20110237 Ver 1_More Info Received_20110610

LOR
ENGINEERING
215 Boone Heights Dr., Ste. 107
Boone, NC 28607
828.262.9807
www.valorengineering.com
June 6, 2011
Annette Lucas, P.E.
NCDENR/ DWQ / Wetlands and Stormwater Branch
512 N Salisbury St.
Raleigh, NC 27604
Additional Information - DWO #11-0237
Mrs. Lucas,
Enclosed are:
¦ 2 copies of the SWM Report/ Plan
¦ 2 copies of the site plan (C-1)
¦ 2 copies of the site grading/ drainage plan (C-2)
¦ 2 copies of the outlet control structure details (C-9.1)
¦ 2 copies of the groundwater infiltrator (StormTech) details
Please note that you will find the following in the SWM Report/ Plan:
¦ Curve Number (CN) Calculations
¦ TR-55 Time of Concentration Input Parameters/ Calculations
¦ Copy of the ACOE Permit
¦ Geotechnical Calculations - Double Ring Test
¦ Groundwater Infiltrator Operations & Maintenance Agreement
¦ Groundwater Infiltrator Calculations & Hydrographs
Wig
jU/J I 0 2011
It is my professional opinion that this plan now complies with the North Carolina Division of
Water Quality Stormwater Best Management Practices Manual, Water Quality Certification No.
3821, and 15A NCAC 2B .0202. Please feel free to contact me should you need any further
information, and I certainly appreciate your help through this process!
Sincerely,
Valor Engineering, PLLC
By:
000- (Sig a ure)
Name: Jason Gaston, P.E.
Title: President
Date: June 6, 2011
Stormwater Management/
Hydrology Report for
Near 1089 West King Street
Boone, NC 28607
Prepared by:
ALOR
ENGINEERING
JUN 1 0 2011 I
?a
,,`,A
215 Boone Heights Drive Ste. 107
Boone, NC 28607
828-262-9807
j I.-
February 21, 2011
Revised 5-24-11
Jason Gaston, P.E.
•, N G AS
5-24-11
Location:
Table of Contents
Inroduction ........................................................................................................................2
Methodology ......................................................................................................................2
PrelPost-Development Analysis ....................................................................................2
Hydrologic Overview ..............................................................................................................................2
POA 1 Pre/Post-Development Analysis .................................................................................................2
Conclusion & Summary Tables ...............................................................................................................3
¦ Figures
o Figure 1: Location Map
o Figure 2: FEMA Flood Panel Map
o Figure 3: Pre-development Drainage Map
o Figure 4: Post-development Drainage Map
o Figure 5: Pre-Development Basin 1A (For Volume Only)
¦ Appendix A: Attachments
o Curve Number (CN) Calculations
o TR-55 Time of Concentration Input Parameters/Calculations
o ACOE Permit
o Geotechnical Calculations - Double Ring Test
o Groundwater Infiltrator Operations & Maintenance Agreement
o Groundwater Infiltrator & Hydrographs
-1-
Introduction
This report contains the stormwater impact analysis for the 2.12-acre (2.20-acres
including R/ W) Temple of the High Country development located near 1089 West King
Street in Boone, NC (Figure 1). Currently, the site is mostly undeveloped with grassed
slopes, gravel parking areas, and shrubs. The proposed site will consist of 1 synagogue
building, parking areas, and drive isles. The site is within a Floodplain (NC DFIRM
Panel 2900 dated 12/3/09, Figure 2) but shall not be disturbing any part of the
floodway. Wetlands and waters of the state do exist on site, and wetland disturbance
areas are being permitted through the Army Corp of Engineers (ACOE) and the state of
North Carolina (See Appendix A for ACOE Permt). An underground infiltration system
constructed of Stormtech Chambers will be required to manage all design storm events
and provide water quality according to NCDENR and Town of Boone regulations.
Methodology
Valor Engineering used the following for all methodologies and design criteria:
¦ Town of Boone Unified Development Ordinance
¦ North Carolina Erosion and Sediment Control Planning and Design
Manual
¦ North Carolina Division of Water Quality Stormwater Best Management
Practices Manual
¦ Water Quality Certification No. 3821
Valor Engineering used the SCS method for all hydrographs and storage calculations,
and time of concentrations (Tc) were calculated using Technical Release 55. All
hydrographs and groundwater modeling calculations were produced by Ponds@
Version 3.3.0229 and Ir Roads Civil Site Suite and Microsoft Excel were used for pipe
and drainage structure analysis. For further details and methodology, refer to Appendix
A for Attachments and Calculations.
Pre/Post-Development Analysis
Hydrologic Overview
The project area may be considered as one drainage basin both prior to and after
development. Points of Analysis (POA's) were established at downstream property
locations where stormwater runoff is anticipated to leave the property or at critical
locations in the stormwater system. These POA's remain in the same location pre to
post-development and establish quantified reference points for all hydrologic analysis.
All post-development peak flows (Qpeak) at the POA's are attenuated to be no greater
than the pre-development Qpeak's for the 1 and 10-yr storm events.
-2-
POA 1 Pre/Post-Development Analysis
Prior to development, Basin 1 consists of 2.12 acres of grassed area with areas of gravel
and shrubs. Currently, stormwater sheet flows into the existing stream and exits the
property on the east property line (POA 1). Post development, the site is considered
"high density" (28.3% total impervious) and is broken into two subbasins: Basin 1A,
which drains to a stormwater management facility (underground infiltration pond -
StormTech Chamberss), and Basin 1B, which by-passes the stormwater management
facility:
Basin 1A shall include the majority of the synagogue building, parking,
and landscape areas. This Basin contains the highest concentration of
impervious area (63.8% impervious) and must comply with Water
Quality Certification No. 3821. A groundwater infiltration system was
designed to provide water quality and quantity control.
o The recorded infiltration rate is 3.07 in/hr (6.14 ft/day). Per the
North Carolina Division of Water Quality Stormwater Best
Management Practices Manual, a DESIGN infiltration rate of 1.535
in/hr (3.07 ft/ day) was used.
o No stormwater discharges from the Groundwater Infiltrator
during the 1-yr storm (entire storm infiltrated)
o The difference in pre-post development volume for the 10-yr
storm is infiltrated during the 10-yr event (5833 cf required, 7140
cf infiltrated). Therefore, no pre-treatment is required
o Although no pre-tretment is required, sumped catch basins are
installed upstream of each pond entry, and the StormTech
"Isolator Row" shall be used to make the system easier to
maintain.
o See Appendix A for detailed calculations and O&M Agreement
Basin 1B @y-Pass) includes the majority of the undisturbed area of the
site along with a few parking spaces, drive isle, sidewalk, and
landscaping. This Basin contains the lowest amount of impervious area
(11.2% impervious) and this by-pass is treated with natural sheet flow
through the stream buffer areas and swales.
All post development Qpeak's at POA 1 were attenuated below the pre-development
Qpeak's. For a more detailed summary, refer to the summary tables under "Conclusion
and Summary Tables."
Conclusion & Summary Tables
Valor Engineering concludes that the proposed development and the proposed
underground infiltration facility will meet Town of Boone and NCDENR requirements
-3-
for storm water runoff reduction and water quality. The following tables summarize the
hydrologic analysis:
Table 5: Q peak Sum m aries
PO A 1
R eturn Pre-D evelo ped Post-D evelo ped D Q peak % Increase
Period Flow (Q eak, cfs) Flow (Q e,k, cfs)
Cf9 Q peak
1 1.13 0.93 0.20 -17.5 a
10 7.20 6.80 0.40 -5.5%
Table 2: Curve Number (CN) Summary
Basin ID Pre-Development CN Post-Development CN
Basin 1A 86.1
Basin 1B 64.6
65.7
Table 3: Time of Concentration,Tc Summ
Pre/Post
Shallow
Pre/Post
Pre-
Post-
Pre/Post Sheet Conc. Flow Channel Developed Tc Developed
Basin Flow min min Flow min min Tc min
Basin 1A / 5.7 / 0.1 / 0.4
-6
2
Basin 1B 11.9 / 11.5 0.5 / 0
3 1.7 / 0
3 14.0 F
.
. . 12.0
Table 4: 24-hr
Rainfalls
Rainf
10 1 6.61
Rainfall Values were obtained from
"Pont Precipitation Frequency
Estimates from NOAA Atlas 14"
Boone, NC (31-0977)
Table 5: Q peak Summaries
POA 1
Return Pre-Developed
Period Flow (Q eak, cfs) Post-Developed
Flow (Q eak, cfs) D Qpeak
cfs % Increase
Q eak
1 1.13 0.93 -0.20 -17.5%
10 7.20 6.80 -0.40 -5.5%
-4-
Figures
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Appendix A:
Attachments & Calculations
Attachments & Calculations:
Curve Number (CN) Calculations
re- eve opment Basin
Onl ) or Volume

Total Acres 0.69
Acres
CN
Impervious Area (Asphalt) 0.05 98.0
Impervious Area (Gravel) 0.00 85.0
Natural Grass/Shrub Area 0.63 61.0
omposrte .
Curve Number Calculations: Post-Development
Post Basin 1A (To Pond)
Impervious Area (Asphalt) 0.43 98.0
Impervious Area (Future Gravel for X-Access) 0.01 85.0
Disturbed Pervious/ Landscape Area 0.15 69.0
Natural Grass/Shrub Area 0.10 61.0
Composite CN: 0.69 86.1
Curve Number Calculations: Post-Development
Post Basin 1B (Bv-Pass)
Acres CN
Impervious Area 0.05 98.0
Impervious Area (Future Asphalt Parking(Sidewalk) 0.06 98.0
Impervious Area (Future Access) 0.05 85.0
Disturbed Pervious/ Landscape Area 0.19 69.0
Natural Grass/Shrub Area 1.08 61.0
Imp. Area % Imp.
