HomeMy WebLinkAbout11-09 Emmanuel Baptist Church - Gainesboro - BackfileComme
nt Sheets:
GIS
Sanitation Authority
Inspections ✓
Public Works ✓
Parks & Rec_
v
SITE PLAN TRACKING SHEET
VDOT
Winchester
Stephens City
Middletown
Airport X
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One copy of Site Plan application form
L — Payment of site plan review fee
OPEN FILE:
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CLOSE FILE:
One reproducible copy of Site Plan
File Opened
Reference Manual updated/number assigned
D-base updated
Application Action Summary updated
O Approved (or denied) letter mailed to applicant/copy to file and cc's / 7
% O File stamped "approved", "denied" or "withdrawn"
Q Reference Manual updated
D-base updated
Application Action Summary updated
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Department of Planning and Development
540/665-5651
FAX: 540/665-6395
Ms. Joanne Maidens
Patton Harris Rust & Associates, PC
117 E. Piccadilly Street, Suite 200
Winchester, Virginia 22601
Re: Approval of Site Plan #11-09; Emmanuel Baptist Church Expansion (Phase 1 Only)
Property Identification Number (PIN): 52-A-72
Dear Joanne:
The above -referenced site plan Nvas approved on July 7, 2009. The site plan is approved for the Phase 1 expansion
of the existing Emmanuel Baptist Church located on Northwestern Pike in the Gainesboro Magisterial District.
Required site improvements consist of the following:
Phase 1 Evpanslon
• 1 1,671sf multipurpose building (gym, relocated kitchen and office areas) and lobby expansion.
• Restriping of the parking area for handicap spaces and additional sidewalks as shown on sheet 3.
• Landscaping as shown on sheet 7 of the plan.
Phase 2 Expansion
• 7,040sf sanctuary expansion.
• Construction/expansion of the parking areas to provide the site with a total of 167 spaces (including six
handicap accessible), including sidewalks, landscaped islands, striping, and handicap access.
• Landscaping as shown on sheet 8 of the plan.
Please note that the Phase 2 expansion NN,ill not be approved until Phase 2 of the site plan has been approved
by the Frederick County Sanitation Authority.
i am providing you with four (4) copies of the approved site plan. Please forward these copies to the appropriate
representative(s). Furthermore, advise the owner(s) that a copy should be kept for future reference, and an
approved copy must be kept on the construction site throughout the development process. Once site development
is complete, the owner(s) should contact this office to schedule an on -site inspection. Do not hesitate to contact me
if you have any questions or concerns.
Sincerely,
Candice E. Perkins, AICP
Senior Planner
CEP/bad
Attachments
cc: Jane Anderson, Real Estate
Gary Dove, Gainesboro District Supervisor
Charles Triplett and George Kriz, Gainesboro District Planning Commissioners
Emmanuel Baptist Church, 2774 Northwestern Pike, Winchester, VA 22603
107 North Kent Street, Suite 202 a Winchester, Virginia 22601-5000
Patton Harris Rust & Associates
Engineers. Surveyors. Planners. Landscape Architects.
R+A
117 East Piccadilly Street
Winchester, Virginia 22601
PH
T 540.667.2139
F 540.665.0493
To:
From:
Date:
Project Name/Subject:
PHR+A Project file Number
cc:
Candice Perkins, Frederick County Planni
Joanne Maidens
June 22, 2009
Eirunanuel Baptist Church
14505-1-0
C�
J U N 2 3 2009
I
Memorandum
Candice,
Please find attached agency approvals and six signed and sealed copies of the Enunanuel Baptist Church Plan for
your approval.
If you have any questions, please feel free to call me.
Thank you.
Joanne M. Maidens
f of 2 t_ 0
From: Funkhouser, Rhonda [Rhonda.Funkhouser@VDOT.Virginia.gov] on behalf of Smit at hew,
P.E. [Matthew.Smith@vdot.virginia.gov]
Sent: Monday, June 01, 2009 2:49 PM
To: Joanne M. Maidens
Cc: Smith, Matthew, P.E.; John Bishop; Hoffman, Gregory
Subject: Emmanuel Baptist Church - Route 50, Frederick County
We have received your revised site plan dated May 15, 2009 for the referenced project. It
appears all of our earlier review comments have been satisfactorily addressed. Please
advise the owner of our approval. Also please provide four (4) sets of approved
construction plans with signed seal for VDOT distribution.
