HomeMy WebLinkAbout20100251 Ver 2_Stormwater Info_201203231
I
TIMMONS GROUP. 00 04D 00
YOUR VISION ACHIEVED THROUGH OURS • 0 •
5410 Trinity Road, Suite 112, Raleigh, NC 27607
To NCDENR - DWQ 1 O - O a,S 1 U?-
Wetlands and Stormwater Branch
Attn Ms Annette Lucas
512 N Salisbury St (9t" Floor)
Raleigh, NC 27604
From Andrew Moriarty, PE
Project Harnett Health Sciences Budding
Enclosed Please Find
Comments
Ms Lucas
Please find the attached documents for a modification for existing permit 10 0251v2
Please let us know if you need additional information or have any questions
Thanks
c�c�r�ad� o
MAR 2 6 2012
SIGNED '
Andi-4 Moriarty, PE
DATE
2
3 23 12
Modified Stormwater Construction Drawings
1
Cover letter
1
BMP Supplement
1
Calculation Package w /Narrative, Quad Map, Soils Information
Comments
Ms Lucas
Please find the attached documents for a modification for existing permit 10 0251v2
Please let us know if you need additional information or have any questions
Thanks
c�c�r�ad� o
MAR 2 6 2012
SIGNED '
Andi-4 Moriarty, PE
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS
March 23, 2012
North Carolina Department of Natural Resources
Division of Water Quality
Wetlands and Stormwater Branch
1650 Mail Service Center
Raleigh NC 27604
Re Harnett Health Sciences Building (Previously approved as 10 0251v2)
Dear Ms Lucas
Timmons Group wishes to submit documentation for a modification to the existing NCDENR
stormwater permit 10 0251v2 We plan to develop a portion of the Brightwater Biotechnology
and Medical Center in Harnett County NC that was previously labeled as future construction
This proposed development is located northeast of the intersection of Matthews Road and
Crested Ins Drive
As part of this construction additional stormwater management will be required To facilitate
these requirements Timmons Group has proposed an expansion to the existing BMP #2 to
provide the additional water quality treatment volume for the first flush of runoff generated
from additional impervious area
For your review we have included revised Stormwater Management BMP construction
drawings calculations and supplement forms Please let us know if there is any other
information you need for your review
If you have any questions or concerns about this modification please do not hesitate to give me a
call at (919) 866 4932
�D
MAR262012
nds $ Sto k QU, 7'
Best Regards
�Ws
drewMonartyy PE
Project Manager
Permit No
(to be pro ded by DWQ)
LT-WA TA
o��F W A TF9OG
NCDENR p
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 III) must be printed filled out and submitted along with all of the required information
I PROJECT INFORMATION
Project name
Hamett Health Sciences Bldg
Contact person
Mr Andrew Moriarty
Phone number
919- 866 -4951
Date
3/23/2012
Drainage area number
Wet Pond 2
II DESIGN INFORMATION
ft3 /sec
Site Characteristics
ft3 /sec
Drainage area
276171 fe
Impervious area post development
184 694 ftz
/ Impervious
6688 /
Design rainfall depth
10 in
Storage Volume Non SA Waters
Minimum volume required 15 003 ft3 OK
Volume provided 16 469 ft3
OK volume provided is equal to or in excess of volume required
Storage Volume SA Waters
15 runoff volume ft3
Pre development 1 yr 24 hr runoff ff3
Post development 1 yr 24 hr runoff ff3
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
In /hr
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 pens pool elevation)
16000 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)
15500 fmsl
Sediment cleanout bottom elevation
15400 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
Forth SW401 Wet Date t o Bas n Re 8-9/17/09 Parts I & 11 Des g S mmary Page 1 of 2
II DESIGN INFORMATION
Surface Areas
Area temporary pool
Area REQUIRED permanent pool
SA/DA ratio
Area PROVIDED permanent pool Apermyoo
Area bottom of 1 Oft vegetated shelf Abot shelf
Area sediment cleanout top elevation (bottom of pond) Ah�t- d
Volumes
Volume temporary pool
Volume permanent pool Vpe --Pw
Volume forebay (sum of forebays if more than one forebay)
Forebay / of permanent pool volume
SA/DA Table Data
Design TSS removal
Coastal SA/DA Table Used?
Mountain/Piedmont SA/DA Table Used?