Post Basin 1A (To Pond) 0.44 63.8%
Post Basin 1B (By-Pass) 0.16 11.2%
TOTAL POST BASIN 1 0.60 28.37/6
Attachments & Calculations:
TR-55 Time of Concentration Input
Parameters/ Calculations
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
PRE POA 1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.410 0.410 0.011
Flow length (ft) = 25.0 80.0 0.0
Two-year 24-hr precip. (in) = 4.32 4.32 0.00
Land slope (%) = 50.00 6.00 0.00
Travel Time (min) = 1.72 + 10.16 + 0.00 = 11.88
Shallow Concentrated Flow
Flow length (ft) = 110.00 0.00 0.00
Watercourse slope (%) = 6.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 3.95 0.00 0.00
Travel Time (min) = 0.46 + 0.00 + 0.00 = 0.46
Channel Flow
X sectional flow area (sqft) = 18.00 0.00 0.00
Wetted perimeter (ft) = 9.00 0.00 0.00
Channel slope (%) = 2.00 0.00 0.00
Manning's n-value = 0.240 0.015 0.015
Velocity (ft/s) = 1.40 0.00 0.00
Flow length (ft) = 140.0 0.0 0.0
Travel Time (min) = 1.67 + 0.00 + 0.00 = 1.67
Total Travel Time, Tc .............................................................................. 14.01 min
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Post Basin 1A (To Pond)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.410 0.410 0.011
Flow length (ft) = 25.0 25.0 0.0
Two-year 24-hr precip. (in) = 4.32 4.32 0.00
Land slope (%) = 50.00 6.00 0.00
Travel Time (min) = 1.72 + 4.01 + 0.00 = 5.72
Shallow Concentrated Flow
Flow length (ft) = 25.00 0.00 0.00
Watercourse slope (%) = 4.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 3.23 0.00 0.00
Travel Time (min) = 0.13 + 0.00 + 0.00 = 0.13
Channel Flow
X sectional flow area (sqft) = 1.80 0.00 0.00
Wetted perimeter (ft) = 4.70 0.00 0.00
Channel slope (%) = 2.50 0.00 0.00
Manning's n-value = 0.013 0.015 0.050
Velocity (ft/s) = 9.53 0.00 0.00
Flow length (ft) = 200.0 0.0 0.0
Travel Time (min) = 0.35 + 0.00 + 0.00 = 0.35
Total Travel Time, Tc .............................................................................. 6.20 min
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Post Basin 1 B (By-Pass)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.410 0.410 0.011
Flow length (ft) = 25.0 50.0 0.0
Two-year 24-hr precip. (in) = 4.32 4.32 0.00
Land slope (%) = 25.00 3.00 0.00
Travel Time (min) = 2.26 + 9.21 + 0.00 = 11.47
Shallow Concentrated Flow
Flow length (ft) = 50.00 0.00 0.00
Watercourse slope (%) = 4.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 3.23 0.00 0.00
Travel Time (min) = 0.26 + 0.00 + 0.00 = 0.26
Channel Flow
X sectional flow area (sqft) = 1.80 0.00 0.00
Wetted perimeter (ft) = 4.70 0.00 0.00
Channel slope (%) = 2.50 0.00 0.00
Manning's n-value = 0.013 0.015 0.050
Velocity (ft/s) = 9.53 0.00 0.00
Flow length (ft) = 150.0 0.0 0.0
Travel Time (min) = 0.26 + 0.00 + 0.00 = 0.26
Total Travel Time, Tc .............................................................................. 11.99 min
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Pre 1A (For Volume)
Description A B C Totals
Sheet Flow
Manning's n-value = 0.410 0.410 0.011
Flow length (ft) = 25.0 80.0 0.0
Two-year 24-hr precip. (in) = 4.32 4.32 0.00
Land slope (%) = 50.00 6.00 0.00
Travel Time (min) = 1.72 + 10.16 + 0.00 = 11.88
Shallow Concentrated Flow
Flow length (ft) = 50.00 0.00 0.00
Watercourse slope (%) = 6.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 3.95 0.00 0.00
Travel Time (min) = 0.21 + 0.00 + 0.00 = 0.21
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 12.09 min
Attachments & Calculations:
ACOE Permit
U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID. 2011-00550 County: Watauga USGS Quad: Boone
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner / Authorized Agent: Temple of the High Country Attention: Chuck Lieberman
Address: P.O Box 2895
Boone, NC 28607
Telephone No.: 828-691-0349
Size and location of property (water body, road name/number, town, etc.): The site is located off US
Hwy 421, Boone Watauga County, North Carolina. 36.2198913 N, -81.6901460 W
Description of projects area and activity: The applicant is authorized to impact two wetland areas,
totalling 0.091 acre of wetland, during construction of a synagogue. No stream impacts are
authorized.
Applicable Law: ® Section 404 (Clean Water Act, 33 USC 1344)
? Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization: Regional General Permit Number:
Nationwide Permit Number: 39
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the
attached conditions, your submitted plans, and the special conditions below. Any violation of the attached
conditions or deviation from your submitted plans may subject the permittee to a stop work order, a restoration order
and/or appropriate legal action.
1. Please review the attached North Carolina Wildlife Resources Commission letter dated March 11, 2011.
The following conditions are hereby incorporated as special conditions of this permit; 1, 2, 5, 6, and 7. All
other recommendations should be considered where practicable.
2. In stream work and land disturbance within the 25-foot wide buffer zone are prohibited during the brown
and book trout spawning season of October 15 through April 15 to protect the egg and fry stages of trout
from off-site sedimentation during construction.
This verification is valid until the NWP is modified, reissued, or revoked. All of the existing NWPs are
scheduled to be modified, reissued, or revoked prior to March 18, 2012. It is incumbent upon you to remain
informed of changes to the NWPs. We will issue a public notice when the NWPs are reissued. Furthermore, if you
commence or are under contract to commence this activity before the date that the relevant nationwide permit is
modified or revoked, you will have twelve (12) months from the date of the modification or revocation of the NWP
to complete the activity under the present terms and conditions of this nationwide permit.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality
Certification. You should contact the NC Division of Water Quality (telephone [phone]) to determine
Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area
Management Act (CAMA), prior to beginning work you must contact the N.C. Division of Coastal Management.
This Department of the Army verification does not relieve the permittee of the responsibility to obtain any other
required Federal, State or local approvals/permits.
If there are any questions regarding this verification, any of the conditions of the Permit, or the Corps of
Engineers regulatory program, please contact Tasha McCormick at 828-271-7980.
Corps Regulatory Official Tasha McCormick ::J Y v 1 Date: April 1, 2011
Expiration Date of Verification: March 18, 2012
Determination of Jurisdiction:
A. ? Based on preliminary information, there appear to be waters of the US including wetlands within the above
described project area. This preliminary determination is not an appealable action under the Regulatory
Program Administrative Appeal Process (Reference 33 CFR Part 331).
B. ? There are Navigable Waters of the United States within the above described project area subject to the
permit requirements of Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act.
Unless there is a change in the law or our published regulations, this determination may be relied upon for a
period not to exceed five years from the date of this notification.
C. ® There are waters of the US and/or wetlands within the above described project area subject to the permit
requirements of Section 404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the
law or our published regulations, this determination may be relied upon for a period not to exceed five years
from the date of this notification.
D. ? The jurisdictional areas within the above described project area have been identified under a previous action.
Please reference jurisdictional determination issued _ . Action ID
Basis of Jurisdictional Determination:
The site contains wetlands as determined by the 1987 Corps of Engineers Wetland Delineation Manual and the
Interim Regional Supplement to the Corps of Engineers Wetlands Delineation Manual: Eastern Mountain and
Piedmont Region. These wetlands are adjacent to stream channels located on the property that exhibit indicators of
ordinary high water marks. The stream channel on the property is known as Boone Creek which flows into
Winkler's Creek which flows into South Fork New River. The North Fork and South Fork of the New River form
the New River at their confluence. The New River drains to the Gauley River then to the Kanawha River then to
Ohio River then to Mississippi River before entering the Gulf of Mexico.
Appeals Information: (This information does not apply to preliminary determinations as indicated by paragraph A.
above).
Attached to this verification is an approved jurisdictional determination. If you are not in agreement with that
approved jurisdictional determination, you can make an administrative appeal under 33 CFR 331. Enclosed you will
find a Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal
this determination you must submit a completed RFA form to the following address:
District Engineer, Wilmington Regulatory Program
Attn: Tasha McCormick, Project Manager
151 Patton Avenue, Room 208
Asheville, North Carolina 28801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the
criteria for appeal under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of
the date of the NAP. Should you decide to submit an RFA form, it must be received at the above address within 60
days from the Issue Date below.
**It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this
correspondence.**
Corps Regulatory Official: Tasha McCormick ? I ' `
Issue Date: April 1, 2011
Expiration Date: Five years from Issue Date
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we
continue to do so, please complete the Customer Satisfaction Survey located at our website at
http://peer2 = usace.army.mil/survey.html to complete the survey online.
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORMS, PROJECT PLANS, ETC.,
MUST BE ATTACHED TO THE FILE COPY OF THIS FORM, IF REQUIRED OR AVAILABLE.
Copy Furnished: Brushy Fork Environmental Consulting, 5902 Highway 421 S. Mountain City, TN
37683 Attention: Adam Williams
Permit Number: 2011-00550
Permit Type: NW39
Name of County: Watauga
Name of Permittee: Temple of the High Country
Date of Issuance: April 1, 2011
Project Manager: Tasha McCormick
Upon completion of the activity authorized by this permit and any mitigation required by the
permit, sign this certification and return it to the following address:
U.S. Army Corps of Engineers
Attention: CESAW-RG-A
151 Patton Avenue, Room 208
Asheville, North Carolina 28801-5006
Please note that your permitted activity is subject to a compliance inspection by an U.S. Army
Corps of Engineers representative. If you fail to comply with this permit you are subject to
permit suspension, modification, or revocation.