The appropriate land use permit may now be applied for to cover work within the Route 50
right-of-way. The permit is issued by this office and will require a minimum processing
fee, surety bond coverage, and the salary & expenses of a State assigned Inspector. A
copy of any/all recorded plats of dedication for drainage easements or additional right-
of-way required for implementation of this proposed project should be provided to VDOT
prior to issuance of any land use permits. Dedication should be made to the Commonwealth
of Virginia.
Once satisfactory application has been made, a permit will normally take approximately
thirty days to process and issue. Should you have any questions, do not hesitate to call.
Matthew B. Smith, P.E.
Residency Staff Engineer
VDOT - Edinburg Residency
14031 Old Valley Pike
Edinburg, VA 22824
Phone tt (540) 984-5615
Fax 'it (540) 984-5607
1
• 1(tk0r-wV
Request for Site Plan Comments
Frederick County Inspections Department
Ma V. Hand deliver to:
Frederick County Inspections Dept. 107 N. Kent St.
Attu: Building Official Fourth Floor
107 N• Kent Street Winchester, VA 22601
Winchester, VA 22601 (540) 665-5650
(540) 665-5650
Please fill out the information as accurately as possible in order to assist the agency with their review.
Please attach one (1) copy of the site plan with this sheet.
Applicant's Name: Patton Hams Rust & Associates
Address: c/o Ronald A. Mislowsky
117 E: Piccadilly Street
Winchester, VA 22601
Phone Number: (540) 667-2139
Name of development and/or description of the request: Emmanuel Baptist Church
Location of property: .
Northwestern Pike
Inspections pevelopment's Comments: a mr
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Frederick County Engineerili� Department
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Bail to
,rederick County Engineering Dept.
kttn Director of Engineering
07 N Kent Street
Nulchester VA 22601
540) 665 5643
Hand deliver to
107 N 'Kent St
Fourth Floor
Winchester VA
(540) 665 5643
'lease fill out the. information as accurately as possible in order to assist the agency with their review
'lease attach two (2) copies of the site plan with,.this sheet.
kpphcant s Name Patton Harris Rust & Associates
kddress c/o Joanne Maidens
117 E Piccadilly Street
Winchester, VA 22601
'hone Number (540) 667 2139
,name of development and/or description of the request Emmanuel Baptist Church
ocahon of property- Northwestern Pike
engineering epartinent s' Comments 2
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RECEVED
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From:LIFESAFE
03/02/2009
17:18 #723 P.001/001
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Control number
Date received
Date reviewed
Date Revised
sP09-0009
2/26/2009
3/2/2009
Project Name
Applicant
Emmanuel Baptist Church
Patton Harris Rust & Associates
Address
City
Slate Zip
Applicant Phone
117 E Piccadilly Street
Winchester
VA 22601
540.667.2139
Type Application
Tax ID Number
Fire pistrict Rescue District
Site Plan
52-A-72
15 15
Current Zoning
RA n: _
Automatic Sprinkler System
Yes
Other recommendation
Emergency Vehicle Access
Adequate
Siamese Location
Not Identified
Emergency Vehicle Access Comments
Access Comments
Additional Comments
Plan Approval Recommended
Yes
Automatic Fire Alarm System
Yes
Hydrant Location
Not Identified
Roadway/Aisleway Width
Not Identified
Reviewed By Signature
J. Neal
Title
Election District
Gainesboro
Residential Sprinkler System
No
Fire Lane Required
No
Special Hazards
No
0 Site Plan Comments
Frederick County -Winchester Health Department
Mail to:
Frederick -Winchester Health Dept.
Attn: Sanitation Engineer
107 N. Kent St., Suite 201
Winchester, VA 22601
(540) 722-3480
Hand deliver to:
107 N. Kent St.
Suite 201
Winchester, VA
(540) 722-3480
Please fill out the information as accurately as possible in order to assist the agency with their review.
