161 30
17 517
1 743
080
3
0 137
212
161 40
17 699
1 761
090
3
0 146
201
16150
17 882
1 779
100
3
0 155
191
Total
16 468
1 3 858
Drawdown Time = Incren
Summary
Total Volume =
Total Time =
Total Time =
Max Q=
rental Volume / Q / 60sec/min
16 468 cf
3 858 min
2 68 days
0 155 cfs
Wet Detention Basin
Basin Areas and Volumes
' Protect Information
Project Name Harnett Health Sciences Budding
Timmons Protect # 31596
' Designed by D Arnold Date 5/14/2012
Checked by D Arnold Date 5/14/2012
L
1
1
1
Permanent Pool
Temporary Pool
Spillway
Pond Storage
Incremental
Accumulated
Countour
Contour Area
Volume
Volume S
Stage Z
sq ft
cu ft
cu ft
ft
16050
14 047
0
0
000
161 00
16 973
7 755
7 755
050
161 50
17 882
8 714
16 469
100
16200
18 804
9 172
25 640
1 50
16300
20 692
19 748
45 388
250
16400
22 636
21 664
67 052
350
Permanent Pool
Temporary Pool
Spillway
Deep Pool
Incremental
Accumulated
Countour
Contour Area
Volume
Volume S
Stage Z
sq ft
cult
cult
ft
15500
1 180
0
0
550
15600
2030
1 605
1 605
450
15700
2 935
2 483
4 088
350
15800
3 897
3 416
7 504
250
15900
4 916
4 407
11 910
1 50
16000
5 991
5 454
17 364
050
16050
7 124
3 279
20 642
000
Foreba
Incremental
Accumulated
Countour
Contour Area
Volume
Volume S
Stage Z
sq ft
cu ft
cu ft
ft
15600
1 270
0
0
450
15700
1 890
1 580
1 580
350
15800
2 623
2 257
3 837
250
15900
3 486
3 055
6 891
1 50
16000
4 359
3 923
10 814
050
16050
5 152
2 378
13 191
000
Permanent Pool
Temporary Pool
Spillway
1
1
WATER QUANTITY CALCULATIONS
1
1
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Table of Contents
Table of Contents
* MASTER SUMMARY
Watershed Master Network Summary
* TC CALCULATIONS
POST BASIN Tc Calcs
* CN CALCULATIONS
POST BASIN Runoff CN -Area
* * POND VOLUMES
WET POND Vol Elev -Area
* OUTLET STRUCTURES
Post A Outlet Outlet Input Data
S/N
Bentley PondPack (10 00 027 00)
9 30 AM
i
1 01
2 01
*
3 01
4 01
* ** *
5 01
Bentley Systems Inc
5/14/2012
1
1
1
1
1
1
1
1
1
Type Master Network Summary Page 1 01
Name Watershed
File R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R
MASTER DESIGN STORM SUMMARY
Network Storm Collection Washington NC
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( Node = Outfall +Node = Diversion )
(Trun= HYG Truncation Blank =None L =Left R =Rt LR= Left &Rt)
Total
Depth
Rainfall
Max
Return Event
in
Type
RNF ID
1
3 3000
Synthetic
Curve
TypeIII
24hr
2
3 8900
Synthetic
Curve
TypeIII
24hr
10
5 9900
Synthetic
Curve
TypeIII
24hr
100
9 9600
Synthetic
Curve
TypeIII
24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( Node = Outfall +Node = Diversion )
(Trun= HYG Truncation Blank =None L =Left R =Rt LR= Left &Rt)
S/N Bentley Systems Inc
Bentley PondPack (10 00 027 00) 9 30 AM 5/14/2012
Max
Return
HYG
Vol
Qpeak
Qpeak
Max WSEL Pond Storage
Node
ID
Type
Event
ac
-ft Trun
min
cfs
ft ac -ft
-----------
POST
- -
BASIN
- - --
- - --
AREA
- - - - --
1
---- -
1
- - - -- --
016
--- - -
726
- - --
00
-- - - -
12
- -- -- - - - - -- ------ - - - - --
61
POST
BASIN
AREA
2
1
293
726
00
15
91
POST
BASIN
AREA
10
2
325
726
00
27
78
POST
BASIN
AREA
100
4
354
726
00
50
01
POST
OUTFALL
JCT
1
1
389
729
00
9
63
POST
OUTFALL
JCT
2
1
666
729
00
12
53
POST
OUTFALL
JCT
10
2
698
729
00
23
66
POST
OUTFALL
JCT
100
4
727
729
00
40
08
WET
POND
IN
POND
1
1
016
726
00
12
61
WET
POND
IN
POND
2
1
293
726
00
15
91
WET
POND
IN
POND
10
2
325
726
00
27
78
WET
POND
IN
POND
100
4
354
726
00
50
01
S/N Bentley Systems Inc
Bentley PondPack (10 00 027 00) 9 30 AM 5/14/2012
1
1
1
1
1
1
1
Type Master Network Summary Page 1 02
Name Watershed
File R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( Node= Outfall +Node = Diversion )
(Trun= HYG Truncation Blank =None L =Left R =Rt LR= Left &Rt)
