20090544 Ver 1_More Info Received_20100915

Since 1979
THE JOHN R. McADAMS COMPANY, INC.
09-0544
September 14, 2010
Mr. Joseph Gyamfi
NCDENR - 401 Oversight and Express Permitting Unit
2321 Crabtree Boulevard
Suite 250
Raleigh, North Carolina 27604 R?t'
ZZ
Re: SilverLanding 511--p 2ci0
Charlotte, North Carolina r DcryR WATER QUALI IBC-08030 aNOSroR ,jqE BRpyG{
Dear Mr. Gyamfi:
Per your letter requesting additional information dated August 24, 2010, please
find the following items enclosed:
• Two (2) copies of the signed & notarized O&M agreement.
• Two (2) copies of the approved stormwater design calculations.
• Two (2) copies of the approved stormwater management construction
plans and details.
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park
North Carolina, 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
6701 Carmel Road
Suite 205
Charlotte North Carolina 28226
800-733-5646
704-527-0800
704-527-2003 Fax
Please let me know if you have any questions or need additional information.
Sincerely,
THE JOHN R. McADAMS COMPANY, INC.
Brandon lunkett, P.E.
Director of Engineering, Charlotte Region
Enclosures
Copy: Lorin Silverman
Len Rindner
www.johnrmcadams.com I Design Services Focused On Client Success
Permit Number: O C o SL? 4
(to be provided by DWQ)
Drainage Area Number: Subbasin 1
Wet 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 minimized 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 1.0 inches (or 1.5 inches 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.

til 1

s' tr t,?
ry
e- Q ,

2
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/ debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. 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: Subbasin 1
BMP element: Potential roblem: How I will remediate the roblem:
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 riprap 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-time
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% 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)
Drainage Area Number: Subbasin 1
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 668.00 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 668.00 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 673.50
Sediment Removal
668.00 1
667.00 -------- t
/ Volume'
ft Min.
Sediment
Storage
Pool
\-----. Sediment Removal Elevation 668.00_____-_--_ Volume
Bottom
FOREBAY
Bottom Elevation 667.00 j 1-ft
MAIN POND
Storage
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
Permit Number:
(to be provided by DWQ)
?e
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: Silver Landing Phase II
BMP drainage area number: Subbasin 1
Print name: L9/ /V S. ST-I EF L
Title: M&x6n Eze
Address: A (o ?Ln- i' Fi9if-y1E- l Ro,4-,?) , C'ffR?L OTTF , J1/C 29210
Phon
Signa
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, L)AW,6 _ ,[ A M j E 1 s , a Notary Public for the State of
/1/d I& 6/2,0Avi9- , County of , do hereby certify that
"ix S. person ly appeared before me this
day o - -V j p , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,

.
?y
f
J

SEAL
My co ission expires
Form SW401-Wet Detention Basin O&M-Rev.4
Page 4 of 4
EcolEngineering
A division of The John R. McAdams Company, Inc.
°9-°44
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SILVER LANDING PHASE II
CHARLOTTE, NORTH CAROLINA
crm
r71 kill AVI'l1,
SWM I DETENTION
EROSION CONTROL
FOR A PRE-CONSTRUCTION MEETING
48 HRS. PRIOR TO ANY LAND
DISTURBING ACTIVITY, CONTACT.
DRAINAGE PLAN
TREE ORDINANCE
CDOT DRIVEWAYS
NCDOT DRIVEWAYS
STORMWATER IMPACT ANALYSIS
STORMWATER MANAGEMENT FACILITY DESIGN
APPROVED
By Robert Zink at 9:42 am, Sep 01, 2010
C-08030
APPROVED
By Robert Zink at 9:43 am, Sep 01, 2010
July 2009
Jennifer C. Diaz., PE
Project Engineer
James W. Caldwell, PE
Project Manager
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
01 North Carolina 27713
80L -5646
919287.4262
919-361-2269 Fax
www.ecoengccom I Design Services Focused On Client Success
-7-20-091
Silver Landing Phase II
Stormwater Impact Analysis
Stormwater Management Facility Design
General Description
Located off of Steele Creek Road, just southeast of the intersection of Steele Creek Road
and Byrum Drive in Charlotte, North Carolina, is the proposed development currently
known as Silver Landing. Proposed development on this site consists of the construction
of industrial buildings along with associated parking and utilities. This site is located
within the Central Catawba Watershed. The site is zoned I-2 and the proposed
development is considered high density.
Per City of Charlotte Post Construction Controls Ordinance, stormwater management on
this site shall address water quality and peak discharge rates. Peak discharge rates
associated with the proposed development shall be no greater than the pre-development
peak discharge rates in the 2-, 10-, and 25-year 6-hour storms events. Additionally, 85%
TSS removal is required. One stormwater wet pond is proposed to mitigate the effects of
increases in stormwater runoff peak flow rates as a result of the development while also
providing water quality.
The Pre-Development model consists of two drainage basins. These drainage basins are
bound by the site boundary and topography. The site as it exists in the pre-development
condition has some minor improvements with the remaining area being approximately
50% wooded and 50% open. The Soil Conservation Service TR-55 method is used to
calculate the Time of Concentration ("Tc") for each subbasin.
The Post-Development model consists of two drainage basins. Most of Subbasin 2 has
been re-directed toward the proposed pond therefore the resulting stormwater effects
from the proposed development in Subbasin 2 are less than the predevelopment
condition. The drainage area to the pond considers any contributing offsite are to ensure
the facility is properly sized for its water quality function. Therefore, the total drainage
area in the post-development condition is larger than in the pre-development.
The proposed stormwater management facility is located within a permanent detention
easement south of the subject property. Because the facility is located offsite, the point
of analysis for Subbasin 1 in both the pre and post condition is located offsite as well.
This was done to ensure consistency in the pre and post peak flow rate comparison
analysis.
Stormwater Wet Pond Design
The stormwater wet pond is designed in accordance with Charlotte-Mecklenburg BMP
Design Manual (April 2008) to achieve a TSS removal efficiency of 85%. The pond also
works to achieve peak flow rate control in the post-development condition for the 2-, 10-
and 25-year storm events. The facility has been designed to pass the 100-year, 24-hour
storm event with a minimum of 0.5 vertical feet of freeboard in the "worst-case"
scenario. This scenario assumes that the drawdown orifice is clogged and the basin is
full of water to the top of riser elevation at the time of a 100-year storm event. This
routing technique ensures adequate freeboard in an unlikely scenario.
The permanent spillway for the pond is a riser-barrel spillway system. The spillway crest
elevation was set to provide adequate detention. An inverted pvc siphon controls the
normal water surface elevation.
Calculation Methodolozy
• Rainfall data for the project site is from "Precipitation-Frequency Atlas of the
United States" NOAA Atlas 14, Volume 2, Version 3 (http://hdsc.nws.noaa. og_v).
The partial duration series was used for the 2- and10-year storm while the annual
duration series was used for the 25- and 100-year storms.
• Using the Mecklenburg County Soil Survey, the proposed site contains HSG `B'
soils. Composite SCS Curve Numbers were then calculated based on this soil
group and land cover conditions. These composite curve numbers were then used
in the peak flow calculations. The soil survey map from which the soils were
determined for this analysis has been included in this report.
• Onsite topography is from the survey prepared by the John R. McAdams
Company, Inc. Off-site topography is from Mecklenburg County GIS.
• The time of concentration for each subbasin was calculated using the SCS
Segmental Approach (TR-55, 1986). The Tc path was divided into segments
consisting of overland flow, concentrated flow, and channel flow. The overall
time of concentration is the sum of the individual segment times.
• HEC-HMS Version 3.3.0, by the U.S. Army Corps of Engineers, was used to
generate pre- and post-development peak flow rates and volumes as well as model
the proposed stormwater management facilities.
• PondPack Version 8.0, by Haestad Methods, was used to generate the stage-
discharge rating curve for the proposed stormwater management facilities. An
additional curve was generated to represent the worst-case scenario. This pond
routing assumed a starting routing elevation set to the top of the weir structure for
the 100-year storm.
Discussion of Results
The proposed stormwater management facility provides detention for the site for the 2-,
10-, and 25-year storm events. The facilities also pass the 100-year storm with adequate
freeboard. All calculations associated with pre- and post-development as well as the
design of the stormwater facility are shown in this report.
If the development is built as proposed within this report, all applicable design criteria
will be met. However, modifications to the proposed development that change
assumption made in this report will invalidate this report. Some modification may
include, but are not limited to:
1. Changes in the amount of proposed site impervious surface area.
2. Changes in proposed grading, to affect drainage breaks presented in post-
development.
Please refer to the design drawings and the appropriate sections of this report for
additional details of the methodologies and design details.
Silver Landing Phase II STORMWATER MANAGEMENT CALCULATIONS J.C. Diaz, PE
IBC-08030 Summary of Results 7/16/2009
Subbasin #1
Event Pre-Development [cfs] Post-Development [cfs] Change [cfs]
2-Year 4.0 1.1 -70%
10-Year 19.6 8.4 -60%
25-Year 31.9 31.0 -3%
Subbasin #2
Event Pre-Development [cfs] Post-Development [cfs] Change [cfs]
2-Year 0.5 0.3 -30%
10-Year 2.7 1.4 -50%
25-Year 4.6 2.1 -55%
Stormwater Wet Pond Design Summary
WQ„ / PPS Ratio = 0.4
Norwal Water Surface Elevation [ft] = 673.50
To of Dam [ft] = 680.00
2-Year WSE [ft] = 676.43
10-Year WSE [ft] = 677.71
25-Year WSE [ft] = 678.04
100-Year WSE [ft] (Worst Case Scenario) = 679.35
Worst Case Scenario (100-Year) Freeboard [ft] = 0.65
X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\Design Files\SOR Page 1 of 1
1 CITY OF CHARLOTTE DESIGN
SUMMARIES
2 BACKGROUND INFORMATION
3 PRE-DEVELOPMENT
HYDROLOGIC CALCULATIONS
4 POST-DEVELOPMENT
HYDROLOGIC CALCULATIONS
5 STORMWATER MANAGEMENT
FACILITY DESIGN
CITY OF CHARLOTTE DESIGN SUMMARIES
SILVER LANDING PHASE II
IBC-08030
chadattwMeckknMnp
STORM
WATER
_. Sernees -U
BMP Inset Table
Wet Pond
Project Name: Silver Landing Phase II
Se uence ID:
Surface Areas . ft.: 37,880
Drainage Area acres : 35.3
Land Use/Development Type: Office / Warehouse
Percent Built-Upon Area: 61%
Permanent Pool Depth ft.: 6.5
Foreba Permanent Pool Depth ft.: 6.5
Flow Diverter Present Y/N : N
Regulated B : PCCO - Central Catawba
Treatment Effectiveness: TSS Only
NC State Plane X eastin : 1416291
NC State Plane Y northin : 528701
31? vsm? ?! ?'.`uti. w. u , :,a k?rc ?"s'',fi? e:rt: »t'ri..a !w n }4?rr:?.att2a,ra.: ?., x ..,1: t .?• t, ut.r
Design Procedure Form Wet pond
?. , .._, i. L.:-.. ,. _,t:l,.. ::yY t:i ?,5'. ??• } X':, 1.... ._.. r. _ ?, ..L,i W.. ....? :'zi,?.4? oA....n,.l:;;. eel 'futT.rK?.: ..,r, ... .. .l J,?i?.? ? vyi..
WET POND FEASIBILITY
1. Is the use of a wet pond appropriate?
2. Confirm other design criteria and applicability.
PRELIMINARY HYDROLOGIC CALCULATIONS
3. Compute, WQ„ water quality volume requirements
Compute Runoff Coefficient, R,
Compute WQv Volume requirements
4. Compute WQP peak flow
Compute modified SCS curve number
5. Compute CP„
Compute S (maximum retention)
Compute 1-yr, 24-hr total rainfall depth
Compute Qd (runoff volume)
Compute CP„ (chnnnel protection volume)
Estimate t, (time of concentration)
Estimate q„
Compute approximate storage volume
6. Compute release rates
Compute WQ„ release rate
Compute CP„ release rate
7. Compute site hydrologic input parameters
Development Conditions
Area
CN (SCS curve number)
Adjusted CN (curve number adjusted for 1-inch storm)
Time of concentration
NOTES: The Silver Landing Phase II development
requires a wet pond to meet the PCCO requirements
of 2-, 10-, and 25-year storm event detention and 85%
TSS removal since it is a high density project in the
Central Catawba and zoned 1-2. The Modified SCS
Curve Number and Channel Protection Volume were
not calculated as part of this analysis since they were
not used in any aspect of design. For further details
please refer to the stormwater impact analysis.
Rv = 0.60
WQ„ = 1.76 acre-ft
WQP = N/A cfs
CN = N/A
S = N/A
Rainfall Depth = N/A inches
Qd = N/A inches
CPv = N/A acre-ft
tc = N/A hours
q, = N/A cfs/mil/inch
Storage volume = N/A acre-ft
Release Rate = 0.30 cfs (peak siphon flow)
Release Rate = N/A cfs
(SB1) (SB1-TOSWMF)
Pre-developed Post-developed
29.92 acres 35.30 acres
59 84
N/A N/A
0.21 hours 0.08 hours
STORM WATER DETENTION BASIN DESIGN
8. Pretreatment volume
Volpre = Acres of Impervious Area(0.2")(1712")
9. Compute Permanent Pool Volume and
Water Quality Extended Volume
Compute WQv/PPv
Compute PP„
Size extended detention - pool volume is greater
of WQ„ or CP„
WQpre = 0.35 acre-ft
WQv/PP„ = 0.4
PPv = 4.09 acre-ft
ED Pool Volume = 1.76 acre-ft
10. Conduction grading and determine storage available
for permanent pool (and WQv_ED volume if applicable)
Prepare an elevation-storage table and curve using
the average area method for computing volumes.

