HomeMy WebLinkAbout20091345 Ver 2_More Info Received_20100909SeSEPI
ENGINEERING GROUP
To: NCDENR-DWQ
Attention: Annette Lucas
2321 Crabtree Blvd.
Raleigh, NC 27604
Phone:
919-733-1786
From:
David Whittington
Subject:
Granville Medical Center
1)?- t3 45 0 2,
Date:
September 9, 2010
VIA:
Drop-off
SEPI Project and Task No.:
SC09.006.00
LETTER OF TRANSMITTAL
SEPI Engineering Group, Inc.
1025 Wade Ave
Raleigh, NC 27605
Tel 919.789.9977
Fax 919.789.9591
Site/Civil Group
19@@OV@
SEP - 9 2010
WETtAQM0S "YA 9RWQ4
We are sending you:
? Shop Drawings ? Prints ® Plans ? Samples
? Specifications ? Copy of Letter ? Change Order ? Reports
? Checks
Copies Date Description
5 2010-09-08 Sheets EXfTB-0 1-06
5 2010-09-08 Package to respond to August 23rd comments (incl. response to comments,
revised calculations for runoff and sandfilter, DWQ BMP Supplement, and
email to grade on adjacent parcel
These are transmitted as indicated below:
® For Approval ? As Requested ? Approved as Noted ? Returned after Loan
® For Your Use ? Approved as ? Returned for ? Resubmit Copies for
Submitted Corrections Approval
? For Review and ? For Your File
Comment
Other
comments: Annette,
Please find the attached sheets and package for your use in the GMC review.
Please let me know if you need anything else or have any questions.
Thanks,
I ,.
Signed: Page:
1/1
. t
D? -134S 02,,,
DWQ 401 Oversight/Express Review
Permittin6 Unit
Package to Respond to August 23, 2010 Comments
Granville Medical Center
Emergencii Department Expansion
1010 College Street
Oxford, North Carolina 1&3@@BVR
SEP _ 9 ?010
r4'n*a`"" r
Prepared BL,:
E PI
(e-
,)S
ENGINEERING & CONSTRUCTION
SEPI En8ineerin8 & Construction
1025 Wade Avenue
Ralei8h, NC 27605
September 8, 2010
eSEPI
ENGINEERING & CONSTRUCTION
Contents
Response to Comments Dated August 23, 2010
Summary of Revisions
Revised DWQ BMP Supplement Form & Checklist
Revised Sand Filter Calculation Spreadsheet (with drawdown calcs)
Previouslig Submitted Sand Filter Runoff Calculations (b-Lj I i-draflow)
Storm Sewer Flow Calculations (b-y Hij draflow)
Revised Flow Splitter Calculations
Approval to Grade on Adjacent Parcel Email
Revised Exhibits 01-06
E PI
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ENGINEERING & CONSTRUCTION
E PI
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,)S
ENGINEERING & CONSTRUCTION
September 8, 2010
Mr. Ian McMillan
Acting Supervisor, 401 Oversight/Express
Review Permitting Unit
NCDENR-DWQ
2321 Crabtree Blvd.
Raleigh, NC 27604
RE: Request for more information - Stream impacts for Granville Medical Center Emergency
Department Addition
Dear Mr. McMillan:
Regarding the comment letter we received from your office dated August 23, 2010, we have
addressed all comments and concerns as follows:
The depiction of the storm drainage system remains unclear. Some of the issues of
concern are:
On the northern, 0.27 acre parking lot, it appears that a ditch or curbing along the
east side of the parking lot will need to be added to direct the stormwater to the
BMP. Additional curb and gutter has been added along this section to ensure
that runoff is collected in the BMP.
On the southern, 0.91 acre parking lot, please provide calculations that show
whether the curb will be overtopped during the one inch storm. If the curb is
likely to be overtopped during the design storm, then additional inlet structures
must be provided. Minor changes to the parking lot have taken place in this area,
including the addition of 3 catch basins, to accommodate an adequately sized
BMP. Calculations have been performed which show that the curb will not be
overtopped during the 10-year storm.