SIN
Bentley PondPack (10 00 027 00)
9 30 AM
Bentley Systems Inc
5/14/2012
Max
Return
HYG
Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node-
ID---
Type
Event
ac -ft
Trun
min
cfs
ft
-
WET
POND
- - - - --
OUT
POND
1
---
1
--
389
L
729 00
-- - --
9 63
161
83
-- -ac_ft
516
WET
POND
OUT
POND
2
1
666
L
729 00
12 53
161
90
547
WET
POND
OUT
POND
10
2
697
L
729 00
23 66
162
12
640
WET
POND
OUT
POND
100
4
726
L
729 00
40 08
162
52
819
SIN
Bentley PondPack (10 00 027 00)
9 30 AM
Bentley Systems Inc
5/14/2012
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Type Tc Calcs Page 2 01
Name POST BASIN
File R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R
TIME OF CONCENTRATION CALCULATOR
Segment #1 Tc User Defined
Segment #1 Time
------------------------------ - - - - -- - -- ------------------------
5
00
min
-------------------------
-------------------------
- Total - Tc-------
5-
00
- min
-
SIN
Bentley PondPack (10 00 027 00)
9 30 AM
Bentley Systems Inc
5/14/2012
1
1
1
1
1
1
1
1
Type
Name
File
Tc Calcs
POST BASIN
Page 2 02
R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R
------------------------------------------------------------------------
Tc Equations used
------------------------------------------------------------------ - - - - --
User Defined
Tc = Value entered by user
Where Tc = Time of concentration
SIN
Bentley PondPack (10 00 027 00)
9 30 AM
Bentley Systems Inc
5/14/2012
1
1
1
1
1
1
1
1
1
1
I
1
1
1
1
1
1
1
1
Type
Name
File
Runoff CN -Area
POST BASIN
Page 3 01
R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil /Surface Description CN acres %C aUC CN
-------------------------- - - - - -- - - -- --- - - - - -- - - - -- - - - -- - - - - --
Impervious Areas - Paved parking to 98 4 240 98 00
Fully Developed Urban Areas (Veg Es 61 2 100 61 00
COMPOSITE AREA & WEIGHTED CN - - -> 6 340
SIN
Bentley PondPack (10 00 027 00)
9 30 AM
85 74 (86)
Bentley Systems Inc
5/14/2012
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Type Vol Elev -Area Page 4 01
Name WET POND
File R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R
Elevation
Planimeter Area
Al +A2 +sgr(A1 A2)
Volume
Volume Sum
(ft)
(sq in) (sq ft)
(sq ft)-----
(ac- ft)-----
(ac -ft)
160 50
- - - -- 14047
0
000
000
161 00
- - - -- 16973
46461
178
178
162 00
- - - -- 18804
53642
410
588
163 00
- - - -- 20692
59221
453
1 041
164 00
- - - -- 22636
64970
497
1 539
POND VOLUME EQUATIONS
Incremental volume computed by the Conic Method for Reservoir Volumes
Volume = (1/3) (EL2 -EL1) (Areal + Area2 + sq rt (Areal Area2))
where EL1 EL2 = Lower and upper elevations of the increment
Areal Area2 = Areas computed for EL1 EL2 respectively
Volume = Incremental volume between ELl and EL2
SIN
Bentley PondPack (10 00 027 00)
9 30 AM
Bentley Systems Inc
5/14/2012
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Type
Name
File
Outlet Input Data
Post A Outlet
Page 5 01
R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R
REQUESTED POND WS ELEVATIONS
Min Elev = 160 50 ft
Increment = 20 ft
Max Elev = 164 00 ft
SIN
Bentley PondPack (10 00 027 00)
9 30 AM
Bentley Systems Inc
5/14/2012
OUTLET CONNECTIVITY
- - -> Forward
Flow
Only
(UpStream
to DnStream)
< - -- Reverse
Flow
Only
(DnStream
to UpStream)
< - - -> Forward
and
Reverse
Both Allowed
Structure
----------- - -
No
Outfall
E1
ft
E2
ft
- - --
Inlet Box
- - --
RO
- - ->
- - - - - --
CO
--- - -
161
- - -- ---
500
-
164
- - - --
000
Orifice - Circular
00
- - ->
CO
160
500
164
000
Culvert - Circular
CO
- - ->
TW
156
000
164
000
Weir- Rectangular
WO
- - ->
TW
162
750
164
000
TW SETUP DS Channel
SIN
Bentley PondPack (10 00 027 00)
9 30 AM
Bentley Systems Inc
5/14/2012