Elevation

SL Area

F Average
Area

SF Depth

t Incremental
Volume

CF Cumulative
Volume

CF Volume
above
Permanent
Pool
(acre-ft)
667.00 21227 -6.5 -
668.00 22932 22080 -5.5 22080 22080 -
669.00 24688 23810 -4.5 23810 45890 -
670.00 26498 25593 -3.5 25593 71483 -
671.00 28363 27431 -2.5 27431 98913 -
672.00 30354 29359 -1.5 29359 128272 -
673.00 33385 31870 -0.5 31870 160141 -
673.50 37880 35633 0.0 17816 177957 -
674.00 42256 40068 +0.5 20034 197991 20034
674.50 43788 43022 +1.0 21511 219502 41545
675.00 45688 44738 +1.5 22369 241871 63914
676.00 48477 47083 +2.5 47083 288954 110997
677.00 51312 49895 +3.5 49895 338848 160891
678.00 54193 52753 +4.5 52753 391601 213644
679.00 57128 55661 +5.5 55661 447261 269304
680.00 60114 58621 +6.5 58621 505882 327925

/: , 1

12. WQv Orifice Computations
Average ED release rate
Average head, h = (ED elev. - Permanent pool elev.) / 2
Area of orifice from orifice equation: Q = CA(2gh)0.5
13. Compute release rate for CPv control and
Establish CPv elevation
Release rate
Average head h = CPv elev. - Permanent pool elev) 12
Area or orifice from orifice equation: Q = CA(2gh) 0.
14. Calculate Qp release rate and water surface elevation
Release Rate = 0.21 cfs (average siphon flow)
h=0.88ft
A = 0.05 ft2
Diameter = 3 in
WSEL = N/A ft
Release Rate = N/A cfs
h=N/Aft
A = N/A ft2
Diameter = N/A in
Set up a stage-storage-discharge relationships.
16. Assess maintenance access and safety features.
17. Attach landscaping plan
v,
Peak stage for (WQv), the 1-inch, 6-hour storm Peak Stage= 674.75 ft
Peak stage for (CPv), the 1-yr, 24-hour storm Peak State = N/A ft
Peak Q1o - Undeveloped Q1o-..dev = 19.6 cfs
Peak Q1o - Developed Q10-dev = 8_4 CfS
Peak Q25 - Undeveloped Q25-undev = 31.9 CfS
Peak Q25 - Developed Q25-dev = 31.0 cfs
Size emergency spillway, calculate 50-year WSEL
and set top of embankment elevation WSEL100 = 679.35 ft
Embankment Elevation = 680.00 ft
15. Investigate potential wet detention basin hazard Notes: Refer to construction drawings, sheets SW-
classification 1A, SWA B, SWA C, SWA D, SWA E, SWA LS for
pond details.
City of Charlotte
Land Development Division
Post Construction Controls/Detention Worksheet
The following section is information that is required by the City's NPDES permit for permanent tracking
of proposed BMPs and compliance with the Post Construction Ordinance. Complete all information.
Project Name: Silver Landing Phase II Date: July 16, 2009
Project Address: 6821 Steele Creek Road
Subdivision Name (if different from above):
Phase:
Developer Name:
Development Type (circle one): Single-Family Multi-Family Mixed-Use Commercia Institutional
Owner Name: Davidland LLC
Owner Address: 6707-C Fairview Road
Charlotte, NC 28210
Owner Phone: Main: [phone] Fax: [phone]
Owner e-mail:
Total Project Area: 31.99 acres Total Disturbed Area: 37.60 acres
Zoning: I-2 CD
Watershed: Central Catawba X Western Catawba Yadkin Six Mile
Original Parcel ID(s) portions of the following parcels: 14104107, 14104104, 14104103, 14104102
% Built-Upon Area: 66%
Stream Buffer Area: 0.16
Natural Area: N/A
Mitigation
Distressed Business Distri ? YON
Is site under one acre? Y
Natural Area mitigation? Y
Revised: August 2008
Transit Station Area? Y NO
Total Phosphorous Mitigation? Y O
Pagel of 4
The following sections help to provide information on volume and peak controls for the site. Attach
BMP Inset tables and Design Procedure Forms for each BMP to show that each is sized appropriately
per the design requirements.
Project Description: Attach brief explanation of detention plans and any assumptions if necessary.
This detention worksheet applies to Subbasin 1 only. There are no stormwater management facilities proposed in
Subbasin 2. Subbasin 1 has two parts in the post-development condition; 35.30 acres goes to the proposed pond while
3.67 acres are undetained. Refer to the appropriate sections in the design report for maps detailed descriptions and
calculations.
PRE-DEVELOPED SUMMARY
Basin area: 29.92 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpre: 12.50 min. (Based on the SCS Method) (Tc path shown on attached map)
Reference 3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual - SCS Travel Time.
Curve Number, Cnpre: 59
POST-DEVELOPED SUMMARY
Basin area: To SWMF = 35.30, Bypass = 3.67 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: 5 min. (Based on the SCS Method) (Tc path shown on attached map) Reference
3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual - SCS Travel Time.
Runoff Coefficient, Rv-0.60 Water Quality Volume, WQv (ac-ft)- 1.75
Curve Number, Cnpost: To SWMF = 84, Bypass = 61 Curve Number, CNpost(modificd)-N/A(see WOv and siphon sizing ca!2L
Channel Protection Volume, CPv (ac-ft) - N/A CPv Release Rate (cfs) N/A
DETENTION SUMMARY
Computer Method Used*: HEC-HMS version 3.3.0
*Land Development Plan Review Staff will verify all detention submittals using HEC-I for compliance with the
City of Charlotte Zoning Ordinance, Section 12.6 This summary is to accompany all detention analysis and is
not intended to replace that requirement.
Pre (cfs) Post (cfs) Routed (cfs) Elevation (Comments)
1" N/A - - 674.75 (see WQv Calcs)
1 yr. N/A - - -
2 yr. 4.0 97.5 1.1 676.43
10 yr. 19.6 162.1 8.4 677.71
25 yr. 31.9 194.7 31.0 678.04
50 yr. N/A - - -
100 yr. N/A - - 679.35
Note- 2-year storm is required only for sites required detention per Chapter 12 of the zoning ordinance. If a
downstream analysis has been performed, submit complete justification for the results.
Revised: August 2008
Page 2 of 4
PRE-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: 1 (Coordinate with attached drainage area map)
Type of Flow Travel Length (ft.) Slope (%) Mannin s (n) Time (min.)
Sheet Unpaved 50 2.8 0.24 6.98
Sheet Paved - - - -
Shallow Conc. (Unpaved) 478 7.6 - 1.79
Shallow Conc. Paved - - -
Channel 1299 3.1 0.045 3.74
Pie - - -
TOTAL N/A N/A N/A Tc pre = 12.50 min
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreage/Total Area) x (CN)
0.24 Impervious 98
14.70 Wooded CeB2 C D2 PaE B 55
0.30 Water - 100
14.68 Open --CeB2. 2
CNPre = 61
POST-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: SubbasinI - To SWMF & Bypass (Coordinate with attached drainage area map)
Type of Flow Travel Length (ft.) Slope (%) Mannings (n) Time (min.)
Sheet Unpaved
Sheet Paved
Shallow Conc. (Unpaved)
Shallow Conc. Paved
Channel
Pipe
TOTAL N/A N/A N/A Tc po.t = 5 min
*Per SCS Segmental Approach, a min Tc of 5 min was used for a conservative design
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreage/Total Area) x (CN)
21-45 To SWMF -Impervious 98
12.8 To WMF - Open eB2 D2 PaE B 61
0,87 T SWMF - Water - - 100
1. 1 Bypass - Open CeB2 CeD2 PaE B 61
CNPost = To SWMF = 84; Bypass = 61
Revised: August 2008
Page 3 of 4
STORAGE / DISCHARGE CALCULATIONS
*(If applicable) Complete Underground Storage Volume Table
Elevation Underground * Above Ground Total Acc. Volume (cf)
Acc. Volume for all
Structures c Area (sq. ft.) Inc. Volume (cf) Acc. Volume (cf) (Above and
Underground)
NWSE = 673.50 23927
674 29454 26691 26691 26691
676 32669 31062 57752 57752
678 34995 33832 91584 91584
680 37371 36183 127767 127767
Stage Discharge Co= orifice coefficient: Cw = weir coefficient. Orifice Area unit shall be square feet (sf).
Elevation / Orifice 1 Orifice 2 Weir 1 Weir 2/Em. Outlet Emergency Total Q
Stage 3 In. In. Ft. Spillway Control Pipe Spillway (cfs)
(ft) 673.50 Inv. Inv. Inv. (Controlled by 48 Dia. (Free flow out of

0.05 sf Area
Area
Cw= outlet pipe/struct)
96 Length pond)
Co= 0.60 Co= 24 Ft. 667.00 Inv. Ft.
677.50 Inv. Co=0.6 Inv.
Cw= 3.0 Cw=
673.50 0.00 0.00 0.00 0.00
677.50 0.47 0.00 0.47 0.47
678.00 0.49 25.46 25.95 25.95
680.00 0.00 202.56 202.56 202.56

Underground Storage Volume Table (If applicable)
Provide additional storage volume tables if more structures are used.