I hereby certify that the work authorized by the above referenced permit has been completed in
accordance with the terms and conditions of the said permit, and required mitigation was
completed in accordance with the permit conditions.
Signature of Permittee Date
File Number: 2011-00550 Date: Aril 1, 2011
A licant: Tem le of the High Country See Section below
Attached is:
INITIAL PROFFERED PERMIT (Standard Permit or Letter of permission) AB
PROFFERED PERMIT (Standard Permit or Letter of permission) C
PERMIT DENIAL D
X +%M ROVED JURISDICTIONAL DETERMWATION E
IMIN ARY JURISDICTIONAL DETERMINATION
?...t> T ... 4_ _ rte:,,, .? r,? rPnlatinr?rat 1'-.C'FR'Part 331.
A INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights
to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that
the permit be modified accordingly. You must complete Section II of this form and return the form to the district engineer.
Your objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right
to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your objections and may: (a)
modify the permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify
the permit having determined that the permit should be issued as previously written. After evaluating your objections, the
district engineer will send you a proffered permit for your reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all rights
to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section H of this
form and sending the form to the division engineer. This form must be received by the division engineer within 60 days of the
date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process
by completing Section H of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or
provide new information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section II of this form and sending the form to the division engineer. This form must be received
by the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps
regarding the preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an
approved JD (which may be appealed), by contacting the Corps district for further instruction. Also you may
provide new information for further consideration by the Corps to reevaluate the JD.
S?CTI?N :II._.REQUEST F4R APPEAL of OBJECTIONS TO AN INITIAL. PROFFERED?'ERMIT.=;_
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an
initial proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons
or objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record. However,
you may provide additional information to clarify the location of information that is already in the administrative record.
POINT OF CONTACT; FOR:QiJESION OR_IIFORNIATION , ; -, :. _ , _ _
If you have questions regarding this decision and/or the appeal If you only have questions regarding the appeal process you may
process you may contact: also contact:
Tasha McCormick, Project Manager Jason Steele
USACE, Asheville Regulatory Field Office Administrative Appeals Review Officer
151 Patton Ave 60 Forsyth Street, SW (Room 9M10)
RM 208 Atlanta, GA 30303-8801
Asheville, NC 28806 404-562-5137
828-271-7980
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportunity to participate in all site investigations.
Date: Telephone number:
Signature of a ellant or agent.
® North Carolina Wildlife Resources Commission
Gordon Myers, Executive Director
MEMORANDUM
TO: Tasha McCormick, USACOE
Asheville Regulatory Field Office
FROM. Ron Linville, Regional Coordinator
Habitat Conservation Program
DATE: March 11, 2011
SUBJECT: Temple of the High Country Synagogue - "Commercial" (Institutional) Site, Boone (aka Kraut)
Creek and tributary & wetlands thereof (C-Trout), Watauga County
The applicant proposes to develop a synagogue. Biologists with the North Carolina Wildlife Resources Commission
are familiar with habitat values in the area. These comments are provided in accordance with the provisions of the
Fish and Wildlife Coordination Act (48 Stat. 401, as amended; 16 U.S.C. 661-667d) and the North Carolina
Environmental Policy Act (G.S. 113A-1 through 113A-10; NCAC 25).
The project will impact 0.091 acres of wetlands. Streams will not be affected permanently. Buffers will be
maintained along perennial waters. Total imperviousness is indicated to be 23.11 % which is indicated by the
applicant to be less than NC Division of Water Quality regulatory requirements (24%) for stormwater management.
Brown and Rainbow trout are known from downstream waters. Kanawha minnow, Ph?' ?enacobius teretulus (pNCSC,
ercina
FSC); logperch, Percina caprodes (NCT); seep mudalia, Leptoxis dilatata (NC T); nose darter,
oxyrhynchus (NCSC); purple wartyback, Cyclonaias tuberculata (NCSC); spike, Elliptio dilatata (NCSC);
tonguetied minnow, Exoglossum laurae (NCSR); Kanawha darter, Etheostoma kanawhae (NCSR); and crayfish on
the NC Watch List (New River crayfish, Cambww chasmodactylus; and Orconectes cristavarius, no common
name) occur throughout the New River and tributaries. The Hellbender, Cryptobranchus alleganiensis (NCSC,
FSC) is known from the New River basin. Freshwater mussels (and the Hellbender) are susceptible to stormwater
and wastewater pollutants, including sedimentation and chemicals.
Based on our review of the submittal, we will not object to the project as proposed. We offer the following
recommendations to improve resource stewardship and reduce negative issues from the development:
1. In stream work and land disturbance within the 25-foot wide buffer zone are prohibited during the
brown and brook trout spawning season of October 15 through April 15 to protect the egg and fry
stages of trout from off-site sedimentation during construction.
2. If any culverts are needed for temporary or permanent crossings, culverts 48" diameter or larger should
be buried a foot into the streambed. Culverts less than 48" diameter should be buried to a depth equal
to or greater than 20% their diameter to promote any existing aquatic life passage. These
measurements should be based on natural thalweg depths. Aquatic life passage should be assured
Mailing Address: Division of Inland Fisheries - 1721 Mail Service Center - Raleigh, NC 27699-1721
Telephone: [phone] - Fax: [phone]
Temple of the High Country Synagogue Page 2 March 11, 2011
during low flow or drought conditions. Any riprap used should not interfere with aquatic life
movement during low flows.
3. If the property will be used for commercial purposes, emergency spill containment and stringent
stormwater measures should be provided. If the property will be institutional, stormwater management
is recommended that maintains current hydrographic and stream recharge conditions. Low Impact
Development (LID}-techniques such as rain gardens and pervious pavement should be used when
possible. Stormwater management should be provided when imperviousness exceeds ten (10) percent
to provide sound aquatic stewardship practices. Detailed information on Low Impact Development
(LID) practices and measures can be located and reviewed at www.lowimpactdevelopment.ore,
hM://www.gpa.eov/owow/nps/lid/lidnatl.pdf and hn://www.stormwatercenter.neV.
4. Remaining jurisdictional waters and wetlands should be buffered, either through protection or
provision of undisturbed herbaceous/forested buffer zones. Buffers should be permanently preserved
as contiguous herbaceous/forest areas through conservation easements or enforceable deed restrictions.
For streams that do not support federally listed threatened or endangered aquatic species, we typically
recommend 50' intermittent and 100' perennial stream buffers. Maximum available buffers should be
provided; however, the 25-foot trout buffer should remain undisturbed or be restored to the maximum
extent practicable.
5. Sediment and erosion control measures should adhere to the design standards for sensitive watersheds
(15A NCAC 4B .0124).
6. If any concrete will be used, work must be accomplished so that wet concrete does not contact stream
water.
7. Heavy equipment should be operated from the bank rather than in the stream channel in order to
minimize sedimentation and reduce the likelihood of introducing other pollutants into the stream.
8. Temporary or permanent native herbaceous vegetation should be established on all bare soil within
five (5) days of ground disturbing activities in the 25-foot trout buffer to provide long-term erosion
control. Well secured (live staking preferred).. matting may be provided as a temporary measure.
Natural fiber matting is recommended over matting containing plastic that can impinge and entrap
small animals. Streambanks should be planted with autochthonous (native) plants like silky dogwood,
rhododendron, dog hobble, mountain pepperbush, paw paw, red maple, silky willow, tag alder, black
willow, sycamore, river birch, or other native woody species. Deep-rooted warm-season grasses that
are periodically maintained by mowing on a three (3) year (or thereabout) rotation can enhance wildlife
habitats, improve pollutant removal and further stabilize buffers.
Permanently protecting forested stream buffers is essential to the maintenance of aquatic habitats. According to US
Army Corps policy, the establishment and maintenance of riparian areas can be required by the district engineer as
compensatory mitigation to ensure that the activity results in minimal adverse effects on the aquatic environment.
Compensatory mitigation projects can include areas that are not waters of the United States, as long as the mitigation
is directly related to the impacts of the proposed work on such waters and appropriate to the scope and degree of
those impacts. Riparian areas are integral components of streams and other open waters, and are essential for
ecological integrity and function. The establishment and maintenance of riparian areas as compensatory mitigation
as authorized by Corps permits and other types of permits advances the objectives of the Clean Water Act, which is
"to restore and maintain the chemical, physical, and biological integrity of the Nation's waters."
Thank you for the opportunity to review and comment on this project during the early planning stages. If you have
any questions regarding these comments, please contact me at 336-769-9453.
E-copy: Sue Homewood, DWQ-WSRO
Attachments & Calculations:
Geotechnical Calculations - Double Ring Test
March 23, 2011
STEVEN PRICE, AIA
2318 North Elm St
Greensboro, North Carolina 27408
RE: Infiltration Rate Testing Summary
Temple of the High Country
Boone, NC
Dear Mr. Price:
Representatives from Unifour Engineering & Testing Laboratories, PC (Unifour) have
reviewed the site plan provided by your Engineer, Valor Engineering and performed
onsite Double Ring Infiltration Testing at the planned invert elevations for the subgrade
storm water storage area as delineated on the plans. All testing was performed in
general accordance with ASTM D3385-09 Standard Test Method for Infiltration Rate of
Soils in Field Using Double-Ring Infiltrometer, and in accordance with generally accepted
industry practices. The following presents the results of this testing as requested by your
civil design engineer, Mr. Jason Gaston, PE:
1) USCS Soil Classification
- Existing Ground (el. 3271.5±) represented by topsoils and vegetative root
mat to a nominal depth of 8 inches. Test area was excavated to plan
invert depth (el. 3270.50. Hand auger/test pit exploration results as
follows:
0 to 3.3'- Reddish brown sandy fine silts to silty fine sands, mottled
(USCS - ML)
3.3' to 4 - ALLUVIUM - Dark gray/brown silty, clayey fine sand,
mottled, redoximorphic depletions (2.5Y 5/3 munsel - USCS
SM/SC) w/ dead root channel traces
4' to 4.8'- ALLUVIUM - heavily cobbled matrix of weathered rock
debris interbedded with dark gray, micaceous silty, clayey
fine to medium sand (USCS - GM/GC w/ SM)
Note: Standing Water noted @ 4.25'
2) Seasonal High Water Table (SHWT)
- Transitional soil profile to oxidized, redoximorphic features (soil mottling)
at a nominal depth of 3.3' below E.G. at the test location (el. 3268.2±).