1
1
1
1
i
1
1
1
1
1
1
1
1
1
1
1
Type
Name
File
Outlet Input Data
Post A Outlet
Page 5 02
R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R
OUTLET STRUCTURE INPUT DATA
Structure ID =
RO
Structure Type =
Inlet Box
# of Openings =
1
Invert Elev =
161 50 ft
Orifice Area =
16 0000 sq ft
Orifice Coeff =
600
Weir Length =
16 00 ft
Weir Coeff =
3 000
K Reverse =
1 000
Mannings n =
0000
Kev Charged Riser =
000
Weir Submergence =
No
Structure ID = 00
Structure Type = Orifice - Circular
------------------------------------
# of Openings = 1
Invert Elev = 160 50 ft
Diameter = 2 50 in
Orifice Coeff = 600
SIN
Bentley PondPack (10 00 027 00)
9 30 AM
Bentley Systems Inc
5/14/2012
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Type Outlet Input Data
Name Post A Outlet
Page 5 03
File R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R
OUTLET STRUCTURE INPUT DATA
Structure ID = CO
Structure Type = Culvert - Circular
No Barrels = 1
Barrel Diameter = 24 00 in
Upstream Invert = 156 00 ft
Dnstream Invert = 155 00 ft
Horiz Length = 50 00 ft
Barrel Length = 50 01 ft
Barrel Slope = 02000 ft /ft
OUTLET CONTROL DATA
Mannings n = 0130
Ke = 2000 (forward entrance loss)
Kb = 012411 (per ft of full flow)
Kr = 2000 (reverse entrance loss)
HW Convergence = 001 +/- ft
INLET CONTROL DATA
Equation form = 1
Inlet Control K = 0045
Inlet Control M = 2 0000
Inlet Control c = 03170
Inlet Control Y = 6900
T1 ratio (HW /D) = 000
T2 ratio (HW /D) = 1 187
Slope Factor = - 500
Use unsubmerged inlet control Form 1 equ below T1 elev
Use submerged inlet control Form 1 equ above T2 elev
In transition zone between unsubmerged and submerged inlet control
interpolate between flows at T1 & T2
At T1 Elev = 156 00 ft - - -> Flow = 15 55 cfs
At T2 Elev = 158 37 ft - - -> Flow = 17 77 cfs
SIN
Bentley PondPack (10 00 027 00)
9 30 AM
Bentley Systems Inc
5/14/2012
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Type
Name
File
Outlet Input Data
Post A Outlet
Page 5 04
R \102 \31596- Harnett County - Health Sciences Building \Calc \SWM \31596 HHS - BMP R
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
# of Openings
Crest Elev
Weir Length
Weir Coeff
WO
Weir- Rectangular
1
162 75 ft
20 00 ft
3 000000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES
Maximum Iterations= 40
Min TW tolerance = 01 ft
Max TW tolerance = 01 ft
Min HW tolerance = 01 ft
Max HW tolerance = 01 ft
Min Q tolerance = 00 cfs
Max Q tolerance = 00 cfs
SIN
Bentley PondPack (10 00 027 00)
9 30 AM
Bentley Systems Inc
5/14/2012
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Appendix A
Index of Starting Page Numbers for ID Names
- - - -- P - - - --
Post A Outlet 5 01
POST BASIN 2 01 3 01
- - - -- W - - - --
Watershed 1 01
WET POND 4 01
S/N
Bentley PondPack (10 00 027 00)
9 30 AM
A -1
Bentley Systems Inc
5/14/2012
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RIP RAP CALCULATIONS
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I
EROSION CONTROL CALCS (RIP RAP CALCULATIONS)
Project Information
24 n
Project Name
Brlghtwater Health Sciences Building
Timmons Project If
31596
Designed by
D Arnold Date 513/2012
Revised by
D Arnold Date 5/3/2012
Checked by
ane Date 3 2012
Pond Outfall
Pond Inflow
Skimmer Basin
P pe D ameter
d
24 n
Pipe Slope
s
2 /
Manning s number
n
0 013
Flow
a
23 66 cfs
Velocity
V
11 15 ft/s
D ss pator Dimensions
Zone
2
Veloc ty
Stone Filling Class
B
D ss pato D mens o s
Entry Width( 3 X D)
6 0 ft
Length (6XD)
120ft
Width (La D)
140 ft
Min Thickness
24 riches
Min Stone Diameter
13 inches
6
7
All t f et
D p t p dd g df f lift w fppe
5/3/2012
Page 1 of 1
All t feet
D pat p d g df f Ilfl w fpp
Pipe Diameter
d
30 n
Pipe Slope