Elevation Acc. Volume (cf)
Underground Structure #
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%) Acc. Volume (cf)
Underground Structure #
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%) Acc. Volume (cf)
Underground Structure #
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%) Acc. Volume (cf)
Underground Structure #
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%)

•
aM.
ENGINEERING 4 PROPERTY
MANAGEMENT
Land Development Division
600 East Fourth Street, Charlotte, North Carolina 28202-2844
Revised: August 2008 Telephone: [phone] Fax: [phone] landpermits.charmeck.org
Page 4 of 4
BACKGROUND INFORMATION
SILVER LANDING PHASE II
IBC-08030
Mecklenburg County, North Carolina
POLARIS
Property Ownership Land Records Information System
Date Printed: Tue Jul 14 200915:08:22 GMT-0400 (Eastern Daylight Time)
Silver Landing Phase II
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CKLENBURG LUUh iY GIS, 717261// +
"It utz673a""""14126142' 1 1, I 0 545ft _
This map is prepared for the inventory of real property within Mecklenburg County and is compiled from recorded deeds, plats, tax maps, surveys,
planimetric maps, and other public records and data. Users of this map are hereby notified that the aformentioned public primary information sources
should be consulted for verification. Mecklenburg County and its mapping contractors assume no legal responsibility for the information contained herein.
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Date: 7/14/2009 Caption: Silver Landing Phase II
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Silver Landing Phase II
IBC-08030
Watershed Soil Data
Project Site
J.C. Diaz, PE
7/16/2009

Symbol Name Soil Classification
Ce132 Cecil sandy clay loam B
CeD2 Cecil sandy clay loam B
PaE Pacolet sandy loam B
References:
1. SOIL SURVEY: MECKLENBURG COUNTY. NORTH CAROLINA. UNITED STATES DEPARTMENT OF
AGRICULTURE: SOIL CONSERVATION SERVICE (IN COOPERATION WITH NORTH CAROLINA
AGRICULTURE EXPERIMENT STATION).
2. SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL CONSERVATION SERVICE. 1986.
H,
1 M1 1 } r
OAT
Cover Condition HSG'B'
Wooded 55
Open 61
Impervious 98
Water 100
X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\Design Files\Watershed Soil Data Page 1
Precipitation Frequency Data Server
yr POINT PRECIPITATION {
FREQUENCY ESTIMATES {
?? `' FROM NOAA ATLAS 14 'v,,,,, ,,?
North Carolina 35.1884816 N 80.9613194 W 695 feet
from "Precipitation-Frequency Atlas ofthe United States" NOAA Atlas 14, Volume 2, Version 3
GM. Bonin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D Riley
NOAA. National Weather Service, Silver Spring, Maryland, 2004
F.rztrae A Tun FA In )nno
Confidence Limits Seasonality Location Maps Other Info. GIS data Maps Docs R
Precipitation F nen Estimates (inches)
ZQ ?4 4?
O
, ?Q ?
?4 I
[
l5
[
1]5
'4
121
I
il
1
P
m
,n
=
min
?&X ?y
m La
3 - C d hr 41-k H H ku
-n
M
m
HhK
r -21® .70 0.87 1.21 1.52 1.76 [58-712.26 2.69 .10 .63 4.05 4.62 5.29 7.03 8.65 10.83 12.84
0T-5-4Q 0.86 1.09 1.55 198 .32 .48 3.00 3.57 .13 .80 5.30 5.97
-
-
- 6.75 8.81 10.67 13.13 15.39
10 F
6
0
1 ®1.21 1.76 2.29 2.70 .89 3.51 .20 .85 5.62 6.18 6.90 7.73 10.00 11.98 14.58 16.97
®.67 1.06 1.35 ®® 3.17 ® 4.18 5.04 5.79 6.68 7.32 8.14 9.00 11.52 13.60 16.32 18.86
®0.71 1.13 1.44 .16 .93 .51 .85 .70 5.69 6.52 7.49 8.20 .08 9.95 F]2-6-61 H79] 17.59 20.21
100 0.75 120 1.51 .32 .19 3.86 .27 5.23 .36 726 8.32 9.10 10.04 10.92 13.81 15.97 18.81 21.50
®0.79 1.25 1.58 2.46 ® 20 .71 5.77 7.07 8.02 9.17 10.02 11.-03
11.90 1497
7-1-51
F
20 00
22.76
®0.83 1.31 1.65 ®.77 .65 5.29 6.52 8.05 10.33 11.27 12.37 13.21 16.54 18.-7-11 F 156 24.40
1000 0.86 1.35 1.70 .75 Ol ®5.75 7.11 8.84 .87 11.23 12.25 13.42 14.23 17.74 19.90 22.72 25.62
* These P1eitWalion kte*w y edmales ant based on an amudmaimamm
AEP a the Amtal Etaceedalce Probabidy.
Please refer b NOAA Alas 14 Document for more inkinwimt. NDTF- FanW%Totes es6nales Itew zao tp
appear a zero.
* Upper bound of the "% confidence interval
Precipitation Frequency Estimates (inches)
AEP**

60 IZII 3 6 12 24 48 4 7 10 20 30 45 60
(14n- 10 15 Il]
mm
n min hr hr hr hr hr day [day day day day day day
[Ma min mi
F i 0.47 0.?5 0.95 1.31 1.64 1.94 2.06 .48 .95 .35 3.92 4.35 .93 5.65 7.46 9.14 11.35 13.42
?? 0.58 0.93 1.18 1.68 .15 .55 2.72 .29 91 1 -1
®5.17 5.70 6.37 7.20 9.34
-
11.28
13.76
16.08
10 0.65 1.04 1.3
111 .90 .47 ®3.18 .85 .59 5.24 -5-71 6.63 7.37 8.24 10.60
- 12.66 15.28 17.74
11 L?J 0.72 1.15 1.46 2.16 .87 3.47 .78 .57 5.49 6.25 7.19 7.86 8.68 9.59 12.22 14.37 17.12 19.72
®0.77 122 1.55 .33 .16 3.85 F2-315.13 6.19 7.03 8707 8.81 .69 10.61 13.43 15.64 18.45 21.15
100 0.81 129 1.63 .50 3.44 ?® 5.71 6.91 7.83 118.96 9.77 10.72 11.65 14.65 16.91 19.75 22.51
®0.85 1.35 1.70 .65 0 .61 5.16 6.30 7.67 8.65 .88 10.77 11.79 12.69 15.89 18.17 21.03 23.85
®0.90 1.42 1.79 .85 .08 5.11 5.82 7.13 8.72 .78 11.15 12.12 13.24 14.11 17.58 19.85 22.69 25.58
1000 0.93 1.47 1.84 .98 .35 5.49 6.34 7.78 9.59 10.66 12.13 13.17 14.37 15.21 18.89
• 21.15 23.95 26.89
The ttppa bound are eaidgrce inlelwl A90% 11 tgce lave) B the value ttdtidt sAama dwAled quartk values for a pirat teoutm are wester a m
These precipision kagteo y esinales we based on an jamwLma4nLWdM AEP is to Anatol Eweedace Pmbabny.
Please Rifer to NOAH Alas 14 Document for mom irlonmiaR NOTE: Fgng111M pram is esGnales new zero to appear as zero.
* Lower bound of the 90•/w confidence interval
Preci itation F nen Estimates (inches)
AEP*
(14* 5 10 15 30 60 12,011 3 6 12 24 nh 4 7 20 30 45 Y) main min min min min hr hr hr hr day day day day day day day
??
2 0.40 ® 0.81 1.12 1.40 1.61 1.71 .07 .47 .89 3.38 3.77 .33 .97 6.65 8.20 10.32 12.28
5 0.50 .79 1.00 1.43 1.83 .1 I 26 .75 ® 3.84 4.46 .93 5.59 6733 8.32 10.10 12.51 14.71
10 0.55 .88 1.12 1.62 .11 .45 .63 3.21 3.84 .50 5.21 5.73 6.46 7.24 9.43 11.33 13.88 16.22
Z 0.61 ®124 1.83 ®.87 .11 .80 .57 5.35 6.18 6.77 7.58 8.40 10.83 12.85 15.52 HE
® 0.65 1.03 1.31 1.97 .67 .16 .47 .24 F5.112-f--0-11 6.92 7.56 8.44 9.28
-
-
-
5 11.88 13.94 16.69 19.27
100 0.68 1.09 F
3
71FI
0
1 ®3.45 3.82 ® 5.67 6.68 7.66 8.38 9.32 10.16 12.93 15.03 17.81 20.47
200 0.71 1.13 1.42 .21 .10 .74 .17 5.1 I 6.23 7.35 8.43 9.20 10.20 11.04 13.98 16.09 18.92 21.64
®0.74 1.17 1.47 ®.36 ®_61 5.69 6.98 8.27 ®10.32 11.40 12.22 15.39 17.52 20.34 23.14
1000 0.76 1.19 1.50 .43 3.54 .34 ® 6.13 7.57 8.99 10.26 11.18 12.33 13.14 16.48 18.57 21.41 24.26
Thy brrer band d tle coltdace ilkrval at 90X calydace lord is tle trahle which 5%d tle aitaAaYd auatdie values for a aim f emancw are am- than
'toe "Waen tregtratty agnates am based an an MEP is the AnnW F.xceedatce ProbAft.
Page 1 of 3
eturn to State Map
http://`hdsc.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=pf&units=us& series=am&staten... 2/10/2009
Precipitation Frequency Data Server
POINT PRECIPITATION F
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 w% ti,,w
North Carolina 35.1884816 N 80.9613194 W 695 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzyhok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring Maryland, 2004
F:tractnl- Tne Feh to )MU
Confidence Limits. Seasonality Location Maps Other Info. GIS data Maps Docs R
Precipitation Frequency Estimates (inches)
AR
min ? 4! a M Min a? 1 C hr Pcwa??1 da
1 0.40 0.64 0.80 1.09 1.36 1.58 1.69 2.04 2.42 2.79 .27 3.67 4.21 4.83 6.47 7.99 10.04 11.94
L 2 J 0.47 0.76 0.95 1.31 1.65 1.91 2.03 2.46 2792 3.37 3.94 4.40 5.02 5.74 7.64 9.39 11.76 13.94
5

CS? 0.55 0.8
2.5
81. 11 I.58 2.03 2.37 3 3.07 3.65 4.22 .91 5.42 6.11 6.91 9.01 10.92 13.43 15.74
10 0.61 0.97 1.23 1.78 2.31 .72 2.92 3.55 .24 4.90 5.67 6.24 6.97 7.81 10.10 12.10 14.72 17.14
25 0.67 1.07 1.35 2.00 .67 3.18 3.45 .20 5.06 5.82 6.71 7.35 8.17 9.04 11.57 13.65 16.39 18.94
so 0.71 1.14 1.44 .17 94 .53 3.87 4.72 5.71 6.55 7.53 8.23 9.12 9.99 12.71 14.85 17.66 20.29
100 0.76 1.20 1.52 2.33 3.20 3.87 .29 5.25 6.39 7.29 8.36 .13 10.08 10.96 13.86 16.04 18.88 21.59
® 0.79 1.25 1.58 2.46 3.46 .21 4.72 5.80 7.10 8.05 9.21 10.06 11.07 11.94 15.03 17.22 0.08 22.85
®0.83 1.32 1.66 2.64 3.79 4.67 5.31 6.55 8.08 F-0-91,0-3-8 11.32 12.42 13.27 F16-6-01F18-7-91F] 64 24.49
1000 0.86 1.36 1.70 2.76 .03 5.01 5.78 7.14 8.88 9.91 11.28 12.30 13.47 14.28 17.81 19.98 .81 25.72
t rase Pretapcsoon ftaq CY eswrrates are eased on a OKULAuMumli, AN is the Average Rwirrence In erval.
Please refer to N9M Atlas 14 Docurrgnt for more iMamaft. NOTE Formatting forces estimates new mo to appear as zero.
* Upper
Precipi bound of the 90% confidence interval
tation Frequency Estimates (inches)
ARI** 5 10 15 30 60 120
(years min min min min min min
]
3 6 12 24 48 4 7 10 Fill - 30 45 60
hr hr hr hr hr [d