Recommended reportable SHWL Al local eL 3269'
four
X, Uni
2079 Ist Avenue S , NC 2c Torch Carolina 5 2B0 Engineering & Testing Laboratories,
P.O. Box o x 2067 2067 - Hickory, NC 28603 (P) 91-8.256.3000 (F) 828.256.6927 i
Report of Double-Ring Infiltration Testing
Proposed Temple of the High Country
Boone, NC
3) Infiltration Rate (units as in/hr)
Mr. Steven Price, AIA
Page 2
Inner Ring Stabilized Infiltration Rate - 7.8 cm/hr (3.07 inches/hr)
(see test data attached)
Unifour appreciates the opportunity to have been of assistance with testing for this phase
of your project. Please call if we can be of any further service.
Respectfully submitted,
UN/FOUR ENGINEERING & TESTING LABORATORIES, PC
SEAL
19385
?? • ' •
eeljyllyw
Bobby L. Barnes, P.E. 3/23/11
Principal Engineer
attachments
Attachments & Calculations:
Groundwater Infiltrator Operations &
Maintenance Agreement
Temple of the High Country Groundwater Infiltrator
(StormTech System) Operations & Maintenance
Agreement
1.0 INTRODUCTION
An important component of any Stormwater Pollution Prevention Plan is inspection and
maintenance. The StormTech Isolator Row is a pretreatment device used to make
maintenance of the Stormtech Groundwater Infiltrator System easy and effective.
The Isolator Row is a row of StormTech chambers that is surrounded with filter fabric
and connected to a closely located manhole for easy access. The fabric-wrapped
chambers provide for settling and filtration of sediment as storm water rises in the
Isolator Row and ultimately passes through the filter fabric. The open bottom chambers
and perforated sidewalls allow storm water to flow both vertically and horizon tally out
of the chambers. Sediments are captured in the Isolator Row protecting the storage areas
of the adjacent stone and chambers from sediment accumulation.
Two different fabrics are used for the Isolator Row. A woven geotextile fabric is placed
between the stone and the Isolator Row chambers. The tough geo textile provides a media
for storm water filtration and provides a durable surface for maintenance operations. It is
also designed to prevent scour of the underlying stone and remain intact during high
pressure jetting. A non-woven fabric is placed over the chambers to provide a filter media
for flows passing through the perforations in the sidewall of the chamber. By treating
storm water prior to entry into the Isolator Row, the service life may be extended and
pollutants such as hydrocarbons can be captured. Pre-treatment best management
practices for this system include Sump Catch Basins located upstream of each isolator
row.
2.0 INSPECTION
The type of land use (i.e. industrial, commercial, etc.) plays a critical role in inspection
frequency, and an institutional use (synagogue) that is used once a week is considered a
very low use. Therefore, the Isolator Row and Sump Catch Basins should be inspected
every 6 months for the first year of operation and for subsequent years, the inspection
shall be once a year.
The Isolator Row incorporates a combination of standard manholes and strategically
located inspection ports. The inspection ports allow for easy access to the system from
the surface, eliminating the need to perform a confined space entry for inspection
purposes. If upon visual inspection it is found that sediment has accumulated, a stadia rod
should be inserted to determine the depth of sediment. When the average depth of
sediment exceeds 3 inches throughout the length of the Isolator Row, clean-out should be
performed.
1 of 3
3.0 MAINTENANCE
The Isolator Row reduces periodic maintenance by "isolating" sediments to just one row,
thereby eliminating the need to clean out each row of the entire storage bed. If inspection
indicates the potential need for maintenance, access is provided via a manholes located
on the end(s) of the row for cleanout. If entry into the manhole is required, please follow
local and OSHA rules for a confined space entries.
Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high
pressure water nozzle to propel itself down the Isolator Row while scouring and
suspending sediments. As the nozzle is retrieved, the captured pollutants are flushed back
into the Sump Catch Basin for vacuuming. Most sewer and pipe maintenance companies
have vacuum/JetVac combination vehicles. Selection of an appropriate JetVac nozzle
will improve maintenance efficiency. Fixed nozzles designed for culverts or large
diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least
45" are best. Most JetVac reels have 400 feet of hose allowing maintenance of an Isolator
Row up to 50 chambers long. The JetVac process shall only be performed on StormTech
Isolator Rows that have AASHTO class 1 woven geotextile (as specified by StormTech)
over their angular base stone.
3.1 STEP BY STEP MAINTENANCE PROCEDURES
1) B)
1) A)
Step 1: Inspect Isolator Row for sediment
A. Inspection ports (if present)
i. Remove lid from floor box frame
ii. Remove cap from inspection riser
iii. Using a flashlight and stadia rod, measure depth of sediment and record
results on maintenance log.
iv. If sediment is at, or above, 3 inch depth proceed to Step 2. If not proceed
to step 3.
B. All Isolator Rows
i. Remove cover from manhole at upstream end of Isolator Row
2of3
StormTech Isolator Row (not to scale)
ii. Using a flashlight, inspect down Isolator Row through outlet pipe
¦ Mirrors on poles or cameras may be used to avoid a confined space
entry
¦ Follow OSHA regulations for confined space entry if entering
manhole
iii. If sediment is at or above the lower row of sidewall holes approximately 3
inches) proceed to Step 2. If not proceed to Step 3.
Step 2) Clean out Isolator Row using the JetVac process
A. A fixed culvert cleaning nozzle with rear facing nozzle spread of 45 inches or
more is preferable
B. Apply multiple passes of JetVac until backflush water is clean
C. Vacuum manhole sump as required
Ste 3 Replace all caps, lids and covers, record observations and actions
Ste 4 Inspect & clean catch basins and manholes upstream of the StormTech system
Sample Maintenance Log
Stadia "or " Readings

j. Fixed
point Sediment
r point
Depth to r r Inspector
chamber
? to r of
I
WWI sedi e (2)
3/15!01 6.3 ft _ none New inauladon. Fbmd lnz 6 Q frame at grade djm
9124101 62 0.1 ft% Some grit felt am
05 ft. Mucky feel, debris visible In manhole and In rv
loolator row, maltirmance due
7/7/03 63 ft, 0 E? Otan jetted and vacuurnad djm
Agreed uuon b-,L.
Temple of the High Country:
By: - 16, C-a -.)
(Signature)
Name: sre'VEN if- tp/ZLLe
Title: l1 ! AIE-25 9W4E?t-N7. PJV
Witnessed by (notary):
3of3
%
ip
y?AAy
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0";,4UGA 010164
"IM4140,
Attachments & Calculations:
Groundwater Infiltrator & Hydrographs
Permit No.
(to be provided by DWQ)

AV*A O?O? W AT F9?G
STORMWATER MANAGEMENT PERMIT APPLICATION FORM p
-
WDENR 401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
1. PROJECT INFORMATION
Project Name Temple of the High Country
Contact Person Jason Gaston, P.E.
Phone Number 628-262-9807
Date 512112011
Drainage Area Number Basin 1A (To Pond)
11. DESIGN INFORMATION
Site Characteristics
Drainage area 30,056.40 fe
Impervious area 19,166.40 ff
Percent impervious 0.64 %
Design rainfall depth 6.61 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth 3.07 in
1-yr, 24-hr intensity 0.13 in/hr
Pre-development 1-yr, 24-hr discharge 1.13 ft3lsec
Post-development 1-yr, 24-hr discharge 0.90 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control -0.23 ft3lsec
Storage Volume: Non-SA Waters
Minimum design volume required 5,833.50 ft3
Design volume provided 7,140.00 ft3 OK for non-SA waters
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff volume ft3
Post-development 1-yr, 24-hr runoff volume ft3
Minimum required volume ft3
Volume provided ft3
Solis Report Summary
Soil type Sandy Silt
Infiltration rate 3.07 in/hr
SHWT elevation 3,269.00 fmsl
Basin Design Parameters
Drawdown time 3.66 days OK
Basin side slopes N/A :1 OK
Basin bottom elevation 3,270.58 fmsl Raise basin bottom, Must be at least 2-ft above SHWT
Storage elevation 3,272.15 fmsl
Storage Surface Area 4,707.00 ft2
Top elevation 3,273.16 fmsl
Basin Bottom Dimensions
Basin length See Shape ft
Basin width See Shape ft
Bottom Surface Area 4,115.00 fe
Form SW401-Infiltration Basin-Rev.4 Parts I. & II. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWQ)
Additional Information
Maximum runoff to each inlet to the basin? 1.39 ac-in OK
Length of vegetative filter for overflow NIA ft OK
Distance to structure 19.00 ft OK
Distance from surface waters 34.00 ft OK for non-SA waters
Distance from water supply well(s) NIA ft OK
Separation from impervious soil layer NA ft OK
Naturally occuring soil above shwt 1.25 ft OK
Bottom covered with 4-in of clean sand? Y (Y or N) OK
Proposed drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Bypass provided for larger storms? Y (Y or N) OK
Pretreatment device provided Vegetated Swale, Concrete Sumps, Isolator Row
Form SW401-Infikration Basin-Rev.4 Parts I. & II. Design Summary, Page 2 of 2
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PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Project Data
Project Name:
Simulation Description:
Project Number:
Engineer :
Supervising Engineer:
Date:
Aquifer Data
Temple of the High Country
007-001
Valor Engineering, PLLC
Jason Gaston, P.E.