s
35 /
Manning s number
n
0 013
Flow
Q
76 73 cfs
Veloc ty
V
15 63 ft/s
D ss pato D mens o s
Zone
3
Stone F II ng Class
1
EntryWdth(3XD)
75ft
Length ( 8 X D)
20 0 ft
Width (La D)
22 5 ft
M n Th ckness
24 riches
Min Stone D ameter
13 riches
7
All t f et
D p t p dd g df f lift w fppe
5/3/2012
Page 1 of 1
1
L
1
APPENDICIES
' North American Green
14649 Highway 41 North
Material and Performance eci
S p fication Sheet Evansville IN 47725
NORTH 800 772 2040
' AM FAX 812 867 -0247
www nagreen com
' A tensar Company S150 Erosion Control Blanket
The short term double net erosion control blanket shall be a machine- produced mat of 100% agricultural straw Nth a functional longevity of up to 12
months (NOTE functional longevity may vary depending upon climatic conditions soil geographical Iocabon and elevation) The blanket shall be of
consistent thickness with the straw evenly distnbuted over the entire area of the mat The blanket shall be covered on the top and bottom sides with
a lightweight photodegradable polypropylene netting having an approximate 0 50 x 0 50 (1 27 x 127 cm) mesh The blanket shall be sewn together
on 150 inch (3 81 cm) centers Nth degradable thread
The S150 shall meet requirements established by the Erosion Control Technology Council (ECTC) Specdicatton and the US Department of
Transportation Federal Highway Administration s (FHWA) Standard Specifications for Construction of Roads and Bridges on Federal Highway
Projects FP 03 Section 71317 as a type 2 D Short term Double Net Erosion Control Blanket
The blanket shall be manufactured with a colored thread stitched along both outer edges (approximately 2 5 inches [5-12 5 cm] from the edge) as an
overlap guide for adjacent mats
1
I
r�
1
1
Material Content
Matrix
100% Straw Fiber
0 5 I d2 0 27 kg/m2)
Nettings
Top and Bottom nets lightweight
photodegrad able
15 lb/1000 ft2 ( 0 73 kg/100 m2)
approx weight
Thread
Degradable
108 ft (32 92 m)
S150 is available in the following standard roll sizes
Thickness
Width
4 0 It (12 m)
6 67 ft (2 03 m)
16 ft (4 87 m)
Length
135 It (41 14 m)
108 ft (32 92 m)
108 ft (32 92 m)
Weight t 100/6
30 Ibs (13 6 kg)
40 Ibs (18 14 kg)
96 Ibs (43 54 kg)
Area
60 yd2 (50 16 m2)
80 0 yd2 (66 9 m2)
192 yd2 (165 5 m2)
Index Value Properties
Property Test Method Typical
Thickness
ASTM D6525
0 36 in 914 mm
Resiliency
ECTC Guidelines
805%
Water Absorbency
ASTM D1117
514%
Mass /Unit Area
ASTM 6475
10 52 oz/ d2 357 7 /m2
Swell
ECTC Guidelines
15%
Smolder Resistance
ECTC Guidelines
Yes
Stiffness
ASTM D1388
6 06 oz in
Light Penetration
ECTC Guidelines
98%
Tensile Strength —MD
ASTM D6818
169 2 Ibs/ft 2 51 kNlm
Elongation — MD
ASTM D6818
172%
Tensile Strength — TD
ASTM D6818
164 4 Ibs/ft 2 44 kN /m
-Elongation — TD
ASTM D6818
331%
Bench Scale Testing (NTPEP)
Test Method Parameters Results
ECTC Method 2
Rainfall
50 mm 2 in /hr for 30 min
SLR = 8 04
1 00m 4 in /hr for 30 min
SLR =10 46
150 mm 6 in /hr for 30 min
SLR*" =13 67
ECTC Method 3
Shear Resistance
Shear at 0 50 inch soil loss
21 Ibs1ft2
ECTC Method 4
Germination I
Top Soil Fescue 21 day
incubation
484% improvement of
biomass
Bench Scale tests should not be used for desigin purposes
"Sod Loss Ratio Sod loss with Bare SoiUSod Loss with RECP sod loss is based on regression ana sis
Updated 3/09
Performance Design Values
Maximum Permissible Shear Stress
Unve etated Shear Stress
1 75 Ibs /ft2 84 Pa
Unve etated Velocity
6 00 ftls 183 m/s
Slo a Desi n Data C Factors
Flow Depth
Slope
Gradients S
Sloe Length L
s 31
31-21
Z 21
s 20 It 6 m
0 004
0106
NA
20 50 it
0 062
0118
NA
z50it 152m
012
0180
NA
Roughness Coefficients Unveg
Flow Depth
Manning s n
s05011 015m
0055
050 -20It