J- 0.43 0.69 0.86 1.18 1.47 1.74
L
"
y
, da day day 11 day
1.86 2.24 2.65 3.01 3.53 3.94 .49 5.16 6.87 8.44 10.55 12.51
?
LJ 0.51 0.82 1.03 1.42 1.78 2.10 2.23 2.70 3.20 3.63 4.25 .73 5.36 6.13 8.10 9.93 12.33 14.57
0.59 0.95 1.21 1.71 .20 2.61 2.79 3.37 4.00 4.56 5.29 5.83 6.52 7.36 9.56 11.54 14.08 16.45
10 0.65 1.05 1.32 1.92 2.50 2.99 3.21 3.89 .63 5.29 6.11 6.70 7.44 8.33 10.71 123 9 15.43 17.91
[5I 0.72 1.15 1.46 .16 2.88 3.48 3.79 .59 5.51 6.27 7.21 7.89 8.71 9.63 12.27 14.43 17.18 19.80
50 0.77 1.23 1.55 ® 3.17 3.86
-
-
-
- 4.25 5.15 6.21 7.06 8.10 8.84 9.73 10.65 13.49 15.71 18.53 2123
100 0.81 1.29 1.64 V
5
11[3
74
5] 4.24 4.70 5.73 6.93 7.86 9.00 .81 10.77 11.69 14.71 16.98 19.83 22.60
®0.85 1.36 1.71 ®.73 4.63 5.18 6.33 7.70 8.68 9.92 10.81 11.83 12.74 15.96 18.24 1.1 I 95
® 0.90 1.43 1.80 .86 .10 5.13 5.84 7.16 8.75 9.81 11.19 12.17 13.29 14.17 17.65 19.93 22.78 25.68
1000 0.94 1.47 1.85 2.99 .37 5.51
' 6.37 7.82 .62 10.70 12.18 13.22 14.43 15.27 18.97 1.23 24.05 27.00
The Wiper he nd dfhe twrr6derrce inletvel >r 90%rnrridstrce bvel is the vahte which 5%dthe akreaakd drtanae wives for a d van tmattenw a a ?..dr awn
. tame P? eegeerrCY 85011rae5 ore Daeeb 011 a AW i5 the Average Reatar&It8 Inlerwal.
Please refer to NOAA Atlas 14 Document for more hAormdon. NOTE Fo wrig prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Preci itation Fre uenc Estimates inches
ARI** 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
(years) min min min min min min hr hr hr hr hr day day da day a day 11 day
C1 0.37 0.59 0.74 1.01 1.26 1.45 1.54 1.87 2.22 2.59 3.04 3.42 3.94 4.54 6.11 7.57 ® 11.44
2 0.44 0.70 0.88 1.22 1.52 E71]1.86 2.25 2.68 3.13 3.67 4.10 .71 5.39 7.22 8.90 11.21 13.33
? 5 0.51 T87171 1.03 1.46 1.87 2.16 2.31 2.81 3.35 3.92 .56 5.04 5.72 6.47 8.51 10.34 12.80 15.05
10 0.56 0.89 1.13 1.64 13 2.47 2.66 3.24 .88 4.54 5.26 5.78 6.52 7.31 .52 11.45 14.02 16.38
25 0.61 0.98 1.24 1.84 2.45 2.88 3.12 3.81 .58 5.38 6.21 6.80 7.61 8.44 10.87 12.90 15.58 18.09
50 0.65 1.04 1.31 1.98 .68 3.17 3.48 4.26 5.14 6.04 6.95 7.59 8.48 9.31 11.93 14.00 16.76 1935
100 0.69 1.09 1.38 .11 2.91 3.47 3.83 4.70 5.69 6.71 7.69 8.41 9.36 10.20 12.98 15.09 17.89 20.56
On 0.71 1.13 1.43 2.22 .11 3.75 4.18 5.13 6.25 7.38 8.46 9.24 10.24 11.09 .16.16 18.99 173
0.74 1.17 1.48 2.35 3.37 .10 .63 5.71 7.01 8.31 9.50 10.36 11.45 12.27 15.45 17.59 20.42 23.2
1000 0.76 1.20 1.50 2.44 3.56 4.36 4.98 6.16 7.60 9.02 10.30 11.22 12.38 13.19 16.54 18.65 21.49 24.36
"1 -1 4
The borer hound of the twrtfidence irr0erval at 90%txnfiderrce level is the value which 5%of the simul?ed tptardNe values fora given hequerrcy are less dwn.
Page 1 of 3
eturn to State Map
http://`hdsc.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=pf&units=us&series=pd&statena... 2/10/2009
PRE-DEVELOPMENT HYROLOGIC
CALCULATIONS
SILVER LANDING PHASE II
IBC-08030
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Silver Landing Phase II Pre-Development Hydrolo2ic Calculations J.C. Diaz, PE
IBC-08030 Subbasin 1 7/9/2009
Cover Description SCS CN Comments
Wooded 55 HSG 'B' Soils (assume good condition)
Open 61 HSG 'B' Soils (assume good condition)
Impervious 98 HSG'B' Soils
Water 100 HSG'B' Soils
I. Watershed Composition:
Cover Description SCS CN Area [acres]
Onsite Impervious 98 0.24
Onsite Open 61 13.70
Onsite Wooded 55 13.71
Offsite Impervious 98 0.00
Offsite Open 61 0.98
Offsite Wooded 55 0.99
Offsite Water 100 0.00
Total = 29.92 Acres
Onsite Water 100 0.30
0.0468 Sq Miles
Composite SCS CN = 59
11. Time of Concentration Information:
*** Tc was calculated using SCS TR-55
Segment 1: Overland Flow
Surface Manning n (see below) = 0.24 grass
Flow Length, L (<=300') = 50 feet
2-Year, 24 Hour Rainfall Depth = 3.37 inches Begin EL. 730.9 ft
Land Slope = 0.0280 ft/ft End EL. 729.5 ft
Travel Time = 6.98 min
Segment 2: Concentrated Flow
Surface Description = unpaved (paved or unpaved)
Flow Length, L = 478 ft Begin EL. 729.5 ft
Watercourse Slope = 0.076 ft/ft End EL. 693.0 ft
Average Velocity = 4.46 ft/s
Travel Time = 1.79 min
Segment 3: Channel Flow
Length = 1299 ft Begin EL. 690.Oft
Slope = 0.0306 ft/ft End EL. 650.2ft
Manning's n = 0.045 natural channel
Flow Area = 9.00 sf (Assume 3'x3' cha nnel)
Wetted Perimeter = 9.00 ft (Assume 3'x3' channel)
Channel Velocity = 5.80 ft/sec
Travel Time = 3.74 min
Total Travel Time = 12.50 min
SCS LAG TIME = 7.50 min (SCS Lag = 0.6* Tc)
Time Increment = 2.18 min (= 0.29*SCS Lag)
X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\Design Files\Pre-Development Hydrologic Calculations Page 2
Silver Landing Phase II Pre-Development Hydrologic Calculations
IBC-08030 Subbasin 2
J.C. Diaz, PE
7/9/2009
Cover Description SCS CN Comments
Wooded 55 HSG 'B' Soils (assume good condition)
Open 61 HSG'B' Soils (assume good condition)
Impervious 98 HSG'B' Soils
Water 100 HSG'B' Soils
I. Watershed Composition:
Cover Description SCS CN Area [acres]
Onsite Impervious 98 0.00
Onsite Open 61 2.02
Onsite Wooded 55 2.02
Offsite Impervious 98 0.00
Offsite Open 61 0.00
Offsite Wooded 55 0.00
Onsite Water 100 0.00
Offsite Water 100 0.00
Total = 4.04 Acres
0.0063 Sq Miles
Composite SCS CN = 58
It. Time of Concentration Information:
*** Tc was calculated using SCS TR-55
Segment 1: Overland Flow
Surface Manning n (see below) = 0.24 grass
Flow Length, L (<=300') = 50 feet
2-Year, 24 Hour Rainfall Depth = 3.37 inches Begin EL. 716.5 ft
Land Slope = 0.0960 ft/ft End EL. 711.7 ft
Travel Time = 4.26 min
Segment 2: Concentrated Flow
Surface Description = unpaved (paved or unpaved)
Flow Length, L = 374.3 ft Begin EL. 711.7 ft
Watercourse Slope = 0.042 ft/ft End EL. 696.0 ft
Average Velocity = 3.30 ft/s
Travel Time = 1.89 min
Se.ement 3: Channel Flow
Length = 354.85 ft Begin EL. 696.Oft
Slope = 0.0172 ft/ft End EL. 689.9ft
Manning's n = 0.045 natural channel
Flow Area = 9.00 sf (Assume 3'x3' channel)
Wetted Perimeter = 9.00 ft (Assume 3'x3' channel)
Channel Velocity = 4.34 ft/sec
Travel Time = 1.36 min
Total Travel Time = 7.51 min
SCS LAG TIME = 4.51 min (SCS Lag = 0.6* Tc)
Time Increment = 1.31 min (= 0.29*SCS Lag)
X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\Design Files\Pre-Development Hydrologic Calculations Page 3
6At
HEC-HMS
Project : IBC-08030
Basin Model : Pre-Development
Jul 09 18:54:16 EDT 2009
I tF1 Subbasin-1 LE54 Subbasin-2
Project: IBC-08030 Simulation Run: Pre 2
Start of Run: 30Jun2009, 00:00 Basin Model: Pre-Development
End of Run: 30Jun2009, 06:00 Meteorologic Model: 2yr, 6hr
Compute Time: 09Ju12009, 18:54:48 Control Specifications: dt1 min, 6hr
Volume Units: AC-FT
Hydrologic
Element Drainage Area
(M12) Peak Discharge
(CFS) Time of Peak Volume
(AC-FT)
Subbasin-1 0.0468 3.97 30Jun2009, 03:19 0.34
Subbasin-2 0.0063 0.48 30Jun2009, 03:17 0.04
Project: IBC-08030 Simulation Run: Pre 10
Start of Run: 30Jun2009, 00:00 Basin Model: Pre-Development
End of Run: 30Jun2009, 06:00 Meteorologic Model: 10yr, 6hr
Compute Time: 09Ju12009, 18:54:40 Control Specifications: dt1 min, 6hr
Volume Units: AC-FT
Hydrologic
Element Drainage Area
(M12) Peak Discharge
(CFS) Time of Peak Volume
(AC-FT)
Subbasin-1 0.0468 19.60 30Jun2009, 03:13 1.25
Subbasin-2 0.0063 2.73 30Jun2009, 03:09 0.16
Project: IBC-08030 Simulation Run: Pre 25
Start of Run: 30Jun2009, 00:00
End of Run: 30Jun2009, 06:00
Compute Time: 09Ju12009, 09:21:18
Basin Model: Pre-Development
Meteorologic Model: 25yr, 6hr
Control Specifications: dt1 min, 6hr
Volume Units: AC-FT
Hydrologic
Element Drainage Area
(M12) Peak Discharge
(CFS) Time of Peak Volume
(AC-FT)
Subbasin-1 0.0468 31.87 30Jun2009, 03:12 1.95
Subbasin-2 0.0063 4.62 30Jun2009, 03:08 0.25
POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS
SILVER LANDING PHASE II
IBC-08030
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Silver Landing Ph. II Post-Development Hydrologic Calculations
IBC-08030 Subbasin 1 - To SWMF
J.C. Diaz, PE
7/16/2009
Cover Description SCS CN Comments
Wooded 55 HSG'B' Soils (assume good condition)
Open 61 HSG 'B' Soils (assume good condition)
Impervious 98 HSG'B' Soils
Water 100 HSG'B' Soils
1. Watershed Composition:
Cover Description SCS CN Area [acres]
On-site Impervious 98 21.02
On-site Open 61 7.75
On-site Wooded 55 0.00
On-site Water 100 0.00
Off-site Impervious 98 0.43
Off-site Open 61 5.23
Off-site Wooded 55 0.00
Off-site Water 100 0.87
Total = 35.30 Acres
0.0552 Sq Miles
Composite SCS CN = 84
If . Time of Concentration Information:
*** Tc assumed to be minimum = 5min
Total Travel Time =
SCS LAG TIME _
Time Increment =
5.00 min
3.00 min (SCS Lag = 0.6* Tc)
0.87 min (= 0.29*SCS Lag)
X:\Projects\tBC\IBC-08030\Storm\Construction Drawings\Design Files\Post-Development Hydrologic Calculations Page 2
Silver Landing Ph. II Post-Development Hydrologic Calculations J.C. Diaz, PE
IBC-08030 Subbasin 1 - Bypass 7/16/2009
Cover Description SCS CN Comments
Wooded 55 HSG'B' Soils (assume good condition)
Open 61 HSG 'B' Soils (assume good condition)
Impervious 98 HSG'B' Soils
Water 100 HSG'B' Soils
1. Watershed Composition:
Cover Description SCS CN Area [acres]
On-site Impervious 98 0.04
On-site Open 61 2.00
On-site Wooded 55 0.00
On-site Water 100 0.00
Off-site Impervious 98 0.00
Off--site Open 61 1.63
Off-site Wooded 55 0.00
Off-site Water 100 0.00
Total = 3.67 Acres