2. The sediment basin and sand filter do not appear to have enough capacity to store the
entire adjusted water quality volume. Please re-design to provide this additional volume
and submit calculations to support the design. Please also provide calculations of the
draw down rate. The sediment basin and sand filter have been resized and regraded, and
calculations have been provided which show that the system has now been sized to
handle the design runoff.
The pipes conveying water from the sediment basin to the sand filter is at a very steep
slope (over ten percent). In your redesign of the sand filter, please significantly reduce
the slope of that pipe to prevent scouring in the sand filter. We have modified our BMP
detail and have reduced the slope of this pipe. Please see detail exhibit sheet EXHB-04.
1025 WADE AVENUE • RALEIGH, NC 27605 • TEL 919.789.9977 • FAX 919.789.9591 • SEPIENGINEERING.COM
4. The embankment that separates the sediment basin from the sand filter looks likely to
have stability issues above the PVC pipes. In your redesign of the sand filter, please
ensure that there is a continuous, unbroken side slope of no greater than 3:1. Noted and
done. The interior slopes of the sand filter pond, as well as the exterior fill slopes, have
now been regraded at a 3:1 slope.
We trust these responses to be satisfactory; however, if you need further clarification or have
additional comments please do not hesitate to let us know.
T-1-
David Whittington, El
SEPI Engineering & Construction
Project Engineer
1025 WADE AvENUE • RALEIGH, NC 27605 • TEL 919.789.9977 • FAX 919.789.9591 • SEPIENGINEERING.COM
Sumnidy-g of Revisions
In addition to the comment responses, we felt it necessary to describe some of the
revisions made to the plans and calculations. The sand filter area has been expanded to
hold the adjusted water quality volume. To accomplish this, some grading must be done
on the adjacent property, which is owned by the Granville Medical Center as well. An
email from the GMC facility manager is included in this submittal.
In order to accommodate the increase in size of the sand filter, two parking spaces were
removed to allow for more area. The southern parking lot was steepened in an effort to
pull grades up and away from the riparian buffer zones. Along with this, curb and gutter
was installed along the east side of the southern parking area to allow for stormwater to
be piped to the flow splitter and sedimentation chamber.
S EPI
(e-
C) ENGINEERING&CONSTRUCTION
Revised DVV Q BMP Supplement Form & Checklist
CSEPI
ENGINEERING & ONSTRu noN
Permit Number:
(to be provided by DWQ)
?T" •'
*)A
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section III) and the I&M Agreement (Section IV)
O?OF W ATFRQG
O 'c
I. PROJECT INFORMATION
Project name Granville Medical Center
Contact name
Phone number
Date
Drainage area number
Bill Piver, PE
919-789-9977
September 7, 2010
1 (Parking Areas & Additional Runoff)
II. DESIGN INFORMATION
Site Characteristics
Drainage area (A p) 79,715.00 ft2 OK
Impervious area 51,837.00 ft2
% Impervious (I A) 65.0% %
Design rainfall depth (RD) 1.00 in
Peak Flow Calculations
1-yr, 24-hr runoff depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Pre/Post 1-yr, 24-hr peak control
Storage Volume
Design volume (WQV)
Adjusted water quality volume (WQV Ad)
Volume contained in the sedimentation basin and on top of the sand filter
Top of sand filter/grate elevation
Weir elevation (between chambers)
Maximum head on the sedimentation basin and sand filter (h Maxrllter)
Average head on the sedimentation basin and sand filter (h A)
Runoff Coefficient (Rv)
Type of Sand Filter
Open sand filter?
SHWT elevation
Bottom of the sand filter elevation
Clearance (d SHWr)
Closed/pre-cast sand filter?
SHWT elevation
Bottom of the sand filter elevation
Clearance (d sHWT)
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground
structure (dsp...)