05-2011
Base Of Aquifer Elevation, [B] (ft datum):
Water Table Elevation, [WT] (ft datum):
Fillable Porosity, [n] (%):
Unsaturated Vertical Infiltration Rate, [Iv] (ft/day):
Maximum Area For Unsaturated Infiltration, [Av] (ft2)
Geometry Data
Equivalent Pond Length, [L] (ft): 89.0
Equivalent Pond Width, [W] (ft): 55.0
3264.00
3269.00
35.00
3.07
4707.0
Temple of the High Country 05-24-2011 12:30:01 Page 1
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Stacie vs Area Data
Stage Area
(ft datum) _ (ft2)
3270.58 4707.0
3270.62 1882.8
3271.33 1882.8
3271.41 2047.5
3271.50 2044.1
3271.58 2039.5
3271.66 2034.9
3271.75 2029.1
3271.83 2022.2
3271.91 2016.4
3272.00 2007.2
3272.08 2000.3
3272.16 1988.8
3272.25 1977.3
3272.33 1962.3
3272.41 1945.0
3272.50 1913.9
3272.58 1900.1
3272.66 1889.7
3272.75 1882.8
3273.16 1882.8
Ditch Data
Ditch (or interceptor trench) parallel to length axis is inactive
Ditch (or interceptor trench) parallel to width axis is inactive
Discharge Structures
Discharge Structure #1 is active as weir
Structure Parameters
Description: Weir 1
Weir elevation, (ft datum): 3272.35
Weir coefficient: 3.13
Weir length, (ft): .4
Weir exponent: 1.5
Tailwater - disabled, free discharge
Discharge Structure #2 is active as orifice
Structure Parameters
Description: Orifice
Orifice elevation, (ft datum): 3271.7
Orifice coefficient: 4.9
Orifice area, (ft2) : .196
Orifice exponent: .5
Tailwater - disabled, free discharge
Temple of the High Country 05-24-2011 12:30:02 Page 2
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Discharge Structures (cont'd.)
Discharge Structure #3 is inactive
Temple of the High Country 05-24-2011 12:30:02 Page 3
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Scenario Input Data
Scenario 1 :: PRE POA 1 (Pre Basin 1) - 1 yr, 24 hr event
Hydrograph Type: Inline SOS
Modflow Routing: Not routed
Repetitions: 1
Basin Area (acres) 2.120
Time Of Concentration (minutes) 14.0
DCIA (%) 0.0
Curve Number 64.6
Design Rainfall Depth (inches) 3.1
Design Rainfall Duration (hours) 24.0
Shape Factor UHG 484
Rainfall Distribution SCSII-24
Initial ground water level (ft datum) default, 3269.00
Time After
Storm Event
(days)
1.000
2.000
3.000
4.000
5.000
Time After
Storm Event
/'4--N
O.uuv
Scenario 2 :: PRE POA 1 (Pre Basin 1) - 10 yr, 24 hr event
Hydrograph Type: IMine SCS
• Modflow Routing: Not routed
Repetitions: 1
Basin Area (acres) 2.120
Time Of Concentration (minutes) 14.0
DCIA (%) 0.0
Curve Number 64.6
Design Rainfall Depth (inches) 6.6
Design Rainfall Duration (hours) 24.0
Shape Factor UHG 484
Rainfall Distribution SCSII-24
Initial ground water level (ft datum) default, 3269.00
Time After Time After
Storm Event Storm Event
_ (days) (days)
1.000 6.000
2.000
3.000
4.000
5.000
Temple of the High Country 05-24-2011 12:30:03 Page 4
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Scenario Input Data (cont'd.)
Scenario 4 :: Pre Basin 1A (For Volume) - 10 yr, 24 hr event
Hydrograph Type: Inline SCS
• Modflow Routing: Not routed
Repetitions: 1
Basin Area (acres) 0.690
Time Of Concentration (minutes) 12.1
DCIA (%) 0.0
Curve Number 63.7
Design Rainfall Depth (inches) 6.6
Design Rainfall Duration (hours) 24.0
Shape Factor UHG 484
Rainfall Distribution SCSII-24
Initial ground water level (ft datum) default, 3269.00
Time After Time After
Storm Event Storm Event
(days) (days)
1.000 6.000
2.000
3.000
4.000
5.000
Scenario 6 :: Post Basin 1A (To Pond) - iyr, 24 hr event
Hydrograph Type:
Modf low Options
Modf low Routing:
Initial Groundwater Table
Initial Pond Stage:
Boundary Condition:
Repetitions:
Simulation Parameters
Routed with infiltration
default
default
default (constant head)
1
Minimum time of concentration for all contributing basins in chain (minutes): 6.2
Computational time step (minutes): .8
Duration of simulation (hours): 125
Contributing Basins
Number of contributing basins: 1
Basin 1
Basin Name 1A
Basin Area (acres) 0.69
Time Of Concentration (minutes) 6.2
DCIA (%) 0
Curve Number 86.1
Design Rainfall Depth (inches) 3.07
Design Rainfall Duration (hours) 24
Shape Factor UHG 484
Rainfall Distribution SCSII-24
Multi-basin SCS Hydrograph
Temple of the High Country 05-24-2011 12:30:03 Page 5
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Scenario Input Data (cont'd.)
Uaradient Inflows
Number of upgradient inflow nodes: 0
Scenario 7 :: Post Basin 1 B (Bypass) - 1 YR
Hydrograph Type: Multi-basin SCS Hydrograph
Modflow Options
• Modflow Routing: Not routed
Initial Groundwater Table: default
Initial Pond Stage: default
Boundary Condition: default (constant head)
Repetitions: 1
Simulation Parameters
Minimum time of concentration for all contributing basins in chain (minutes): 6.2
Computational time step (minutes): .8
Duration of simulation (hours): 125
Contributino Basins
Number of contributing basins: 1
Basin 1
Basin Name 1 B
Basin Area (acres) 1.43
Time Of Concentration (minutes) 12
DCIA (%) 0
Curve Number 65.7
Design Rainfall Depth (inches) 3.07
Design Rainfall Duration (hours) 24
Shape Factor UHG 484
Rainfall Distribution SCSII-24
Ugradient Inflows
Number of upgradient inflow nodes: 0
Scenario 8 :: POST BASIN TOTAL - 1 YR
Hydrograph Type: Multi-basin SCS Hydrograph
Modf low Options
• Modflow Routing: Not routed
Initial Groundwater Table: default
Initial Pond Stage: default
Boundary Condition: default (constant head)
Repetitions: 1
Simulation Parameters
Minimum time of concentration for all contributing basins in chain (minutes): 6.2
Computational time step (minutes): .8
Duration of simulation (hours): 125
Temple of the High Country 05-24-2011 12:30:03 Page 6
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Scenario Input Data (cont'd.)
Contributing Basins
Number of contributing basins: 1
Basin 1
Basin Name 1B
Basin Area (acres) 1.43
Time Of Concentration (minutes) 12
DCIA (%) 0
Curve Number 65.7
Design Rainfall Depth (inches) 3.07
Design Rainfall Duration (hours) 24
Shape Factor UHG 484
Rainfall Distribution SCSII-24
Uaradient Inflows
Number of upgradient inflow nodes: 1
Node 1
Minimum Discharge Rate (cfs): 0
Peak Discharge Rate (cfs): 0
Cumulative Discharge Volume (ft3): 0
Scenario 9 :: Post Basin 1A (To Pond) - 10yr, 24 hr event
Hydrograph Type: Multi-basin SCS Hydrograph
Modflow Options
Modf low Routing: Routed with infiltration
Initial Groundwater Table: default
Initial Pond Stage: default
Boundary Condition: default (constant head)
Repetitions: 1
Simulation Parameters
Minimum time of concentration for all contributing basins in chain (minutes): 6.2
Computational time step (minutes): .8
Duration of simulation (hours): 125
Contributina Basins
Number of contributing basins: 1
Basin 1
Basin Name 1A
Basin Area (acres) 0.69
Time Of Concentration (minutes) 6.2
DCIA (%) 0
Curve Number 86.1
Design Rainfall Depth (inches) 6.61
Design Rainfall Duration (hours) 24
Shape Factor UHG 484
Rainfall Distribution SCSII-24
Temple of the High Country 05-24-2011 12:30:03 Page 7
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Scenario Inout Data (cont'd.)
Uaradient Inflows
Number of upgradient inflow nodes: 0
Scenario 10 :: Post Basin 1 B (Bypass) - 10 YR
Hydrograph Type: Multi-basin SCS Hydrograph
Modflow Options
• Modflow Routing: Not routed
Initial Groundwater Table: default
Initial Pond Stage: default
Boundary Condition: default (constant head)
Repetitions: 1
Simulation Parameters
Minimum time of concentration for all contributing basins in chain (minutes)
Computational time step (minutes):
Duration of simulation (hours):
Contributina Basins
Number of contributing basins: 1
Basin i
Basin Name 1 B
Basin Area (acres) 1.43
Time Of Concentration (minutes) 12
DCIA (%) 0
Curve Number 65.7
Design Rainfall Depth (inches) 6.61
Design Rainfall Duration (hours) 24
Shape Factor UHG 484
Rainfall Distribution SCSII-24
Uaradient Inflows
Number of upgradient inflow nodes: 0
Scenario 11 :: POST BASIN TOTAL - 10 YR
Hydrograph Type: Multi-basin SCS Hydrograph
Modf low Options
• Modflow Routing: Not routed
Initial Groundwater Table: default
Initial Pond Stage: default
Boundary Condition: default (constant head)
Repetitions: 1
Simulation Parameters
Minimum time of concentration for all contributing basins in chain (minutes)
Computational time step (minutes):
Duration of simulation (hours):
6.2
.8
125
6.2
.8
125
Temple of the High Country 05-24-2011 12:30:03 Page 8
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Scenario Input Data (cont'd.)