Composite SCS CN = 0.0057 Sq Miles
61
II . Time of Concentration Information:
*** Tc assumed to be minimum = 5min
Total Travel Time = 5.00 min
SCS LAG TIME = 3.00 min (SCS Lag = 0.6* Tc)
Time Increment = 0.87 min (= 0.29*SCS Lag)
X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\Design Files\Post-Development Hydrologic Calculations Page 3
Silver Landing Ph. II Post-Development Hydrolouic Calculations
IBC-08030 Subbasin 2
J.C. Diaz, PE
7/16/2009
Cover Description SCS CN Comments
Wooded 55 HSG'B' Soils (assume good condition)
Open 61 HSG'B' Soils (assume good condition)
Impervious 98 HSG'B' Soils
Water 100 HSG 'B' Soils
I. Watershed Composition:
Cover Description SCS CN Area [acres]
On-site Impervious 98 0.02
On-site Open 61 1.16
On-site Wooded 55 0.00
On-site Water 100 0.00
Off-site Impervious 98 0.00
Off-site Open 61 0.00
Off-site Wooded 55 0.00
Off-site Water 100 0.00
Total = 1.18 Acres
0.0018 Sq Miles
Composite SCS CN = 62
II . Time of Concentration Information:
*** Tc assumed to be minimum = 5min
Total Travel Time = 5.00 min
SCS LAG TIME = 3.00 min (SCS Lag = 0.6* Tc)
Time Increment = 0.87 min (= 0.29*SCS Lag)
X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\Design Files\Post-Development Hydrologic Calculations Page 4
C-1-7-7 71
Project : IBC-08030
Basin Model : Post-Development
HEC-HMS Jul 09 18:56:54 EDT 2009
To SWMF
1®1 SWMF
Subbasin-1
Bypass
Subbasin-2
Project: IBC-08030 Simulation Run: Post 2
Start of Run: 30Jun2009, 00:00 Basin Model: Post-Development
End of Run: 30Jun2009, 06:00 Meteorologic Model: 2yr, 6hr
Compute Time: 14Ju12009, 16:05:28 Control Specifications: dt1 min, 6hr
Volume Units: AC-FT
Hydrologic
Element Drainage Area
(M12) Peak Discharge
(CFS) Time of Peak Volume
(AC-FT)
Bypass 0.0057 0.86 30Jun2009, 03:10 0.06
Subbasin-1 0.0609 1.14 30Jun2009, 03:10 0.14
Subbasin-2 0.0018 0.33 30Jun2009, 03:09 0.02
SWMF 0.0552 0.39 30Jun2009, 06:00 0.09
To SWIVIF 0.0552 96.65 30Jun2009, 03:05 3.18
Project: IBC-08030
Simulation Run: Post 2 Reservoir: SWMF
Start of Run: 30Jun2009, 00:00 Basin Model:
End of Run: 30Jun2009, 06:00 Meteorologic Model:
Compute Time: 14Jul2009, 16:05:28 Control Specifications:
Volume Units: AC-FT
Computed Results
Post-Development
2yr, 6hr
dt1 min, 6hr
Peak Inflow : 96.65 (CFS) Date/Time of Peak Inflow : 30Jun2009, 03:05
Peak Outflow : 0.39 (CFS) Date/Time of Peak Outflow : 30Jun2009, 06:00
Total Inflow : 3.18 (AC-FT) Peak Storage : 3.09 (AC-FT)
Total Outflow : 0.09 (AC-FT) Peak Elevation : 676.43 (FT)
Project: IBC-08030 Simulation Run: Post 10
Start of Run: 30Jun2009, 00:00 Basin Model: Post-Development
End of Run: 30Jun2009, 06:00 Meteorologic Model: 10yr, 6hr
Compute Time: Wu12009, 16:05:45 Control Specifications: dt1 min, 6hr
Volume Units: AC-FT
Hydrologic
Element Drainage Area
(M12) Peak Discharge
(CFS) Time of Peak Volume
(AC-FT)
Bypass 0.0057 3.93 30Jun2009, 03:06 0.18
Subbasin-1 0.0609 8.36 30Jun2009, 04:03 1.46
Subbasin-2 0.0018 1.37 30Jun2009, 03:06 0.06
SWMF 0.0552 7.96 30Jun2009, 04:04 1.28
To SWMF 0.0552 158.20 30Jun2009, 03:04 5.80
R
Project: IBC-08030
Simulation Run: Post 10 Reservoir: SWMF
Start of Run: 30Jun2009, 00:00 Basin Model: Post-Development
End of Run: 30Jun2009, 06:00 Meteorologic Model: 10yr, 6hr
Compute Time: 14Jul2009, 16:05:45 Control Specifications: dt1 min, 6hr
Volume Units: AC-FT
Computed Results _
Peak Inflow : 158.20 (CFS) DateMme of Peak Inflow : 30Jun2009, 03:04
Peak Outf ow : 7.96 (CFS) DateRme of Peak Outflow : 30Jun2009, 04:04
Total Inflow : 5.80 (AC-FT) Peak Storage : 4.58 (AC-FT)
Total Outflow : 1.28 (AC-FT) Peak Elevation : 677.71 (FT)
Project: IBC-08030 Simulation Run: Post 25
Start of Run: 30Jun2009, 00:00 Basin Model: Post-Development
End of Run: 30Jun2009, 06:00 Meteorologic Model: 25yr, 6hr
Compute Time: 14Ju12009, 16:05:48 Control Specifications: dt1 min, 6hr
Volume Units: AC-FT
Hydrologic
Element Drainage Area
(M12) Peak Discharge
(CFS) Time of Peak Volume
(AC-FT)
Bypass 0.0057 6.12 30Jun2009, 03:05 0.27
Subbasin-1 0.0609 30.98 30Jun2009, 03:33 3.14
Subbasin-2 0.0018 2.09 30Jun2009, 03:05 0.09
SWMF 0.0552 29.41 30Jun2009, 03:33 2.86
To SWMF 0.0552 188.54 30Jun2009, 03:04 7.41

Project: IBC-08030
Simulation Run: Post 25 Reservoir: SWMF
Start of Run: 30Jun2009, 00:00 Basin Model: Post-Development
End of Run: 30Jun2009, 06:00 Meteorologic Model: 25yr, 6hr
Compute Time: 14Jul2009, 16:05:48 Control Specifications: dt1 min, 6hr
Volume Units: AC-FT
Computed Results
Peak Inflow : 188.54 (CFS) Date/Time of Peak Inflow : 30Jun2009, 03:04
Peak Outflow : 29.41 (CFS) Date/Time of Peak Outflow : 30Jun2009, 03:33
Total Inflow : 7.41 (AC-FT) Peak Storage : 4.97 (AC-FT)
Total Outflow : 2.86 (AC-FT) Peak Elevation : 678.04 (FT)
STORMWA TER WET POND DESIGN
SILVER LANDING PHASE II
IBC-08030

Silver Landing Ph. 2 Stormwater Management Facility Design J.C. Diaz, PE
IBC-08030 Stage-Storage 7/14/2009

Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)