SA/DA ratio
Average depth (used in SA/DA table)
Calculation option 1 used? (See Figure 10 2b)
Volume permanent pool VP,,,Od
Area provided permanent pool APe„m -pool
Average depth calculated
Average depth used in SA/DA dam, (Round to nearest 0 5ft)
Calculation option 2 used? (See Figure 10 2b)
Area provided permanent pool AP.-P.,
Area bottom of 1 Oft vegetated shelf Amt h if
17 882 ft
10 633 ft
385 (unitless)
14 047 ff OK
11 280 ft'
2 451 W
16 469 ft3 OK
31456 ft3
13191 ft3
419/ / Insufficient forebay volume
90 /
N (Y or N)
Y (Y or N)
385 (unitless)
N (Y or N)
31456 ft'
14 047 ft'
ft
ft
Y (Y or N)
14 047 ft'
11 280 ft'
Area sediment cleanout top elevation (bottom of pond) Ab tl d 2 451 ft2
Depth (distance b/w bottom of 10ft shelf and top of sediment) 5 00 ft
Average depth calculated 3 50 ft
Average depth used in SA/DA d (Round to nearest 0 5ft) 35 ft
Drawdown Calculations
Drawdown through onfice?
Diameter of onfice (if circular)
Area of onfice (if non - circular)
Coefficient of discharge (CID)
Dnving head (H )
Drawdown through weir?
Weir type
Coefficient of discharge (C )
Length of weir (L)
Driving head (H)
Pre - development 1 yr 24 hr peak flow
Post development 1 yr 24 hr peak flow
Storage volume discharge rate (through discharge onfice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & onfice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is
Y (Y or N)
250 in
in
060 (unitless)
100 ft
N (Y or N)
( unitless)
( unitless)
ft
ft
ft3 /sec
ft'/sec
ft'/sec
2 68 days
Need 3 ft min
OK
OK
OK draws down in 2 5 days
Permit No
(to be pro ded by DWQ)
3 1
OK
10 1
OK
100 ft
OK
3 1
OK
25 1
OK
Y (Y or N)
OK
15 It
OK
N (Y or N)
OK
N (Y or N)
Insufficient Recorded drainage easement required
Y (Y or N)
OK
Emergency drain and pump
Form SW401 Wet Detention Basin Re 8- 9/17109 Parts I & 11 Des gn S mmary Page 2 of 2
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Storm Water Calculations
Harnett Health Sciences Building
Lillington, NC
Prepared for
Harnett Forward Together Committee
March 2012
CITimmons Group 2012
3 12
yGINE� dK�`
7 l C
o L & OW p
MAR 2 6 2012
DENR WATER QUALITY
Wetlands & 3t rmwate Branch
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HARNETT 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
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
'
APPENDICIES
EROSION CONTROL MATTING
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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 Lillmgton 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
Drainage Areas
This 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 Ouality
This project is located within a WS W watershed and therefore has been designed to treat the first
flush (1 rainfall) of runoff of the site at a 90% TSS removal efficiency This 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 161 50 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 (cf)
Provided (cf)
(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
approximate elevation of 160 0 Since this is within 6 of the permanent pool elevation no lmer is
required to 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 Ouanhty
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
16190
10
2366
16212
100
4008
162 52
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 basm
Please reference the corresponding section of this report for further details and calculations
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IConclusion
Based on the analysis provided herein the proposed storm water measures and facilities
address the storm water requirements of the NCDWQ
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FIGURES
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Sod Map —Hamett County North Carolina
1 Map Unit Legend
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Harnett County North Carolina (NC085)
Map Unit Symbol
Map Unrt Name
Acres in AOI
Percent of AOI
ExA
Exum very fine sandy loam 0 to 2 percent
slopes
01
27/6
GoA
Goldsboro loamy sand 0 to 2 percent
slopes
15
262/6
NoB
Norfolk loamy sand 2 to 6 percent slopes
40
71 1/6
Totals for Area of Interest
661
1000-/
' USDA Natural Resources Web Sod Survey 3/15/2012
am Conservation Service National Cooperative Sod Survey Page 3 of 3
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WATER QUALITY CALCULATIONS
1