Please attach one (1) copy of the site plan with this sheet.
Applicant's Name:
Address:
Phone Number:
Pnttnn Harris Rust & Associates
�/n Joanne Maidens
117 E. Piccadilly Street
Winchester, VA 22601
(540) 667-2139
Name of development and/or description of the request: Emmanuel Baptist Church
Location of property:
Health Dept's Comments:
14ealth Depl. use only
Date revision received vi�!G Date approved � ?�
Date received C w
Incomplete Incomplete
Date, reviewed , y .z3 f. Date re, ie ed
Signature,and.Dafe
Signature and Rafe (revision).
Northwestern Pike
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Lord Fairfax Health District
Frederick / Winchester Environmental Health
- (F d TU A V 107 North Kent Street - Suite # 201 - - VIRGINIA
�J 111 ti(� Winchester, Virginia 22601 DEPARTMENT
EALTH DISTRICT Tel. (540) 722-3480 - Fax (540) 722-3479 OF HEALTH
www.vdh.vireinia gov Protecting You and Your Environment
To: Mark Cheran -Planning and Zoning
From: Scott Fincham - Env. Health Department MEIVIOI2ANDUM
Date: February 25, 2008
e9
RE: Emmanuel Baptist Church Project Comments
Several meetings with the Emmanuel Baptist Church representatives have led the Health
Department to believe that there will be no increase in water usage to the Church's
existing drainifelds. The Phase One proposal from Patton Harris Rust and Associates
shows a new multipurpose room being built, new bathrooms and a small kitchen being
relocated. The Phase One plans due not include an expansion in the sanctuary or an
expansion in the kitchen size. The Emmanuel Baptist Church also hired an Authorized
Onsite Soil Evaluator to review the existing drainfields conditions and for possible future
drainfreld expansion. The AOSE found no signs of failure and was able to locate a 150%
reserve site for the existing fields.
The following comments were addressed to the Immanuel Baptist Church and their
representatives:
I. This approval is not for the future Phase 2 project
2. Buildings can not be located closer than 50' from the existing wells unless treated
with Bora-Care as described on page 3 of the submitted plans
I The kitchen rough in was approved but can not be used until Phase 2 is approved.
4. The reserve site proposed by AOSE Bruce Legge will be approved as a
certification letter and should be recorded in the county clerks office to be used in
the future if the existing systems have any failure
5. The church will continue to rotate effluent between the drainfields every 6 months
6. Although not required, the Department would highly recommend that the church
have their private well tested for Total Coliform on a quarterly basis
Nitrate/Nitrite (Total Nitrogen) test annually
The Frederick County Health Department has no objections to the Phase One
construction project described in the attached letter.
Please call me if you have any questions.
Cc: Jonathan Welling
Bruce Legge
Pastor Steven Rebert
r
,,'Harris Rust & Associates
,ers. Surveyors. Planners. Landscape Architects.
PHA
117 East Piccadilly Street
Winchester, Virginia 22601
T 540.667.2139
F 540.665.0493
To: Scott Fincham
Organization/Company:
From:
Frederick County Health Department
Ron
Date: February 7, 2008
Project Name/Subject: Emmanuel Baptist Church
CC: Marls Cheran
Bruce Legge, Marsh and Legge
Tony Foreman, Foreman Builders
�9qD R1610-2-,
Memorandum
On Wednesday, 6 February 2006 the writer, Bruce Legge, Mark Legge and representatives of the Emmanuel
Baptist Church met with Scott Fincham to review the site plan for expansion of the church. The development
plan, which is attached here, shows a phase one multipurpose room and a phase two sanctuary.
The Church's sewage disposal system currently alternates discharges to two drainfields. Each field is used for a
six month period. The flow to the fields includes restrooms and a kitchen area with two sinks and a dishwasher.
The kitchen is infrequently used and the Church does not hold public events which require kitchen use. Bruce
Legge has inspected the fields and determined that, under this arrangement, the fields have performed well. The
Health Department has agreed with Brace's finding.