673.50 0.0 37880
674.00 0.5 42256 40068 20034 20034 0.51
674.50 1.0 43788 43022 21511 41545 1.00
675.00 1.5 45688 44738 22369 63914 1.48
676.00 2.5 48477 47083 47083 110997 2.46
677.00 3.5 51312 49895 49895 160891 3.46
678.00 4.5 54193 52753 52753 213644 4.48
679.00 5.5 57128 55661 55661 269304 5.55
680.00 6.5 60114 58621 58621 327925 6.65
350000
300000
250000
LL
v 200000
m
m 150000
0
100000
50000
0
Storage vs. Stage
y = 41, 706.2961 x1.0887
R2 = 0.9997
0.0 2.0 4.0 6.0 8.0
Stage (feet)
Ks = 41,706.3
b = 1.0887
X:\Projects\I3C\IBC-08030\Storm\Construction Drawings\Design Files\Stormwater Management Facility Design
Page 1
Silver Landing Ph. 2 Stormwater Management Facility Design
IBC-08030 Stage-Storage Function
Ks = 41706.3
b = 1.0887
Zo = 673.50
Elevation Stora a Worst Case Scenario Storage
feet [cfl [acre-feet] [acre-feet]
673.50 0 0.000 -
673.60 3400 0.078 -
673.80 11245 0.258 -
674.00 19610 0.450 -
674.20 28285 0.649 -
674.40 37187 0.854 -
674.60 46266 1.062 -
674.80 55495 1.274 -
675.00 64850 1.489 -
675.20 74318 1.706 -
675.40 83884 1.926 -
675.60 93541 2.147 -
675.80 103280 2.371 -
676.00 113094 2.596 -
676.20 122978 2.823 -
676.40 132927 3.052 -
676.60 142938 3.281 -
676.80 153006 3.513 -
677.00 163128 3.745 -
677.20 173302 3.978 -
677.40 183524 4.213 -
677.50 188653 4.331 0.000
677.60 193794 4.449 0.118
677.80 204107 4.686 0.355
678.00 214464 4.923 0.593
678.10 219658 5.043 0.712
678.20 224861 5.162 0.831
678.40 235298 5.402 1.071
678.60 245773 5.642 1.311
678.80 256284 5.883 1.553
679.00 266830 6.126 1.795
679.20 277410 6.368 2.038
679.40 288024 6.612 2.281
679.60 298669 6.856 2.526
679.80 309345 7.102 2.771
680.00 320052 7.347 3.016
J.C. Diaz, PE
7/14/2009
X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\Design Files\Stormwater Management Facility Design Page 2
Silver Landing Ph. 2 Stormwater Mana gement Facility Desig n J.C. Diaz, PE
IBC-08030 Below NWSE 7/14/2009
Average Incremental Accumulated
Contour Contour Contour Contour
Contour Stage Area Area Volume Volume
(feet) (feet) (SF) (SF) (CF) (CF)
667.00 0.0 21227
668.00 1.0 22932 22080 22080 22080
669.00 2.0 24688 23810 23810 45890
670.00 3.0 26498 25593 25593 71483
671.00 4.0 28363 27431 27431 98913
672.00 5.0 30354 29359 29359 128272
673.00 6.0 33385 31870 31870 160141
673.50 6.5 37880 35633 17816 177957
Storage vs. Stage
200000
180000
160000 Y = 21, 542.349x1.11 s
140000 R2 = 0.999
v 120000
d 100000
80000
CO 60000
40000
20000
0
0.0 2.0 4.0 6.0 8.0
Stage (feet)
X:\Projects\IBC\H3C-08030\Storm\Construction Drawings\Design Files\Stormwater Management Facility Design Page 3
Silver Landing Ph. 2 Stormwater Management Facility Desig n
IBC-08030 Forebay 1
Average Incremental Accumulated
Contour Contour Contour Contour
Contour Stage Area Area Volume Volume
(feet) (feet) (SF) (SF) (CF) (CF)
667.00 0.0 3564
668.00 1.0 4056 3810 3810 3810
669.00 2.0 4573 4315 4315 8125
670.00 3.0 5116 4845 4845 12969
671.00 4.0 5683 5400 5400 18369
672.00 5.0 6276 5980 5980 24348
673.00 6.0 7890 7083 7083 31431
673.50 6.5 9018 8454 4227 35658
Storage vs. Stage
40000
35000
30000
v 25000

20000
M
15000

10000
5000
0

0.0 2.0 4.0 6.0 8.0
Stage (feet)
X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\Design Files\Stormwater Management Facility Design
J.C. Diaz, PE
7/14/2009
Page 4
Silver Landing Ph. 2 Stormwater Management Facility Design J.C. Diaz, PE
IBC-08030 Water Quality Volume 7/14/2009
[L, CALCULATION OF I" VOLUM19 FOR WAT_J?R QUALITY
The runoff to the pond for the 1" storm detention requirement is calculated using the Schueler Method in accordance with
the Charlotte-Mecklenburg BMP Design Manual, (April 2008).
WQ v = (P)(R v)(A)112
WQv= water quality volume (in acre-ft)
Rv = 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Impervious area = 21.45 acres
Total area, A = 35.30 acres
Percent impervious cover, I = 60.8 %
Rainfall, P = 1 inches
Calculated values:
Rv = 0.60
WQv= 1.76 acre-ft
Therefore, total runoff from precipitation in question = 76,484 CF
This amount of runoff must be stored in the pond above and be released in a period of two (2) to five (5) days, by an
inverted PVC siphon, the invert end of which is set at permanent pool elevation.
?It D U I II l? ?! .. ? P( RUHOI F , 0$ 1 $ Nol€21YtAL POOL)
Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 76484 CF
Ks = 41706.3
b = 1.0887
Invert Elevation= 673.50
Stage (above invert) associated with this storage = 1.75 feet
Therefore, depth required above normal pool for storm storage = 1.75 feet
20.95 inches
Therefore set crest of principal spillway at stage = 4.00 feet
and EL = 677.50 feet
At principal spillway crest, storm pool storage provided = 188,653 CF
X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\Design Files\Stormwater Management Facility Design Page 5
Silver Landing Ph. 2 Stormwater Management Facility Design J.C. Diaz, PE
IBC-08030 Basin Sizing 7/14/2009
.M a _..
Per NCDENR "Stormwater Best Management Practices the forebay volume should equal about 20% of the total basin
volume.
A. Water Quality Pond - Below Normal Pool
Accumulated Contour Volume = 177957 ft3
B. Forebay Volume
Accumulated Contour Volume = 35658 ft3
Foreba = 20.0%
C. Forebay Weir
Per Charlotte-Mecklenburg design standards, the forebay shall be designed to be stable in the 1-year event. For a
conservative design, the forebay berm is designed to pass the 2-year event with a maximum depth of 1'.
Q2-year event = 96.65 cfs
Cweir = 3
Hdesign I ft
L = Q = 96.65 = 32.22 ft of wier length required
CH 3/2 3
Wier Length Provided = 35 ft
L k '',. i Cr tK,? Mq R
Per Charlotte-Mecklenburg design standards, a wet pond shall have a minimum average depth of 3 feet.
Average Depth = Permanent Pool Volume / Surface Area
PPS, = 177,957 cf
SA = 37,880 sf
Average Depth = 4.7 ft.
- C.,. f., t? ...t.i??7?d?.`SF ?{?<._i??''.a._•*___d?: l? : s?f i.s?. :., a.-.
Design Values and Pollution Removal Rates from the Charlote-Mecklenburg BMP Design Manual, (April 2008)
Threshold Min. WQv Minimum WQv/PP„ Pollution Removal Rate
Detention Time Ratio
Optimal Efficiency 4 days 0.3 85% TSS
70% TP
Standard Efficiency 2 days 0.6 60% TSS
40% TP
TSS-Only Efficiency 4 days 0.4 85% TSS
0% TP
WQv = 76,484 ft3
PPv = 177,957 ft3
WQ'/PP' = 0.4
Therefore, the SWMF will achieve TSS-Only Efficiency with a WQv detention time of4 days,
X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\Design Files\Stormwater Management Facility Design Page 6
r
Silver Landing Ph. 2 Stormwater Management Facility Design
IBC-08030 Siphon Sizing Calculation
J.C. Diaz, PE
7/14/2009

Siphon D
No. siphons
Ks
b
Cd siphon
Normal Pool Elevation
WSEL @ 1" Runoff Volume
Calculated WSEL increment
3 inches
1
41706.3
1.0887
0.60
673.50 feet
675.25 feet
0.153 feet
WSEL
(feet) Vol. Stored
c Siphon Flow
cfs) Avg. Flow
cfs) Incr. Vol.
c Incr. Time
sec
675.245 76484 0.300
675.092 69191 0.286 0.293 7293 24882
674.938 61960 0.270 0.278 7231 25997
674.785 54798 0.254 0.262 7163 27306
674.632 47711 0.237 0.245 7087 28873
674.478 40709 0.218 0.227 7002 30798
674.325 33804 0.197 0.208 6905 33250
674.171 27013 0.174 0.186 6791 36536
674.018 20360 0.148 0.161 6653 41297
673.864 13882 0.115 0.132 6478 49221
673.711 7648 0.065 0.090 6233 69230
Drawdown Time = 4.25 days
Conclusion : Use 1 - 3" Diameter Water Quality Orifice to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 4 days.
X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\Design Files\Stormwater Management Facility Design Page 7
Silver Landing Ph. 2
Stormwater Management Facility Design
IBC-08030 Anti-Flotation Block Sizing
W. ? CULA,TJM ro " Amt-.1Fi flTA?1V
Input Data ->
Inside wall dimension of riser (1) =
Inside wall dimension of riser (2) =
Min. wall thickness of riser =
Inside height of Riser* =
Orifice area =
Concrete unit weight =
OD of barrel exiting riser =
Size of drain pipe (if present) =
Volume of Trashrack =
*Note- from riser floor to inside of top
Concrete Present ->
Total amount of concrete:
J.C. Diaz, PE
7/14/2009
6.0 feet
6.0 feet
6.0 inches
10.50 feet
0.05 square feet
142.0 PCF Note: NC Products lists unit
59.5 inches wt. of riser concrete at 142 PCF.
8.0 inches
78.4 CF
Riser Walls = 136.50 CF
Adjust for openings:
Opening for barrel = 9.65 CF
Opening for drain pipe = 0.17 CF
Opening for weirs = 0.02 CF
Total Concrete present, adjusted for openings = 126.646 CF
Weight of concrete present = 17984 lbs
Amount of water displaced ->
Total water displaced by riser/barrel structure = 592.900 CF
Weight of water displaced = 36997 lbs
Calculate amount of concrete to be added to riser -+
Safety factor to use = 1.15 (recommend 1.15 or higher)
Calculate size of base for riser assembly -+
Outside Dimension (1) = 10.000 feet
Outside Dimension (2) = 10.000 feet
Thickness = 42.0 inches
Concrete Present = 350.000 CF
Check validity of base as designed --+
Total Water Displaced = 942.900 CF
Total Concrete Present = 476.646 CF
Total Water Displaced = 58837 Ibs
Total Concrete Present = 67684 lbs
Actual safety factor = 1.15
Results of design --*
Outside Base Dimensions (rectangular) = 10.00 feet x 10.00 feet
Base Thickness = 42.00 inches
CY of concrete total in base = 12.96 CY
E:? Concrete unit weight in added base >= 142 PCF
X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\Design Files\Stormwater Management Facility Design Page 8
Silver Landing Ph. 2 Stormwater Management Facility Design
IBC-08030 Outfall
J.C. Diaz, PE
7/14/2009
.,,Y
,..,... .Y. #.r?i .dam v'4. Z.
Based on Army Corps of Engineers Reports H-70-2 H-72-5, and
N.J. Standards for Soil Erosion and Sediment Control (1999)
In ut:
Pipe Diameter, Do 48 Inches or 4 Feet
Peak Flow, Q10 9
] CFS (Used design storm flow. See pond routing results.)
Tailwater depth, Tw 0.8 Feet ( If Unknown, use 0.2 x Diameter in Feet)