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Wet Detention Basin Design Summary
P oject Informat o
Project Name
Harnett County Health Sc ences
Timmons Project It
31596
Des gned by
D A Id
D t 3/22/2012
'
Re sed by
D Arnold
Date 3/22/2012
Checked by
D Arnold
Date 3/22/2012
Des gn Resource
NCDENR St rmwat
Best M gem t P b Ma I (J ly 2007)
S to Inforrnat o
S b Area Location
Harnett H alth Sc ences Bu Id ng
Dra nage Area (DA)
634
Acres
Impery o s Area (IA)
4 240
Acres
Percent Impery o s (1)
669%
Req red Storage Volume (Water Qual ty)
Des gn Storm
1
rich
Determ ne R Value
005 009(l)
065 n/ n
t
Storage Vol me Required
15,003
d (abo a Permanent Pool)
Req red S rface A as
Average Depth
30
it
'
SA(DA
385
(90% TSS Removal via Pond)
M n Req d Surface Area
10,633
sf (at Permanent Pool)
Requ red Length to W'dth Rat o
15 to 1
'
Pretreament De ce
Forebay
Req fired Forbay S ng
Req red Volume
2000%
of Permanent Pool
Permanent Pool Volume
31 456
d
'
Requ red Forbay Vol me
6 291
d
Summary of Proposed Pond
Bottom of Pond Elevat on
15500
ft
Sed ment Storage Depth
Permanent Pool Ele at on
100
It
ft
16050
Temporary Pool Elevation
16150
It
Top of Pond Elevat on
164 10
ft
Permanent Pool S rface Area
14,047
sf 14047 sf 10633 sf
Temporary Pool (wat r q at ty storage)
16,469
d 16469 d 15003 d
Area @ Top of Temporary Pool
17,882
sf
S de Slopes of Pond
3
1
Vol me of Fo ebay
13,191
d
Forebay % V I me
39%
d
A erage Depth
35
ft
tAnt
Flotation Device
R ser W dth
4
k
R see Length
4
k
Top R ser Eta
16150
B it m R El
15600
ft
He ght of R ser
550
ft
Area of R r
160
f (W t D pl ced)
Vol me of R ser
880
cf (W t D p1 d)
Factor of Safety
3
W ght
54912
lb
Weight Req d f om Ant Flotat on De ce
164736
Ib
'We ght of R ser
20477
lb (V I m R W e B y t Wt )
Add t nal Vol me of Concrete Req d
1647
cf (B y t Wt C et (150 62 4) pcf)
Extend R ser
3
ft
Volume of R ser EMens on
480
d
Volume of Ant flotat on 8 x8 x2 Co crate Slab
1280
Vol me Pro tied
1760
1
Is the Ant flotation Dev ce Suffrxent (yes/no)) Yes 1760
As m 6 w 11 th It es w th b y t w ght of cr t (150 62 4) pcf
1647
1
1
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Wet Detention Basin
INCREMENTAL DRAWDOWN METHOD
Project Information
Project Name Harnett Health Sciences Budding
Timmons Protect # 31596
Designed by D Arnold Date 3/22/2012
Checked by D Arnold Date 3/22/2012
Water Quality Orifice
Incremental Determination of Water Quality Volume Drawdown Time
Zone 2
Orifice Diameter (D) _
Cd =
Ei =
Zone 1 Range=
Zone 2 Range =
Zone 3 Range =
25 in
06
Countour
1605
Orifice Inv
15500
to
1605
to
160 7083333
to
Q3 = 0 0437 Co D2 (Z D/24 E))^(112)
Q2 = 0 372 Co D (Z Ei) ^(312)
Qi = 0
1605
1607083
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 1 492
020
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
161 50
17 882
1 779
100
3
0 155
191
Total
16 468
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
1
1
Wet Detention Basin
Basin Areas and Volumes
Project Information
Project Name Harnett Health Sciences Budding
Timmons Project # 31596
' Designed by D Arnold Date 3/22/2012
Checked by D Arnold Date 3/22/2012
1
I
1
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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
16150
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
cu ft
cu It
It
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 It
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
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WATER QUANTITY CALCULATIONS
1
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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
Return
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)
SIN Bentley Systems Inc
Bentley PondPack (10 00 027 00) 2 04 PM 3/22/2012
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
SIN Bentley Systems Inc
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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)
2 04 PM
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3/22/2012
Max
Return
HYG
Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node-
ID---
Type
Event
Trun
min
cfs
-ft
- - - --
WET
POND
- - - - --
OUT
- - --
POND
- - - - --
1
---ac-ft
1
- - --
389
--
L
- -- - --
729 00
-- - --
9 63
-- -ft
161
- --
83
-- -ac - - --
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)
2 04 PM
Bentley Systems Inc
3/22/2012
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Type