2.82 in
0.12 in/hr
ft3/sec
ft3/sec
ft3/sec
4,220.00 ft'
3,165.00 ft3
3,168.00
453.5 ft amsl
453.75 ft amsl
3.00 ft
1.50 ft
0.64 (unitless)
Y Yor N
444.00 ft amsl
449.00 ft amsl
5.00
N Yor N
ft amsl
ft amsl
OK
OK
OK
Form SW401-Sand Filter-Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 1 of 2
0 IA.
Sedimentation Basin
Surface area of sedimentation basin (A s)
Sedimentation basin/chamber depth
Sand Filter
Surface area of sand filter (A F)
Top of sand media filter bed elevation
Bottom of sand media filter bed/drain elevation
Depth of the sand media filter bed (d F)
Coefficient of permeability for the sand filter (k)
Outlet diameter
Outlet discharge/flowrate
Time to drain the sand filter (t)
Time to drain the sand filter (t)
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Is an off-line flow-splitting device used?
If draining to SA waters: Does volume in excess of the design volume flow
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
If not a closed bottom, is BMP located at least 100ft from water supply wells?
Are the vegetated side slopes equal to or less than 3:1
Is the BMP located in a recorded drainage easement with a recorded access
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber/forebay (W sea)?
What is the depth of sand over the outlet pipe (dpipe)?
Form SW401-Sand Filter-Rev.5 2009Sept17
Permit Number:
(to be provided by DWQ)
279
00 ft 2 Vr\. IVICCW II III IIIIIUIII, UUl 111cly IICCU LV UC IIIL.ICQJCU LV
. ,,,,,.a,,:., aL...............1 .,..I.......:t ..........,.1... ea.........
3.00 ft
00
777
2 Vr\. IMUlb III II III I I UI I I, UUL IIIdy I ICCU IV UC 111"ICAJCU LV
.
ft
450.50 ft amsl
449.00 ft amsl
1.50 ft
5,00 (ft/day)
15.00 in
1.68 ft3/sec
19.20 hours OK. Submit drainage calculations.
0.80 days
Y Y or N OK
Y Y or N OK
N/A Y or N Enter Data
N/A ft
N/A Y or N Enter Data
Y Y or N OK
Y Y or N OK
Y Y or N OK
y Yor N OK
9.00 ft OK
1.50 ft OK
Parts I and H. Project Design Summary, Page 2 of 2
Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
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.
Initials Pagel Plan
Sheet No.
1. Plans (1" - 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
- Maintenance access,
- Flow splitting device,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable), and
- Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the
chamber,
- Maintenance access,
- Flow splitting device,
- Vegetative filter strip dimensions and slope (if SA waters),
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Off-site drainage (if applicable), and
- Boundaries of drainage easement.
3. Section view of the sand filter (1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media,
filter
- Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
- SHWT elevation,
- Outlet pipe, and
- Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable).
4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
5. Supporting calculations (including drainage calculations)
rz `c:. ` 6. Signed and notarized operation and maintenance (0&M) agreement
/ 7. A copy of the deed restrictions (if required).
Form SW401-Sand Filter-Rev.5 2009Sept17 Part III, Page 3 of 5
Revised Sand Filter Calculation Spreadsheet (With
drawdown calcS)
E PI
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C)S
ENGINEERING & CONSTRUCTION
SAND FILTER CALCULATIONS
Project Granville Medical Center Calcs by D Whittington
Project No. SC09.006.00 Date 8/29/2010
Drainage Area Information Area
Impervious Area 1. 19 ac.
Pervious Area 0.64 ac.
Total Drainage Area to Sand Filter (A) 1.83 ac.
Impervious Area Percentage (1) 0.650 ac.