Design: La= (1.8 x Do/Q) +7Do, If TW <Do/2, Wa = 3Do + La
Do^0.5 If TW > Do/2,Wa = 3Do+ 0.4La
Apron Length, La = 30.0 Feet Long
Apron Width, Wa = 42.0 Feet Wide (Only if no well-defined channel downstream)
d50 Stone Size = 0.06 d50 in Feet
0.7 d50 in Inches d50 = 0.016/TW x (q) 1.33
RIP RAP G RADATION PER NCDOT SPECIFICATIONS
RIP RAP MINIMUM MIDRANGE MAXIMUM
CLASS (IN.) (IN.) (IN.)
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
SOIL TEXTURE ALLOWABLE VELOCITY
Sand Loam 2.5 fps
Silt Loam, Loam 3.0 fps
Sand Clay Loam 3.5 s
Clay Loam 4.0 s
Clay, fine Gravel 5.0 s
Cobbles 5.5 fps
X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\Design Files\Stormwater Management Facility Design Page 9
CA
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Type.... Outlet Input Data Page 1.01
Name.... SWMF
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 673.60 ft
Increment = .20 ft
Max. Elev.= 680.00 ft
Spot Elevations, ft
678.10
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
Inlet Box RI ---> BA 677.500 680.000
Orifice-Circular OR ---> BA 673.500 680.000
Culvert-Circular BA ---> TW 667.000 680.000
TW SETUP, DS Channel
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:03 PM Date: 7/17/2009
Type.... Outlet Input Data Page 1.02
Name.... SWMF
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type
---- = Inlet Box
-------------
# of Openings -------------
= 1 ------
Invert Elev. = 677.50 ft
Orifice Area = 36.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 29.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 673.50 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:03 PM Date: 7/17/2009
Type.... Outlet Input Data Page 1.03
Name.... SWMF
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 4.0000 ft
Upstream Invert = 667.00 ft
Dnstream Invert = 666.00 ft
Horiz. Length = 96.00 ft
Barrel Length = 96.01 ft
Barrel Slope = .01042 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .004925 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.302
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Tl 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 = 671.62 ft ---> Flow = 87.96 cfs
At T2 Elev = 672.21 ft ---> Flow = 100.53 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:03 PM Date: 7/17/2009
Type.... Outlet Input Data Page 1.04
Name.... SWMF
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maxi mum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:03 PM Date: 7/17/2009
Type.... Individual Outlet Curves Page 1.05
Name.... SWMF
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Inlet Box)
--
--------------
----------
Upstream ---
ID -------
= ( -
-
Pond Water Surface)
DNstream ID = BA (Cu lvert-C ircular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Ch an. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
--------
673.50 -------
.00 - -------
... -- ------
... -- -----
... ------ ------
... ... -----
Free -- -------
Outfall
WS below an invert; no flow.
673.60 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
673.80 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
674.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
674.20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
674.40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
674.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
674.80 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
675.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
675.20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
675.40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
675.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
675.80 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
676.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
676.20 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
676.40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:03 PM Date: 7/17/2009
Type.... Individual Outlet Curves Page 1.06
Name.... SWMF
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Inlet Box)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
676.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
676.80 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
677.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
677.20 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
677.40 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
677.50 .00 ... ... ... ... Free Outfall
WS below an invert; no flow.
677.60 2.28 677.60 Free 667.72 .000 .000 Free Outfall
Weir: H =.10
677.80 11.83 677.80 Free 668.57 .000 .000 Free Outfall
Weir: H =.30
678.00 25.46 678.00 Free 669.34 .000 .000 Free Outfall
Weir: H =.50
678.10 33.46 678.10 Free 669.72 .000 .000 Free Outfall
Weir: H =.60
678.20 42.16 678.20 Free 670.10 .000 .000 Free Outfall
Weir: H =.70
678.40 61.47 678.40 Free 670.86 .000 .000 Free Outfall
Weir: H =.90
678.60 83.06 678.60 Free 671.66 .000 .000 Free Outfall
Weir: H =1.10
678.80 106.72 678.80 Free 672.56 .000 .000 Free Outfall
Weir: H =1.30
679.00 132.27 679.00 Free 674.10 .000 .000 Free Outfall
Weir: H =1.50
679.20 159.58 679.20 Free 676.11 .000 .000 Free Outfall
Weir: H =1.70
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:03 PM Date: 7/17/2009
Type.... Individual Outlet Curves Page 1.07
Name.... SWMF
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Inlet Box)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
679.40 188.77 679.40 679.40 679.40 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
679.60 198.60 679.60 679.60 679.60 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
679.80 200.58 679.80 679.80 679.80 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
680.00 202.56 680.00 680.00 680.00 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:03 PM Date: 7/17/2009
Type.... Individual Outlet Curves Page 1.08
Name.... SWMF
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID
-------- = OR (Orifice-Circular)

Ups ----
tream ID --------
= ( ----------
Pond Water --------
Surface)
DNs tream ID = BA (Culvert-C ircular)
Pond WS. Device (into) C onverge Next DS HGL Q SUM DS Ch an. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-------- cfs
---- ft ft ft +/-ft + /-cfs ft +/-ft

673.50 ---
.00 - ------- -
... -------
... ------- ------ -
... -----
... -----
Free -- -------
Outfall
WS below an invert; no flow.
673.60 .02 673.60 Free 667.05 .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .022f t Dcr= .078ft CRIT.DEPTH
673.80 .10 673.80 Free 667.13 .000 .000 Free Outfall
H =.17
674.00 .14 674.00 Free 667.16 .000 .000 Free Outfall
H =.38
674.20 .18 674.20 Free 667.18 .000 .000 Free Outfall
H =.57
674.40 .21 674.40 Free 667.20 .000 .000 Free Outfall
H =.77
674.60 .23 674.60 Free 667.21 .000 .000 Free Outfall
H =.97
674.80 .26 674.80 Free 667.22 .000 .000 Free Outfall
H =1.17
675.00 .28 675.00 Free 667.23 .000 .000 Free Outfall
H =1.38
675.20 .30 675.20 Free 667.23 .000 .000 Free Outfall
H =1.57
675.40 .31 675.40 Free 667.24 .000 .000 Free Outfall
H =1.77
675.60 .33 675.60 Free 667.25 .000 .000 Free Outfall
H =1.97
675.80 .35 675.80 Free 667.25 .000 .000 Free Outfall
H =2.17
676.00 .36 676.00 Free 667.26 .000 .000 Free Outfall
H =2.38
676.20 .38 676.20 Free 667.26 .000 .000 Free Outfall
H =2.57
676.40 .39 676.40 Free 667.27 .000 .000 Free Outfall
H =2.77
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:03 PM Date: 7/17/2009
Type.... Individual Outlet Curves Page 1.09
Name.... SWMF
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = OR (Orifice-Circular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
676.60 .41 676.60 Free 667.27 .000 .000 Free Outfall
H =2.97
676.80 .42 676.80 Free 667.28 .000 .000 Free Outfall
H =3.17
677.00 .43 677.00 Free 667.28 .000 .000 Free Outfall
H =3.38
677.20 .45 677.20 Free 667.29 .000 .000 Free Outfall
H =3.57
677.40 .46 677.40 Free 667.29 .000 .000 Free Outfall
H =3.77
677.50 .47 677.50 Free 667.29 .000 .000 Free Outfall
H =3.88
677.60 .47 677.60 Free 667.72 .000 .000 Free Outfall
H =3.97
677.80 .48 677.80 Free 668.57 .000 .000 Free Outfall
H =4.17
678.00 .49 678.00 Free 669.34 .000 .000 Free Outfall
H =4.38
678.10 .50 678.10 Free 669.72 .000 .000 Free Outfall
H =4.47
678.20 .51 678.20 Free 670.10 .000 .000 Free Outfall
H =4.57
678.40 .52 678.40 Free 670.86 .000 .000 Free Outfall
H =4.77
678.60 .53 678.60 Free 671.66 .000 .000 Free Outfall
H =4.97
678.80 .54 678.80 Free 672.56 .000 .000 Free Outfall
H =5.17
679.00 .52 679.00 674.11 674.10 .002 .000 Free Outfall
H =4.89
679.20 .42 679.20 676.11 676.11 .000 .000 Free Outfall
H =3.09
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:03 PM Date: 7/17/2009
Type.... Individual Outlet Curves Page 1.10
Name.... SWMF
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure
---------- ID = OR
-- (Orifice-Circular)

Upstream -------
ID = -------------------
(Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-------- cfs
- ft ft ft +/-ft +/-cfs ft +/-ft

679.40 ------
.00 - -------
679.40 --------
679.40 ------- ------
679.40 .000 ------
.000 ------- -------
Free Outfall
Full riser flow. Q=0 this opening.
679.60 .00 679.60 679.60 679.60 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
679.80 .00 679.80 679.80 679.80 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
680.00 .00 680.00 680.00 680.00 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:03 PM Date: 7/17/2009
Type.... Individual Outlet Curves Page 1.11
Name.... SWMF
File.... X:\Projects\IBC\I BC-08030 \Storm\Constru ction Drawin gs\PondPack\IBC-08030.PPW
• Title... Project Date: 7/7 /2009
Project Engineer: J.C. Di az, PE
Project Title: Silver Landing Ph. II
Project Comments:
RATING TABL E FOR ON E OUTLET TYPE
Structure I D = BA (Culvert-Circ ular)
-----------
Mannings op --------
en chann --------------
el maximum cap -----
acity
: 157.70 cfs
UPstream I D's= RI, OR
DNstream I D = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Err or Error TW Error
ft
-------- cfs ft
-------- ------- ft
- ft +/- ft + /-cfs ft +/-ft

673.50
.00 667.00 -------
Free ------- ---
Free --- -
.000 -----
.000 ------- -------
Free Outfall
673.60 .02 667.05 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .012ft Dcr= .035ft CRIT.DEPTH
673.80 .10 667.13 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .030ft Dcr= .090ft CRIT.DEPTH
674.00 .14 667.16 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .037ft Dcr= .109ft CRIT.DEPTH
674.20 .18 667.18 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .041ft Dcr= .121ft CRIT.DEPTH
674.40 .21 667.20 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .044ft Dcr= .131ft CRIT.DEPTH
674.60 .23 667.21 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .047ft Dcr= .139ft CRIT.DEPTH
674.80 .26 667.22 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .049ft Dcr= .144ft CRIT.DEPTH
675.00 .28 667.23 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .050ft Dcr= .150ft CRIT.DEPTH
675.20 .30 667.23 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .052ft Dcr= .156ft CRIT.DEPTH
675.40 .31 667.24 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .054ft Dcr= .160ft CRIT.DEPTH
675.60 .33 667.25 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .055ft Dcr= .164ft CRIT.DEPTH
675.80 .35 667.25 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .057ft Dcr= .169ft CRIT.DEPTH
676.00 .36 667.26 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .058ft Dcr= .172ft CRIT.DEPTH
676.20 .38 667.26 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .059ft Dcr= .176ft CRIT.DEPTH
676.40 .39 667.27 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .060ft Dcr= .180ft CRIT.DEPTH
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:03 PM Date: 7/17/2009
Type.... Individual Outlet Curves Page 1.12
Name.... SWMF
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 157.70 cfs
UPstream ID's= RI, OR
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge
Elev. Q HW HGL DS HGL
ft
-------- cfs ft ft