Phase one will include an 8,440 sf multipurpose room and relocation of the kitchen area. The Church plans to
relocate the two sinks and dishwasher from the existing kitchen to the new building and will also rough in hook-
ups for two additional sinks and another dishwasher. Phase Two will finalize the kitchen expansion and also
include expansion of the sanctuary to 546 total seats.
Bruce Legge has also prepared a drip disposal design on a 150% reserve area that has been approved by the
Health Department. With the dedication of the field easements and Health Department certification on this
reserve area, we understand that the Health Department will allow the phase one expansion on the current U
sewage disposal drainfield configuration, including the relocation of the existing two sinks and dishwasher. The SI'
Health Department will also allow the rough in of the piping to support two additional sinks and a dishwasher,2/=Z/6",-
Installation of the additional sinks and dishwasher and construction of the Phase 2 sanctuary expansion will not
be allowed until the Church connects to a public gravity sewer system, or obtains additional Health Department
approval for an onsite sewage disposal system.
As these conditions are contained on site plan SP 67-06, last revised on 18 December 2007, we request the
Health Department indicate their approval on the attached County review form and forward to Mr. Mark
Cheran, Zoning Administrator.
If you have any questions, please let me know.
Patton Harri'*'st & Associates
•
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9 June 2009
-Ms. Candice Perkins, AICP
Frederick County Planning
107 North Kent Street
Winchester, Virginia 22601
RE: Emmanuel Baptist Church
Site Plan #11-09
Dear Candice,
JUN " 2009
We offer the following in response to your review comments dated April 6, 2009.
1) Site Plan A, P#cation. 7 he site plan app#calion subiviaed n;as not signed; a signed
application needs to be provided
A signed application is attached.
2) Health Systenl. Phase 1 of Site Plan #67-06 » )as for an 8,440 f 1mrlliprnpose building
(g}v» and relocated kitchen) and Phase 2 n)as for a 12,880 f sanct«aq� Indicate if the
exislilg health D stellr on the site will be able to accommodate the 11,617 sf sanctua y
addition.
The I-Iealtli Department has approved the plans.
3) Phase I and 2 Paiking and Uses. The site needs to show the nru»ber of seats for the
proposed sanct«aq, and the applicable parkiq spaces requir-ed along pith the proposed use
of the existing b«ilrlings with the relocated sanctltay (once, day care etc). Parkin
calculations need to be provided for each use in the slrrrctrne.
The parking has been revised. No day care facility is proposed with this plan.
4) Phase I Plan. All sfruc/rues and ltses need to be labeled as indicated on sheet 3. The
paiking area shorr lr behind the church cli� rs from n hal leas sholl�ll as ex-islllrg on SP 67
06.
The labels have been added.
3) Sidenlalk. The sidenlalk should be extended as indicated on sheet 3.
The sidewalk leas been extended.
6) Notes. There are !rotes on sheet 3 that no lolrger match what is being proposed.
Note has been revised.
7) Landscaping. The er,ergreen lives along the nvslem property, line should be provided n4th
the phase 1 landscaping.
Tlie landscaping has been revised.
u
•
Enclosed is one copy of the revised site plan. Please call if you have any questions.
Sincerely,
PATTON HAR IS RUST & ASSOCIATES
"�i
anne M. Maidens
Nf1Nd/kf
Hp Endosure
SITE PLAN APPLICATION
Department of Planning and Developnicnt Use only.
Date application received Application #
Complete. Date of acceptance
Incomplete. Date of return.
1. Project Title:
Emmanuel Baptist Church
2. Location of Property:
2774 Northwestern Pike
(Address):
3. Property Owner:
Emmanuel Baptist Church
Address:
2774 Northwestern Pike
Winchester, VA 22603
Telephone:
540.667.8924
4. Applicant/Agent:
Patton Harris Rust & Associates
Address:
1 17 E. Piccadilly Street
Winchester, VA 22601
Telephone:
540.667.2139
5. Designer:
Patton Harris Rust & Associates
Address:
117 E. Piccadilly Street
Winchester, VA 22601
Telephone:
540.667.2139
Contact:
Joanne Maidens
1011-iinor'
X
6a.