0055 -0021
Z20ft 060m
0021
Product Participant of U
• Soil & Environmental Consultants, PA
11010 Raven Ridge Road Raleigh, North Cuolma 27614 Phone: (919) 846 -5900 Fax. (919) 846 -9467
www- andEC com
November 29 2010
Job # 11561 S 1
Withers & Ravenel
Attn Lo$ee Smith
111 Mackenan Drive
Cary NC 27526
Re Detailed Soils Evaluation on the Bright Water Development site, located near the
intersection of McKinney Parkway and US Highway 401 Harnett County, NC
Dear Mr Smith
Soil & Environmental Consultants, PA (S &EC) performed detailed soil borings within
the vicinity of four potential storm water BMP sites on the site mentioned above Based
on communication with the client, S&EC was informed that wet detention basins are
being considered at each of the four BUT sites The purpose of this evaluation was to
'
provide soil data for the proper design of the potential storm water BMPs including
depth to seasonal lugh water table (SHWT) The following is a brief report of the
methods utilized in this evaluation and the results obtained
Sod/Site Evaluation Methodolosy
The site evaluation was performed by advancing hand auger borings to a depth of 6-11
feet at each proposed storm water BMP location (see Attachment 1) S&EC navigated to
each proposed location with a GPS receiver Soil morphological conditions were
described at each location using standard techniques outlined in the "Field Book for
Describing and Sampling Soils' published by the Natural Resources Conservation
Service (NRCS, 2002) Boring depths were predetermined to correspond with the
proposed BMP depths, based on the existing grade Detailed soil profile descriptions
from each boring location are included in Attachment 2
Soll/Slte Conditions
This site is located in the Upper Coastal Plain geological area consisting of alluvial and
marine sediments Field investigation revealed that the soils at BMP 1 & 2 are most
similar to the Nahunta soil series Nahunta series soils (Fine -silty siliceous, thermic
'
Aenc Paleaquults) are classified as being somewhat poorly drained with non - expansive
silty clay loam textured layers in the subsoil 'Me depth to a seasonal high water table for
BMP 1 & 2 was observed at 16 and 22 inches from top of ground, respectively
The soil at BMP 3 was most similar to the Grantham soil series (Fmt -. sdty, siliceous,
'
Charlotte
thermic Typic Paleaquults) These soils classified as being poorly drained with non
oiacc Greensboro Office.
Phone
(704) 720.9405 Phone: (336) 5404234
' Fax
(704) 720 -9406 Fax. (336) 540 -8235
1
1
1
expansive silty clay loam textured layers in the subsoil At this boring the depth to a
seasonal high water table was observed at 6 inches from top of ground
The soil at BMP 4 was most similar to the Norfolk soil series (Fme -loamy siliceous,
thermic Typic Paleudults) These soils classified as being well drained with non -
expansive sandy clay loam textured layers in the subsoil At this boring the depth to a
seasonal high water table was observed at 50 inches from top of ground
Based on ground and proposed normal pool elevation information that you provided,
listed below is a quick reference for each BMP site with respect to the seasonal lugh
water table
BMP
Exist Grade Proposed
Normal Pool
Seasonal High Water Table
1
170
1685
1686
2
163
1615
1612
3
1685
1675
168
4
163
1585
159
Soil & Environmental Consultants, PA is pleased to be of service in this matter and we
look forward to assisting in the successful completion of the project Please feel free to
call with any questions or comments
Sincerely,
rDw WZ4-
Don Wells
NC Licensed Soil Scientist #1099
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