676.60 --------
.41 -------
667.27 --------
Free
CRIT.DEPTH CONTROL
676.80 .42 667.28 Free
CRIT.DEPTH CONTROL
677.00 .43 667.28 Free
CRIT.DEPTH CONTROL
677.20 .45 667.29 Free
CRIT.DEPTH CONTROL
677.40 .46 667.29 Free
CRIT.DEPTH CONTROL
677.50 .47 667.29 Free
CRIT.DEPTH CONTROL
677.60 2.75 667.72 Free
CRIT.DEPTH CONTROL
677.80 12.31 668.57 Free
CRIT.DEPTH CONTROL
678.00 25.95 669.34 Free
CRIT.DEPTH CONTROL
678.10 33.96 669.72 Free
CRIT.DEPTH CONTROL
678.20 42.67 670.10 Free
CRIT.DEPTH CONTROL
678.40 61.99 670.86 Free
CRIT.DEPTH CONTROL
678.60 83.59 671.66 Free
CRIT.DEPTH CONTROL
678.80 107.26 672.56 Free
INLET CONTROL...
679.00 132.80 674.10 Free
INLET CONTROL...
679.20 160.00 676.11 Free
INLET CONTROL...
Next DS HGL Q SUM DS Chan. TW
DS HGL Error Error TW Error
ft +/-ft +/-cfs ft +/-ft
------- ------ ------ ------- -------
Free .000 .000 Free Outfall
Vh= .061ft Dcr= .183ft CRIT.DEPTH
Free .000 .000 Free Outfall
Vh= .062ft Dcr= .185ft CRIT.DEPTH
Free .000 .000 Free Outfall
Vh= .063ft Dcr= .188ft CRIT.DEPTH
Free .000 .000 Free Outfall
Vh= .064ft Dcr= .191ft CRIT.DEPTH
Free .000 .000 Free Outfall
Vh= .065ft Dcr= .193ft CRIT.DEPTH
Free .000 .000 Free Outfall
Vh= .066ft Dcr= .195ft CRIT.DEPTH
Free .000 .000 Free Outfall
Vh= .163ft Dcr= .477ft CRIT.DEPTH
Free .000 .000 Free Outfall
Vh= .364ft Dcr= 1.025ft CRIT.DEPTH
Free .000 .000 Free Outfall
Vh= .558ft Dcr= 1.506ft CRIT.DEPTH
Free .000 .000 Free Outfall
Vh= .658ft Dcr= 1.733ft CRIT.DEPTH
Free .000 .000 Free Outfall
Vh= .762ft Dcr= 1.953ft CRIT.DEPTH
Free .000 .000 Free Outfall
Vh= .989ft Dcr= 2.374ft CRIT.DEPTH
Free .000 .000 Free Outfall
Vh= 1.258ft Dcr= 2.771ft CRIT.DEPTH
Free .000 .000 Free Outfall
Submerged: HW =5.56
Free .000 .000 Free Outfall
Submerged: HW =7.10
Free .000 .000 Free Outfall
Submerged: HW =9.11
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:03 PM Date: 7/17/2009
Type.... Individual Outlet Curves Page 1.13
Name.... SWMF
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 157.70 cfs
UPstream ID's= RI, OR
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next
Elev. Q HW HGL DS HGL DS HGL
ft cfs ft ft ft
------- -------- ------- -------- -------
679.40 188.77 679.40 Free Free
INLET CONTROL... Submerged:
679.60 198.60 679.60 Free Free
INLET CONTROL... Submerged:
679.80 200.58 679.80 Free Free
INLET CONTROL... Submerged:
680.00 202.56 680.00 Free Free
INLET CONTROL... Submerged:
DS HGL Q SUM DS Chan. TW
Error Error TW Error
+/-ft +/-cfs ft +/-ft
------ ------ ------- ------
.000 .000 Free Outfall
HW =12.40
.000 .000 Free Outfall
HW =12.60
.000 .000 Free Outfall
HW =12.80
.000 .000 Free Outfall
HW =13.00
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:03 PM Date: 7/17/2009
Type.... Composite Rating Curve Page 1.14
Name.... SWMF
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
WS Elev, Total Q
Elev. Q
ft
------ cfs
--
673.50 -------
.00
673.60 .02
673.80 .10
674.00 .14
674.20 .18
674.40 .21
674.60 .23
674.80 .26
675.00 .28
675.20 .30
675.40 .31
675.60 .33
675.80 .35
676.00 .36
676.20 .38
676.40 .39
676.60 .41
676.80 .42
677.00 .43
677.20 .45
677.40 .46
677.50 .47
677.60 2.75
677.80 12.31
678.00 25.95
678.10 33.96
678.20 42.67
678.40 61.99
678.60 83.59
678.80 107.26
679.00 132.80
679.20 160.00
679.40 188.77
679.60 198.60
***** COMPOSITE OUTFLOW SUMMARY ****
-------- Converge
TW Elev Error
ft +/-ft
-------- -----
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Notes
-------------------------
Contributing Structures
(no Q: RI,OR,BA)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
RI,OR,BA
RI,OR,BA
RI, OR, BA
RI,OR,BA
RI,OR,BA
RI,OR,BA
RI,OR,BA
RI,OR,BA
RI,OR,BA
RI,OR,BA
RI,BA (no Q: OR)
RI,BA (no Q: OR)
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:03 PM Date: 7/17/2009
Type.... Composite Rating Curve Page 1.15
Name.... SWMF
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- -------- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft
-------- ----- Contributing Structures
--------------------------
--------
679.80 -------
200.58 Free Outfall RI,BA (no Q: OR)
680.00 202.56 Free Outfall RI,BA (no Q: OR)
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:03 PM Date: 7/17/2009
Worst Case Scenario Routing
SILVER LANDING PHASE II
IBC-08030
N
HEC-HMS
Project : IBC-08030
Basin Model: Worst Case
Jul 09 18:53:16 EDT 2009
To SWMF
Lmi SWMF

Project: IBC-08030
Simulation Run: Worst Case Reservoir: SWMF
Start of Run: 30Jun2009, 00:00 Basin Model: Worst Case
End of Run: 01Ju12009, 00:00 Meteorologic Model: 100yr, 24hr
Compute Time: 14Ju12009, 16:06:11 Control Specifications: dt1 min, 24hr
Volume Units: AC-FT
Computed Results
Peak Inflow : 253.11 (CFS) Date/Time of Peak Inflow : 30Jun2009, 12:04
Peak Outflow : 187.64 (CFS) Date/Time of Peak Outflow : 30Jun2009, 12:08
Total Inflow : 15.85 (AC-FT) Peak Storage : 2.22 (AC-FT)
Total Outflow : 15.74 (AC-FT) Peak Elevation : 679.35 (FT)
Type.... Outlet Input Data Page 1.01
Name.... SWMF-100
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
" Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 677.60 ft
Increment = .20 ft
Max. Elev.= 680.00 ft
Spot Elevations, ft
678.10
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 RI ---> BA 677.500 680.000
Culvert-Circular BA ---> TW 667.000 680.000
TW SETUP, DS Channel
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:07 PM Date: 7/17/2009
Type.... Outlet Input Data
Name.... SWMF-100
.5
Page 1.02
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Inlet Box
-----------------
# of Openings ------------
= 1 -------
Invert Elev. = 677.50 ft
Orifice Area = 36.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 24.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
S/N: 6217012070C3
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 2:07 PM Date: 7/17/2009
Type.... Outlet Input Data
Name.... SWMF-100
rt

Page 1.03
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
-
-- = Culvert-Circular
------------------
---------
------
No. Barrels = 1
Barrel Diameter = 4.0000 ft
Upstream Invert = 667.00 ft
Dnstream Invert = 666.00 ft
Horiz. Length = 96.00 ft
Barrel Length = 96.01 ft
Barrel Slope = .01042 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .004925
Kr = 5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.155
T2 ratio (HW/D) = 1.302
Slope Factor = -.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
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 = 671.62 ft ---> Flow = 87.96 cfs
At T2 Elev = 672.21 ft ---> Flow = 100.53 cfs
SIN: 6217012070C3
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 2:07 PM
Date: 7/17/2009
Type.... Outlet Input Data
Name.... SWMF-100
•
Page 1.09
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 6217012070C3
PondPack Ver. 8.0058
The John R. McAdams Company
Time: 2:07 PM
Date: 7/17/2009
Type.... Individual Outlet Curves Page 1.05
Name.... SWMF-100
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = RI (Inlet Box)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = BA (Culvert-Circular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
677.50 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
677.60 2.28 677.60 Free 667.66 .000 .000 Free Outfall
Weir: H =.10
677.80 11.83 677.80 Free 668.54 .000 .000 Free Outfall
Weir: H =.30
678.00 25.46 678.00 Free 669.32 .000 .000 Free Outfall
Weir: H =.50
678.10 33.46 678.10 Free 669.70 .000 .000 Free Outfall
Weir: H =.60
678.20 42.16 678.20 Free 670.07 .000 .000 Free Outfall
Weir: H =.70
678.40 61.47 678.40 Free 670.84 .000 .000 Free Outfall
Weir: H =.90
678.60 83.06 678.60 Free 671.64 .000 .000 Free Outfall
Weir: H =1.10
678.80 106.72 678.80 Free 672.53 .000 .000 Free Outfall
Weir: H =1.30
679.00 132.27 679.00 Free 674.07 .000 .000 Free Outfall
Weir: H =1.50
679.20 159.58 679.20 Free 676.08 .000 .000 Free Outfall
Weir: H =1.70
679.40 196.60 679.40 679.40 679.40 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
679.60 198.60 679.60 679.60 679.60 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
679.80 200.58 679.80 679.80 679.80 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
680.00 202.56 680.00 680.00 680.00 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:07 PM Date: 7/17/2009
Type.... Individual Outlet Curves Page 1.06
Name.... SWMF-100
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
' Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = BA (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 157.70 cfs
UPstream ID = RI (Inlet Box)
DNstream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft cfs ft ft ft +/-ft +/-cfs ft +/-ft
-------- -------- ------- -------- ------- ------ ------ ------- -------
677.50 .00 667.00 Free Free .000 .000 Free Outfall
677.60 2.28 667.66 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .148ft Dcr= .434ft CRIT.DEPTH
677.80 11.83 668.54 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .356ft Dcr= 1.004ft CRIT.DEPTH
678.00 25.46 669.32 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .552ft Dcr= 1.491ft CRIT.DEPTH
678.10 33.46 669.70 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .652ft Dcr= 1.720ft CRIT.DEPTH
678.20 42.16 670.07 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .756ft Dcr= 1.940ft CRIT.DEPTH
678.40 61.47 670.84 Free Free .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .983ft Dcr= 2.364ft CRIT.DEPTH
678.60 83.06 671.64 Free Free 000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= 1.251ft Dcr= 2.762ft CRIT.DEPTH
678.80 106.72 672.53 Free Free 000 .000 Free Outfall
INLET CONTROL... Submerged: HW =5.53
679.00 132.27 674.07 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =7.07
679.20 159.58 676.08 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =9.08
679.40 196.60 679.40 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =12.40
679.60 198.60 679.60 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =12.60
679.80 200.58 679.80 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =12.80
680.00 202.56 680.00 Free Free .000 .000 Free Outfall
INLET CONTROL... Submerged: HW =13.00
S/N: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 2:07 PM Date: 7/17/2009

1
Type.... Composite Rating Curve
Name.... SWMF-100
Page 1.07
File.... X:\Projects\IBC\IBC-08030\Storm\Construction Drawings\PondPack\IBC-08030.PPW
Title... Project Date: 7/7/2009
Project Engineer: J.C. Diaz, PE
Project Title: Silver Landing Ph. II
Project Comments:
WS Elev, Total Q
----------------
Elev. Q
ft cfs
677.50 .00
677.60 2.28
677.80 11.83
678.00 25.46
678.10 33.46
678.20 42.16
678.40 61.47
678.60 83.06
678.80 106.72
679.00 132.27
679.20 159.58
679.40 196.60
679.60 198.60
679.80 200.58
680.00 202.56
S/N: 6217012070C3
PondPack Ver. 8.0058
***** COMPOSITE OUTFLOW SUMMARY ****
Notes
-------- Converge -------------------------
TW Elev Error
ft +/-ft Contributing Structures
-------- ----- --------------------------
Free Outfall (no Q: RIBA)
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RI,BA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RIBA
Free Outfall RI,BA
Free Outfall RIBA
The John R. McAdams Company
Time: 2:07 PM
Date: 7/17/2009