Contributing Basins
Number of contributing basins: 1
Basin 1
Basin Name 1 B
Basin Area (acres) 1.43
Time Of Concentration (minutes) 12
DCIA (%) 0
Curve Number 65.7
Design Rainfall Depth (inches) 6.61
Design Rainfall Duration (hours) 24
Shape Factor UHG 484
Rainfall Distribution SCSII-24
Ugradient Inflows
Number of upgradient inflow nodes: 1
Node 1
Minimum Discharge Rate (cfs): 0
Peak Discharge Rate (cfs): 1.555012
Cumulative Discharge Volume (ft3): 5416.509
Temple of the High Country 05-24-2011 12:30:03 Page 9
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Worst Case Scenarios
Selection Criteria: <default - All scenarios with valid results>
Maximum Stage = 3272.896 ft datum
For scenario 9 at Time = 12.10667 hours
Scenario Description: Post Basin 1 A (To Pond) - 10yr, 24 hr event
Scenarios considered: 6 to 6, 9 to 9
Maximum Positive Inflow Rate = 7.197649 ft3/s
For scenario 2 at Time = 12.07111 hours
Scenario Description: PRE POA 1 (Pre Basin 1) - 10 yr, 24 hr event
Scenarios considered: 1 to 2, 4 to 4, 6 to 11
Maximum Positive Cumulative Inflow Volume = 21292.77 ft3
For scenario 2 at Time = 24.73333 hours
Scenario Description: PRE POA 1 (Pre Basin 1) - 10 yr, 24 hr event
Scenarios considered: 1 to 2, 4 to 4, 6 to 11
Maximum Positive Infiltration Rate = .3921847 ft3/s
For scenario 9 at Time = 13.28 hours
Scenario Description. Post Basin I A (To Pond) - 10yr, 24 hr event
Scenarios considered: 6 to 6, 9 to 9
Maximum Positive Cumulative Infiltration Volume = 7139.521 ft3
For scenario 9 at Time = 87.85333 hours
Scenario Description: Post Basin 1A (To Pond) - 10yr, 24 hr event
Scenarios considered: 6 to 6, 9 to 9
Maximum Positive Discharge Rate = 7.197649 ft3/s
For scenario 2 at Time = 12.07111 hours
Scenario Description: PRE POA 1 (Pre Basin 1) - 10 yr, 24 hr event
Scenarios considered: 1 to 2, 4 to 4, 6 to 11
Maximum Positive Cumulative Discharge Volume = 21292.77 ft3
For scenario 2 at Time = 24.73333 hours
Scenario Description: PRE POA 1 (Pre Basin 1) - 10 yr, 24 hr event
Scenarios considered: 1 to 2, 4 to 4, 6 to 11
Temple of the High Country 05-24-2011 12:30:03 Page 10
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Sort-BV-Cateaorv Report
Scenarios Considered: 1 to 2, 4, 6 to 11
Stage - Maximum
Maximum
Scenario Stage Time
Rank Number (ft datum) (hours) Description
1 9 3272.896 12.107 Post Basin 1 A (To Pond) - i Oyr, 24 hr event
2 6 3271.434 12.573 Post Basin 1 A (To Pond) - 1 yr, 24 hr event
3 1 Not Available Not Available PRE POA 1 (Pre Basin 1) - 1 yr, 24 hr event
4 2 Not Available Not Available PRE POA 1 (Pre Basin 1) - 10 yr, 24 hr event
5 4 Not Available Not Available Pre Basin 1 A (For Volume) - 10 yr, 24 hr event
6 7 Not Available Not Available Post Basin 1 B (Bypass) - 1 YR
7 8 Not Available Not Available POST BASIN TOTAL - 1 YR
8 10 Not Available Not Available Post Basin 1 B (Bypass) - 10 YR
9 11 Not Available Not Available POST BASIN TOTAL - 10 YR
Inflow - Rate - Maximum Positive
Maximum Positive
Scenario Inflow Rate Time
Rank Number (ft3/s) (hours) Description
1 2 7.1976 12.071 PRE POA 1 (Pre Basin 1) - 10 yr, 24 hr e...
2 11 6.7997 12.067 POST BASIN TOTAL - 10 YR
3 10 5.3872 12.053 Post Basin 1 B (Bypass) - 10 YR
4 9 4.7207 12.000 Post Basin 1 A (To Pond) - 10yr, 24 hr ev...
5 4 2.4036 12.046 Pre Basin 1 A (For Volume) - 10 yr, 24 hr ...
6 6 1.7517 12.013 Post Basin 1A (To Pond) - 1yr, 24 hr event
7 1 1.1270 12.071 PRE POA 1 (Pre Basin 1) - 1 yr, 24 hr ev...
8 7 0.9317 12.067 Post Basin 1 B (Bypass) - 1 YR
9 8 0.9317 12.067 POST BASIN TOTAL - 1 YR
Inflow - Cumulative Volume - Maximum Positive
Maximum Positive
Cumulative
Scenario Inflow Volume Time
Rank Number (ft3) (hours) Description
1 2 21292.8 24.733 PRE POA 1 (Pre Basin 1) - 10 yr, 24 hr e...
2 11 20353.9 24.640 POST BASIN TOTAL - 10 YR
3 10 14937.4 24.627 Post Basin 1 B (Bypass) - 10 YR
4 9 12547.3 24.320 Post Basin 1 A (To Pond) - 10yr, 24 hr ev...
5 4 6713.8 24.657 Pre Basin 1 A (For Volume) - 10 yr, 24 hr ...
6 6 4339.9 24.320 Post Basin 1 A (To Pond) - 1 yr, 24 hr event
7 1 4025.0 24.733 PRE POA 1 (Pre Basin 1) - 1 yr, 24 hr ev...
8 7 2945.7 24.653 Post Basin 1 B (Bypass) - 1 YR
9 8 2945.7 24.653 POST BASIN TOTAL - 1 YR
Temple of the High Country 05-24-2011 12:30:03 Page 11
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Sort-By-Cateoory Report (cont'd.)
Inflow - Cumulative Volume - End of Simulation
Cumulative
Inflow Volume
Scenario End Of Simulation Time
Rank Number (ft3) (hours) Description
1 2 21292.8 168.796 PRE POA 1 (Pre Basin 1) - 10 yr, 24 hr e...
2 11 20353.9 125.000 POST BASIN TOTAL - 10 YR
3 10 14937.4 125.000 Post Basin 1 B (Bypass) - 10 YR
4 9 12547.3 125.000 Post Basin 1A (To Pond) - 10yr, 24 hr ev...
5 4 6713.8 168.684 Pre Basin 1 A (For Volume) - 10 yr, 24 hr ...
6 6 4339.9 125.000 Post Basin 1A (To Pond) - 1yr, 24 hr event
7 1 4025.0 168.796 PRE POA 1 (Pre Basin 1) - 1 yr, 24 hr ev...
8 7 2945.7 125.000 Post Basin 1 B (Bypass) - 1 YR
9 8 2945.7 125.000 POST BASIN TOTAL - 1 YR
Infiltration - Rate - Maximum Positive
Maximum Positive
Scenario Infiltration Rate Time
Rank Number (ft3/s) (hours) Description
1 9 0.3922 13.280 Post Basin 1A (To Pond) - 10yr, 24 hr ev...
2 6 0.2023 15.320 Post Basin 1 A (To Pond) - 1 yr, 24 hr event
3 1 Not Available Not Available PRE POA 1 (Pre Basin 1) - 1 yr, 24 hr ev...
4 2 Not Available Not Available PRE POA 1 (Pre Basin 1) - 10 yr, 24 hr e...
5 4 Not Available Not Available Pre Basin 1 A (For Volume) - 10 yr, 24 hr ...
6 7 Not Available Not Available Post Basin 1 B (Bypass) - 1 YR
7 8 Not Available Not Available POST BASIN TOTAL - 1 YR
8 10 Not Available Not Available Post Basin 1 B (Bypass) - 10 YR
9 11 Not Available Not Available POST BASIN TOTAL - 10 YR
Infiltration - Cumulative Volume - Maximum Positive
Maximum Positive
Cumulative
Scenario Infiltration Volume Time
Rank Number (ft3) (hours) Description
1 9 7139.5 87.853 Post Basin 1 A (To Pond) - 10yr, 24 hr ev...
2 6 4339.9 31.973 Post Basin 1 A (To Pond) - 1 yr, 24 hr event
3 1 Not Available Not Available PRE POA 1 (Pre Basin 1) - 1 yr, 24 hr ev...
4 2 Not Available Not Available PRE POA 1 (Pre Basin 1) - 10 yr, 24 hr e...
5 4 Not Available Not Available Pre Basin 1A (For Volume) - 10 yr, 24 hr ...
6 7 Not Available Not Available Post Basin 1 B (Bypass) - 1 YR
7 8 Not Available Not Available POST BASIN TOTAL - 1 YR
8 10 Not Available Not Available Post Basin 1 B (Bypass) - 10 YR
9 11 Not Available Not Available POST BASIN TOTAL - 10 YR
Temple of the High Country 05-24-2011 12:30:03 Page 12
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Sort-By-Cateclorv Report (cont'd.)
Infiltration - Cumulative Volume - End of Simulation
Cumulative
Infiltration Volume
Scenario End Of Simulation Time
Rank Number (ft3) (hours) Description
1 9 7139.5 125.000 Post Basin 1 A (To Pond) - 10yr, 24 hr ev...
2 6 4339.9 125.000 Post Basin 1 A (To Pond) - 1 yr, 24 hr event
3 1 Not Available Not Available PRE POA 1 (Pre Basin 1) - 1 yr, 24 hr ev...
4 2 Not Available Not Available PRE POA 1 (Pre Basin 1) - 10 yr, 24 hr e...
5 4 Not Available Not Available Pre Basin 1A (For Volume) - 10 yr, 24 hr...