Water Quality Volume Calculations
WQV = 3,630 (Ro)*(Rv)*(Ao) = 4,219.88 cu ft
Where:
Design Rainfall (R)) = 1.0 in
Rv = 0.05 + 0.9(h) = 0.635
WQV?di= 0.75*WQV =
3,164.91 cu ft
Sand Filter Calculations
e imen a ion Basin
Surface Area= 0.066*WQV = 278.51 s
Sand Filter Bed WQV(Df) _
Surface Area = k*t(R,+Dr) 254.21 s
where: Depth of Filter (n) = 1.5 ft
Maximum Head on
Sand Filter (h) = 3.0 ft
Average Head (H) = 1.5 ft
"Coefficient of
Permeability (k) = 5.0 ft/day (=2.5 in/hr)
Time to Drain (t) = 1.66 days
Results **based on specification for ASTM C33 Construction Sand
Sedimentation Basin Surface Area (Required): 278.51 sq ft
Sedimentation Basin Surface Area (Provided): 279.00 sq ft
Sand Filter Bed Surface Area (Required): 254.21 sq ft
Sand Filter Bed Surface Area (Provided): 755.00 sq ft
Check WQVad1 Containment (by average end method)
Sedimentation Chamber Storage
Elevation Area (sq ft) Incremental Volume Accumulated Volume
451 279.0 sq ft 0,000.00 cu ft 0,000 cu ft
452 619.0 sq ft 0,449.00 cu ft 0,449 cu ft
453 1015.0 sq ft 0,817.00 cu ft 1,266 cu ft
Total Storage Volume
Sand Filter Storage 5,229 cu ft
Elevation Area (sq ft) Incremental Volume Accumulated Volume
450.5 755.0 sq ft 0,000.00 cu ft 0,000 cu ft
451 985.0 sq ft 0,870.00 cu ft 0,870 cu ft
452 1489.0 sq ft 1,237.00 cu ft 2,107 cu ft
453 2046.0 sq ft 1,767.50 cu ft 3,005 cu ft
453.5 2344.0 sq ft 2,195.00 cu ft 3,963 cu ft
Check Drawdown Rate (from DWQ BMP Manual Ch. 16)
T=Vol/(2*A*K) = 0.8 days or
20.1 hrs (< 40 hrs,so OK)
Volume (CO = 3,164.91 cu ft
Area (so = 755.00 sq ft
K (in/hr) = 2.50000
PYCV1ouslLj Submitted Sand Filter Ru11o2I Calculations (bl]
ILL, drallow)
eSEPI
ENGINEERING & CONSTRUCTION
Table of Contents 2010-06-02 Runoff To Sand Filter.gpw
Hydraflow Hydrographs by Intelisolve Tuesday, Aug 3 2010, 4:19 PM
Hydrograph Return Period Recap ................................................................... 1
1 - Year
Summary Report .............................................................................................................. 2
Hydrograph Reports ........................................................................................................ 3
Hydrograph No. 1, Rational, Sand Filter Runoff ............................................................ 3
2 - Year
Summary Report .............................................................................................................. 4
Hydrograph Reports .................................................................................................:...... 5
Hydrograph No. 1, Rational, Sand Filter Runoff ............................................................ 5
10 - Year
Summary Report .............................................................................................................. n
Hydrograph Reports ........................................................................................................ 7
Hydrograph No. 1, Rational, Sand Filter Runoff ............................................................ 7
Hydrograph Return Period Recap
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
i
i
?. type
(origin) Hyd(s)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr descr
pt
on
1 Rational ------- 5.58 6.40 ------- ------- 7.76 ------- ------- ------- Sand Filter Runoff
Proj. file: 2010-06-02 Runoff To Sand Filter.gpw Tuesday, Aug 3 2010, 4:19 PM
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report
Hyd.
?. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 Rational 5.58 1 5 1,673 ---- ------ ------ Sand Filter Runoff
2010-06-02 Runoff To Sand Filter.g vReturn Period: 1 Year Tuesday, Aug 3 2010, 4:19 PM
Hydraflow Hydrographs by Intelisolve
¦ M
Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 1
Sand Filter Runoff
Hydrograph type = Rational
Storm frequency = 1 yrs
Drainage area = 1.830 ac
Intensity = 4.914 in/hr
OF Curve = Franklinton, NC.IDF
Tuesday, Aug 3 2010, 4:19 PM
Peak discharge = 5.58 cfs
Time interval = 1 min
Runoff coeff. = 0.62
Tc by User = 5.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 1,673 cuft
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 -y-
0.0
Hyd No. 1
Sand Filter Runoff
Hyd. No. 1 -- 1 Yr
0.1
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
N0.00
0.2
Time (hrs)
3
X -1 4
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
?. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Rational 6.40 1 5 1,919 ---- ------ ------ Sand Filter Runoff
2010-06-02 Runoff To Sand Filter.g?vAReturn Period: 2 Year I Tuesday, Aug 3 2010, 4:19 PM
Hydraflow Hydrographs by Intelisolve
w
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Sand Filter Runoff
Hydrograph type = Rational
Storm frequency = 2 yrs
Drainage area = 1.830 ac
Intensity = 5.637 in/hr
OF Curve = Franklinton, NC.IDF
Tuesday, Aug 3 2010, 4:19 PM
Peak discharge = 6.40 cfs
Time interval = 1 min
Runoff coeff. = 0.62
Tc by User = 5.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 1,919 cuft
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00 -V-
0.0
Hyd No. 1
Sand Filter Runoff
Hyd. No. 1 -- 2 Yr
0.1
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
N 0.00
0.2
Time (hrs)
5
Hydrograph Summary Report
Hyd.
?. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 Rational 7.76 1 5 2,328 ---- ------ ------ Sand Filter Runoff
2010-06-02 Runoff To Sand Filter.g viReturn Period: 10 Year Tuesday, Aug 3 2010, 4:19 PM
Hydraflow Hydrographs by Intelisolve
A A
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Sand Filter Runoff
Hydrograph type = Rational
Storm frequency = 10 yrs
Drainage area = 1.830 ac
Intensity = 6.839 in/hr
OF Curve = Franklinton, NC.IDF
Tuesday, Aug 3 2010, 4:19 PM
Peak discharge = 7.76 cfs
Time interval = 1 min
Runoff coeff. = 0.62
Tc by User = 5.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 2,328 cuft
Q (cfs)
8.00
Sand Filter Runoff
Hyd. No. 1 -- 10 Yr
6.00
4.00
2.00
0.00 -L
0.0
Hyd No. 1
0.1
Q (cfs)
8.00
6.00
4.00
2.00
-x_ 0.00
0.2
Time (hrs)
7
Storm Sewer Flow Calculations (bij I -Lj draflow)
S E P I
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?C'SEPI
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SEPI
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Page of
Date --7-2010
IA09 %A/_J_ A ........,. D-]-:-L, Kl!' 07A04 . T..I 010 7000077 . r-- 010 70O OS01 . .., -;---;_,;_ ,.--
! . < -j
Approval to Grade on Adjacent Parcel E1 ail
Ce
SEPI
C ENGINEERING & CONSTRUCTION
A , R
Lee Bakely
From: Lee Bakely
Sent: Wednesday, September 01, 2010 9:04 AM
To: 'Gerald Leighton'; David Whittington
Cc: Bill Piver; Bruce Brooks
Subject: RE: Granville Medical Center Sand Filter
Good morning Gerald,
Page 1 of 2
We only lost two spaces... the two closest to the sand filter. The drive aisle through this area still
maintains a 24 foot width, it just looks a little different since its on a 45 degree angle. Attached is a site
plan exhibit showing the parking lot striping. If you have any other questions, please don't hesitate to give
me a call.
Lec Bakely, PE
SLPI Engineering
919.573.9930
From: Gerald Leighton [mailto:gleighton@granvillemedical.com]
Sent: Tuesday, August 31, 2010 5:43 PM
To: David Whittington
Cc: Bill Piver; Lee Bakely; Bruce Brooks
Subject: RE: Granville Medical Center Sand Filter
David I think this should be good, however I would like to know how many parking spaced do I loose,
and what is the traffic routes. It is very hard to tell by the partial drawing, and it appears as though
traffic flow may be impeded. Can you provide a drawing based on a larger prospective of the parking
lot?
Gerry Leighton
Director, Facility Services
Granville Health System
919.690.3415
From: David Whittington [maiIto: DWhittington@sepiengineering.com]
Sent: Tuesday, August 31, 2010 4:56 PM
To: Gerald Leighton
Cc: Bill Piver; Lee Bakely
Subject: Granville Medical Center Sand Filter
Mr. Leighton,
As discussed with Mr.Piver, please review the attached PDF and see if this an acceptable position for the
sand filter, and if you see a problem grading on the hospitals adjacent property. Let us know if you have
any comments or questions.
-Thanks,
David
David Whittington
Project Engineer
1025 Wade Avenue
9/8/2010
A . -1
Raleigh, NC 27605
Phone: (919) 789-9977
Direct: (919) 573-9933
Fax: (919) 789-9591
www.sei)ien2ineering.com
Page 2 of 2
9/8/2010