Name
File
Runoff CN -Area
POST BASIN
Page 1 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 %UC 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)
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85 74 (86)
Bentley Systems Inc
3/22/2012
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Type Outlet Input Data
Name Post A Outlet
Page 1 01
File 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
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
i< - - -> Forward and Reverse Both Allowed
Structure No Outfall El 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
S/N
Bentley PondPack (10 00 027 00)
2 05 PM
Bentley Systems Inc
3/22/2012
Type
Name
' File
1
1
1
1
1
1
1
Outlet Input Data
Post A Outlet
Page 1 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
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3/22/2012
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Type
Name
File
Outlet Input Data
Post A Outlet
Page 1 03
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) = 1 085
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 E1ev = 158 17 ft - - -> Flow = 15 55 cfs
At T2 Elev = 158 37 ft - - -> Flow = 17 77 cfs
SIN
Bentley PondPack (10 00 027 00)
2 05 PM
Bentley Systems Inc
3/22/2012
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t
t
Type
Name
File
Outlet Input Data
Post A Outlet
Page 1 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)
2 05 PM
Bentley Systems Inc
3/22/2012
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Type
Name
File
Vol Elev -Area
WET POND
Page 1 01
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 ELI EL2 = Lower and upper elevations of the increment
Areal Area2 = Areas computed for ELI EL2 respectively
Volume = Incremental volume between ELI and EL2
SIN
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1
APPENDICIES
North American Green
14649 Highway 41 North
Material and Performance Specification Sheet Evansville IN 47725
p 800 772 2040
AM FAX 812 - 867 -0247
GWO www nagreen com
' A to 1Sar Company S150 Erosion Control Blanket
The short term double net erosion control blanket shall be a machine produced mat of 100% agricultural straw with a functional longevity of up to 12
months (NOTE functional longevity may vary depending upon climatic conditions soil geographical location and elevation) The blanket shall be of
consistent thickness with the straw evenly distributed 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 (127 x 127 cm) mesh The blanket shall be sewn together
on 150 inch (3 81 cm) centers with degradable thread
The S150 shall meet requirements established by the Erosion Control Technology Council (ECTC) Specification and the US Department of
Transportation Federal Highway Administration s (FHWA) Standard SpeaBcabons 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
Material Content
Matrix
100% Straw Fiber
0 5 I d2 0 27 kg/M2)
Nettings
Top and Bottom nets lightweight
photodegradable
15 Ib/1000 ft2 ( 0 73 kg/100 m2)
approx weight
Thread
Degradable
40 Ibs (18 14 kg)
S150 is available in the following standard roll sizes
Thickness
Width 40ft (12m)
667ft (203m)
16ft (487m)
Length 135 it (41 14 m)
108 it (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 Ponnarhen
Property Test Method Typical
Thickness
ASTM D6525
0 36 in 914 mm
-Resiliency
ECTC Guidelines
805%
Water Absorbency
ASTM D1117
514%
Mass/Und 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 Ibslft 2 51 kN /m
Elon ation - MD
ASTM D6818
172%
Tensile Strength - TD
ASTM D6818
164 4 Ibs/ft 2 44 kN /m
Elongation - TD
ASTM D6818
331%
Bench Scale Testina INTPEPI
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
SIR =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 Ibsfft2
ECTC Method 4
Germination
Top Soil Fescue 21 day
Incubation
484% Improvement of
biomass
Bench Scale tests should not be used for des n purpmes
- Sod Loss Ratio Soil loss enth Bare Soil/Soil Loss with RECP sod loss is based on regression analysis)
Updated 3/09
1
Performance Design Values
Maximum Permissible Shear Stress
Unve etated Shear Stress
175 Ibs /ft2 84 Pa
Unvegetated Velocity
6 00 it/s 183 m/s
Slope Desl 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
2- 50ft 152m
012
0180
NA
Roughness Coefficients. Unveg
Flow Depth
Manning s n
s050ft 015m
0055
050 -20ft
0055 -0021
z20ft 0 60 ml
10021
Product Participant of aii