6 7 Not Available Not Available Post Basin 1 B (Bypass) - 1 YR
7 8 Not Available Not Available POST BASIN TOTAL - 1 YR
8 10 Not Available Not Available Post Basin 1 B (Bypass) - 10 YR
9 11 Not Available Not Available POST BASIN TOTAL - 10 YR
Discharge - Rate - Maximum Positive
Maximum Positive
Scenario Discharge Rate Time
Rank Number (ft3/s) (hours) Description
1 2 7.1976 12.071 PRE POA 1 (Pre Basin 1) - 10 yr, 24 hr e...
2 11 6.7997 12.067 POST BASIN TOTAL - 10 YR
3 10 5.3872 12.053 Post Basin 1 B (Bypass) - 10 YR
4 4 2.4036 12.046 Pre Basin 1 A (For Volume) - 10 yr, 24 hr ...
5 9 1.5550 12.107 Post Basin 1 A (To Pond) - 10yr, 24 hr ev...
6 1 1.1270 12.071 PRE POA 1 (Pre Basin 1) - 1 yr, 24 hr ev...
7 7 0.9317 12.067 Post Basin 1 B (Bypass) - 1 YR
8 8 0.9317 12.067 POST BASIN TOTAL - 1 YR
9 6 None N.A. Post Basin 1A (To Pond) - 1yr, 24 hr event
Discharge - Cumulative Volume - Maximum Positive
Maximum Positive
Cumulative
Scenario Discharge Volume Time
Rank Number (ft3) (hours) Description
1 2 21292.8 24.733 PRE POA 1 (Pre Basin 1) - 10 yr, 24 hr ...
2 11 20353.9 24.640 POST BASIN TOTAL - 10 YR
3 10 14937.4 24.627 Post Basin 1 B (Bypass) - 10 YR
4 4 6713.8 24.657 Pre Basin 1A (For Volume) - 10 yr, 24 hr...
5 9 5407.8 24.053 Post Basin 1 A (To Pond) - 10yr, 24 hr ev...
6 1 4025.0 24.733 PRE POA 1 (Pre Basin 1) - 1 yr, 24 hr e...
7 7 2945.7 24.653 Post Basin 1 B (Bypass) - 1 YR
8 8 2945.7 24.653 POST BASIN TOTAL - 1 YR
9 6 None N.A. Post Basin 1A (To Pond) - 1yr, 24 hr event
Temple of the High Country 05-24-2011 12:30:03 Page 13
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Sort-By-Category Report (cont'd.)
Discharge - Cumulative Volume - End of Simulation
Cumulative
Discharge Volume
Scenario End Of Simulation Time
Rank Number (ft3) (hours) Description
1 2 21292.8 168.796 PRE POA 1 (Pre Basin 1) - 10 yr, 24 hr ...
2 11 20353.9 125.000 POST BASIN TOTAL - 10 YR
3 10 14937.4 125.000 Post Basin 1 B (Bypass) - 10 YR
4 4 6713.8 168.684 Pre Basin 1A (For Volume) - 10 yr, 24 hr...
5 9 5407.8 125.000 Post Basin 1A (To Pond) - 10yr, 24 hr ev...
6 1 4025.0 168.796 PRE POA 1 (Pre Basin 1) - 1 yr, 24 hr e...
7 7 2945.7 125.000 Post Basin 1 B (Bypass) - 1 YR
8 8 2945.7 125.000 POST BASIN TOTAL - 1 YR
9 6 0.0 125.000 Post Basin 1A (To Pond) - 1yr, 24 hr event
Temple of the High Country 05-24-2011 12:30:03 Page 14
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Summary of Results :: Scenario 1 :: PRE POA 1 (Pre Basin 1) - 1 yr, 24 hr event
Time Stage Rate Volume
__hours) t (daturn)_ ft3/s _ _fta_
Stage
Minimum Not Available Not Available
Maximum Not Available Not Available
Inflow
Rate - Maximum - Positive 12.071 1.1270
Rate - Maximum - Negative 24.764 0.0000
Cumulative Volume - Maximum Positive 24.733 4025.0
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 168.796 4025.0
Infiltration
Rate - Maximum - Positive Not Available Not Available
Rate - Maximum - Negative Not Available Not Available
Cumulative Volume - Maximum Positive Not Available Not Available
Cumulative Volume - Maximum Negative Not Available Not Available
Cumulative Volume - End of Simulation Not Available Not Available
Combined Discharge
Rate - Maximum - Positive 12.071 1.1270
Rate - Maximum - Negative 24.764 0.0000
Cumulative Volume - Maximum Positive 24.733 4025.0
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 168.796 4025.0
Discharge Structure 1 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Discharge Structure 2 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Discharge Structure 3 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Pollution Abatement:
36 Hour Stage and Infiltration Volume N.A. N.A. N.A.
72 Hour Stage and Infiltration Volume N.A. N.A. N.A.
Temple of the High Country 05-24-2011 12:30:03 Page 15
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
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Temple of the High Country 05-24-2011 12:30:04 Page 16
(,11) sewnlOA an1}eInwn3
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
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Temple of the High Country 05-24-2011 12:30:04 Page 17
(wnlep 11) uol}ena13 a6e}S
0 0 0 0 0 0 0 0 0 0 0 0
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Summary of Results :: Scenario 2 :: PRE POA 1 (Pre Basin 1) - 10 yr, 24 hr event
Time Stage Rate Volume

Stage
Minimum Not Available Not Available
Maximum Not Available Not Available
Inflow
Rate - Maximum - Positive 12.071 7.1976
Rate - Maximum - Negative 24.764 0.0000
Cumulative Volume - Maximum Positive 24.733 21292.8
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 168.796 21292.8
Infiltration
Rate - Maximum - Positive Not Available Not Available
Rate - Maximum - Negative Not Available Not Available
Cumulative Volume - Maximum Positive Not Available Not Available
Cumulative Volume - Maximum Negative Not Available Not Available
Cumulative Volume - End of Simulation Not Available Not Available
Combined Discharge
Rate - Maximum - Positive 12.071 7.1976
Rate - Maximum - Negative 24.764 0.0000
Cumulative Volume - Maximum Positive 24.733 21292.8
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 168.796 21292.8
Discharge Structure 1 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Discharge Structure 2 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Discharge Structure 3 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Pollution Abatement:
36 Hour Stage and Infiltration Volume N.A. N.A. N.A.
72 Hour Stage and Infiltration Volume N.A. N.A. N.A.
Temple of the High Country 05-24-2011 12:30:04 Page 18
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
(wnlep 11) UOIIen013
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Temple of the High Country 05-24-2011 12:30:04 Page 19
(ell) sawnlOA anilelnwno
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
(wnjep :U) UOIIBA813 afie}S

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Temple of the High Country 05-24-2011 12:30:05 Page 20
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Summary of Results :: Scenario 4 :: Pre Basin 1A (For Volume) - 10 yr, 24 hr event
Time Stage Rate Volume
(hours)_ _(ftdatu? ft3/s)
Stage
Minimum Not Available Not Available
Maximum Not Available Not Available
Inflow
Rate - Maximum - Positive 12.046 2.4036
Rate - Maximum - Negative None None
Cumulative Volume - Maximum Positive 24.657 6713.8
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 168.684 6713.8
Infiltration
Rate - Maximum - Positive Not Available Not Available
Rate - Maximum - Negative Not Available Not Available
Cumulative Volume - Maximum Positive Not Available Not Available
Cumulative Volume - Maximum Negative Not Available Not Available
Cumulative Volume - End of Simulation Not Available Not Available
Combined Discharge
Rate - Maximum - Positive 12.046 2.4036
Rate - Maximum - Negative None None
Cumulative Volume - Maximum Positive 24.657 6713.8
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 168.684 6713.8
Discharge Structure 1 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Discharge Structure 2 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Discharge Structure 3 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Pollution Abatement:
36 Hour Stage and Infiltration Volume N.A. N.A. N.A.
72 Hour Stage and Infiltration Volume N.A. N.A. N.A.
Temple of the High Country 05-24-2011 12:30:05 Page 21
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
(wnlep 11) UOIIBA013
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Temple of the High Country 05-24-2011 12:30:05 Page 22
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
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Temple of the High Country 05-24-2011 12:30:06 Page 23
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Summary of Results :: Scenario 6 :: Post Basin 1A (To Pond) - 1yr, 24 hr event
Time Stage Rate Volume
_(hours) eft datums ft3LSI_
Stage
Minimum 0.000 3269.00
Maximum 12.573 3271.43
Inflow
Rate - Maximum - Positive 12.013 1.7517
Rate - Maximum - Negative None None
Cumulative Volume - Maximum Positive 24.320 4339.9
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 125.000 4339.9
Infiltration
Rate - Maximum - Positive 15.320 0.2023
Rate - Maximum - Negative None None
Cumulative Volume - Maximum Positive 31.973 4339.9
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 125.000 4339.9
Combined Discharge
Rate - Maximum - Positive None None
Rate - Maximum - Negative None None
Cumulative Volume - Maximum Positive None None
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 125.000 0.0
Discharge Structure 1 - simple weir
Rate - Maximum - Positive None None
Rate - Maximum - Negative None None
Cumulative Volume - Maximum Positive None None
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 125.000 0.0
Discharge Structure 2 - simple orifice
Rate - Maximum - Positive None None
Rate - Maximum - Negative None None
Cumulative Volume - Maximum Positive None None
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 125.000 0.0
Discharge Structure 3 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Pollution Abatement:
36 Hour Stage and Infiltration Volume N.A. N.A. N.A.
72 Hour Stage and Infiltration Volume N.A. N.A. N.A.
Temple of the High Country 05-24-2011 12:30:06 Page 24
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
(wnlep 11) UOIIena13
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Temple of the High Country 05-24-2011 12:30:06 Page 25
(£11) sewnIOA anlleinwno
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
(wn;ep 11) UOIIBA913 afie3S
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Temple of the High Country 05-24-2011 12:30:07 Page 26
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PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
0
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Temple of the High Country 05-24-2011 12:30:08 Page 27
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Summary of Results :: Scenario 7 :: Post Basin 1B (Bypass) - 1 YR
Time Stage Rate Volume
Jhours) ft datuml_ (ft3/s) ?ftj
Stage
Minimum Not Available Not Available
Maximum Not Available Not Available
Inflow
Rate - Maximum - Positive 12.067 0.9317
Rate - Maximum - Negative 24.653 0.0000
Cumulative Volume - Maximum Positive 24.653 2945.7
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 125.000 2945.7
Infiltration
Rate - Maximum - Positive Not Available Not Available
Rate - Maximum - Negative Not Available Not Available
Cumulative Volume - Maximum Positive Not Available Not Available
Cumulative Volume - Maximum Negative Not Available Not Available
Cumulative Volume - End of Simulation Not Available Not Available
Combined Discharge
Rate - Maximum - Positive 12.067 0.9317
Rate - Maximum - Negative 24.653 0.0000
Cumulative Volume - Maximum Positive 24.653 2945.7
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 125.000 2945.7
Discharge Structure 1 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Discharge Structure 2 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Discharge Structure 3 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Pollution Abatement:
36 Hour Stage and Infiltration Volume N.A. N.A. N.A.
72 Hour Stage and Infiltration Volume N.A. N.A. N.A.
Temple of the High Country 05-24-2011 12:30:08 Page 28
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
(wnlep 11) UOIJeAGG
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Temple of the High Country 05-24-2011 12:30:08 Page 29
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(.11) sewnIOA anllslnwno
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
(wnlep 11) UOIIBA813 OBBIS
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Temple of the High Country 05-24-2011 12:30:09 Page 30
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Summary of Results :: Scenario 8 :: POST BASIN TOTAL - 1 YR
Time Stage Rate Volume
___(hourS ?t datums (ft3/s) _ _ft3_
Stage
Minimum Not Available Not Available
Maximum Not Available Not Available
Inflow
Rate - Maximum - Positive 12.067 0.9317
Rate - Maximum - Negative 24.653 0.0000
Cumulative Volume - Maximum Positive 24.653 2945.7
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 125.000 2945.7
Infiltration
Rate - Maximum - Positive Not Available Not Available
Rate - Maximum - Negative Not Available Not Available
Cumulative Volume - Maximum Positive Not Available Not Available
Cumulative Volume - Maximum Negative Not Available Not Available
Cumulative Volume - End of Simulation Not Available Not Available
Combined Discharge
Rate - Maximum - Positive 12.067 0.9317
Rate - Maximum - Negative 24.653 0.0000
Cumulative Volume - Maximum Positive 24.653 2945.7
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 125.000 2945.7
Discharge Structure 1 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Discharge Structure 2 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Discharge Structure 3 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Pollution Abatement:
36 Hour Stage and Infiltration Volume N.A. N.A. N.A.
72 Hour Stage and Infiltration Volume N.A. N.A. N.A.
Temple of the High Country 05-24-2011 12:30:10 Page 31
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
(wn;ep 11) UOIIBA013
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Temple of the High Country 05-24-2011 12:30:10 Page 32
M CV N r r
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PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
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Temple of the High Country 05-24-2011 12:30:11 Page 33
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Summary of Results :: Scenario 9 :: Post Basin 1A (To Pond) - 10yr, 24 hr event
Time Stage Rate Volume
(hours __jtdatums _ ?ft3/s) I'V
Stage
Minimum 0.000 3269.00
Maximum 12.107 3272.90
Inflow
Rate - Maximum - Positive 12.000 4.7207
Rate - Maximum - Negative None None
Cumulative Volume - Maximum Positive 24.320 12547.3
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 125.000 12547.3
Infiltration
Rate - Maximum - Positive 13.280 0.3922
Rate - Maximum - Negative None None
Cumulative Volume - Maximum Positive 87.853 7139.5
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 125.000 7139.5
Combined Discharge
Rate - Maximum - Positive 12.107 1.5550
Rate - Maximum - Negative None None
Cumulative Volume - Maximum Positive 24.053 5407.8
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 125.000 5407.8
Discharge Structure 1 - simple weir
Rate - Maximum - Positive 12.107 0.5048
Rate - Maximum - Negative None None
Cumulative Volume - Maximum Positive 12.587 484.6
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 125.000 484.6
Discharge Structure 2 - simple orifice
Rate - Maximum - Positive 12.107 1.0502
Rate - Maximum - Negative None None
Cumulative Volume - Maximum Positive 24.053 4923.2
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 125.000 4923.2
Discharge Structure 3 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Pollution Abatement:
36 Hour Stage and Infiltration Volume N.A. N.A. N.A.
72 Hour Stage and Infiltration Volume N.A. N.A. N.A.
Temple of the High Country 05-24-2011 12:30:11 Page 34
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
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Temple of the High Country 05-24-2011 12:30:11 Page 35
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
(wnlep 4) uOllen013 e6e)S
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Temple of the High Country 05-24-2011 12:30:12 Page 36
LO It It co co N N p
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PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
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Temple of the High Country 05-24-2011 12:30:13 Page 37
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Summary of Results :: Scenario 10 :: Post Basin 1B (Bypass) - 10 YR
Time Stage Rate Volume
Lhours)___ eft datums ft3/s? -- t3l
Stage
Minimum Not Available Not Available
Maximum Not Available Not Available
Inflow
Rate - Maximum - Positive 12.053 5.3872
Rate - Maximum - Negative 24.653 0.0000
Cumulative Volume - Maximum Positive 24.627 14937.4
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 125.000 14937.4
Infiltration
Rate - Maximum - Positive Not Available Not Available
Rate - Maximum - Negative Not Available Not Available
Cumulative Volume - Maximum Positive Not Available Not Available
Cumulative Volume - Maximum Negative Not Available Not Available
Cumulative Volume - End of Simulation Not Available Not Available
Combined Discharge
Rate - Maximum - Positive 12.053 5.3872
Rate - Maximum - Negative 24.653 0.0000
Cumulative Volume - Maximum Positive 24.627 14937.4
Cumulative Volume - Maximum Negative None None
Cumulative Volume - End of Simulation 125.000 14937.4
Discharge Structure 1 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Discharge Structure 2 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Discharge Structure 3 - inactive
Rate - Maximum - Positive disabled disabled
Rate - Maximum - Negative disabled disabled
Cumulative Volume - Maximum Positive disabled disabled
Cumulative Volume - Maximum Negative disabled disabled
Cumulative Volume - End of Simulation disabled disabled
Pollution Abatement:
36 Hour Stage and Infiltration Volume N.A. N.A. N.A.
72 Hour Stage and Infiltration Volume N.A. N.A. N.A.
Temple of the High Country 05-24-2011 12:30:13 Page 38
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
(wnlep 1j) UOlaen913
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Temple of the High Country 05-24-2011 12:30:13 Page 39
(Elj) sewnIOA anijelnwno
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
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Temple of the High Country
05-24-2011 12:30:14 Page 40
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
Summary of Results
Stage
Minimum
Maximum
Inflow
Time Stage Rate Volume
---?°urs--- _(ft datum __ ?t?--
Not Available
Not Available
Rate - Maximum - Positive 12
067
Rate - Maximum - Negative .
24.653
Cumulative Volume - Maximum Positive 24
640
Cumulative Volume - Maximum Negative .
None
Cumulative Volume - End of Simulation 125.000
Infiltration
Rate - Maximum - Positive Not Available
Rate - Maximum - Negative Not Available
Cumulative Volume - Maximum Positive Not Available
Cumulative Volume - Maximum Negative Not Available
Cumulative Volume - End of Simulation Not Available
Combined Discharge
Rate - Maximum - Positive
Rate - Maximum - Negative
Cumulative Volume - Maximum Positive
Cumulative Volume - Maximum Negative
Cumulative Volume - End of Simulation
Discharge Structure 1 - inactive
Rate - Maximum - Positive
Rate - Maximum - Negative
Cumulative Volume - Maximum Positive
Cumulative Volume - Maximum Negative
Cumulative Volume - End of Simulation
Discharge Structure 2 - inactive
Rate - Maximum - Positive
Rate - Maximum - Negative
Cumulative Volume - Maximum Positive
Cumulative Volume - Maximum Negative
Cumulative Volume - End of Simulation
Discharge Structure 3 - inactive
Rate - Maximum - Positive
Rate - Maximum - Negative
Cumulative Volume - Maximum Positive
Cumulative Volume - Maximum Negative
Cumulative Volume - End of Simulation
Pollution Abatement:
36 Hour Stage and Infiltration Volume
72 Hour Stage and Infiltration Volume
Scenario I I :: POST BASIN TOTAL - 10 YR
12.067
24.653
24.640
None
125.000
disabled
disabled
disabled
disabled
disabled
disabled
disabled
disabled
disabled
disabled
disabled
disabled
disabled
disabled
disabled
N.A.
N.A.
Not Available
Not Available
6.7997
0.0000
20353.9
None
20353.9
Not Available
Not Available
Not Available
Not Available
Not Available
6.7997
0.0000
20353.9
None
20353.9
disabled
disabled
disabled
disabled
disabled
disabled
disabled
disabled
disabled
disabled
disabled
disabled
disabled
disabled
disabled
N.A.
N.A.
N.A.
N.A.
Temple of the High Country
05-24-2011 12:30:15 Page 41
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
(wnlep;j) UOIIUAG13
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Temple of the High Country
05-24-2011 12:30:15 Page 42
(Ell) sawnlOA anijejnwnC)
PONDS Version 3.3.0229
Retention Pond Recovery - Refined Method
Copyright 2008
Devo Seereeram, Ph.D., P.E.
(wnlep :4) UOIIen913 OBBIS
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