Is this a standard site plan?
Stancli rc Minor
6b.
Is this an original or revised site plan?
Original Revised X
7a.
Total acreage of parcel to be developed:
4.0
7b.
Total acreage of parcel:
9.78
8.
Property Information:
a)
Property Identification Number;
52-A-72
b)
Current Zoning
RA
c)
Present Use:
Church
(1)
Proposed Use:
Church
e)
Adjoining Property Use(s)
Residential, Commercial
f)
Adjoining Property Identification Number (s)
52-A-61, 52-A-66, 52-A-68, 52-A-71, 52-A-73,
52-A-74, 52-A-76, 52-A-77A, 52-A-78, 52-A-
79, 52-A-80, 52-A-81, 52-A-82, 52-A-83, 52-A-
84
g)
Magisterial District (s)
Galnesboro
I have
read the material included in this package and
Understand what is required by the Frederick
County
Planning Department. I also understand that all
required material will be complete prior to the
submission
of Illy site plan.
Slgllatlll'e
Date �/%
1�rLy jLl i� ������4�1�1J YiR1Cd'�
Department of Planning and Development
540/665-5651
FAX: 540/ 665-6395
April 6, 2009
Ms. Joamie Maidens
Patton Harris Rust & Associates, PC
117 E. Piccadilly Street, Suite 200
Winchester, Virginia 22601
Re: Review Comments for Site Plan 411-09; Emmanuel Baptist Church
Property Identification Number (PIN): 52-A-72
Dear Joanne:
Planning Staff has reviewed the above -referenced site plan to determine if administrative approval can
be granted. At this time, administrative approval cannot be granted. This site plan is denied until the
issues in this letter, as well as all issues of the other review agencies, have been adequately addressed.
Please review Staffs continents listed below and then prepare a revised site plan which adequately
addresses each concern.
Review Comments:
1) Site Plan Application. The site plan application submitted was not signed; a signed application
needs to be provided.
2) Health System. Phase 1 of Site Plan #67-06 was for an 8,440sf multipurpose building (gym and
relocated kitchen) and Phase 2 was for a 12,880sf sanctuary. Indicate if the existing health
system on the site will be able to accommodate the 11,617sf sanctuary addition.
3) Phase 1 and 2 Parking and Uses. The site plan needs to show the number of seats for the
proposed sanctuary and the applicable parking spaces required along with the proposed use of the
existing buildings with the relocated sanctuary (office, day care etc). Parking calculations need
to be provided for each use in the structure.
4) Phase 1 Plan. All structures and uses need to be labeled as indicted on sheet 3. The parking
area shown behind the church differs from what was shown as existing on SP 67-06.
5) Sidewalk. The sidewalk should be extended as indicated on sheet 3.
6) Notes. There are notes on sheet 3 that no longer match what is being proposed.
7) Landscaping. The evergreen trees along the western property line should be provided with the
phase 1 landscaping.
107 North Kent Street, Suite 202 • Winchester, Virginia 22601-5000
Ms. Joanne Maidens
Patton Harris Rust & Associates, PC
Re: Site Plan 411-09
April 6, 2009
After you have revised the site plan, please resubmit one copy so that I may verify the information
contained on the plan. I will need all approved review agency comment sheets and at least five copies of
the final plan for approval. Comment sheets are required from the following agencies: the Virginia
Department of Transportation, the Frederick County InsI)ections Department, the Frederick County
Engineer, the Frederick County Fire Marshal, dnd the Frederick County %lealth Department.
Do not hesitate to contact me if you have any questions or concerns regarding this letter.
Sincerely,
Candice E. Perkins, AICP
Senior Planner
Attachment
CEP/
cc: Emmanuel Baptist Church, 2774 Northwestern Pike, Winchester, VA 22603
F F P; 2 7 M9
SITE PLAN APPLICATION
Department of Planning and Development Use only.
Date application received *41 Application 11
Complete. Date of acceptance
Incomplete. Date of return.
1. Project Title:
Emmanuel Baptist Church
2. Location of Property:
2774 Northwestern Pike
(Address):
3. Property Owner:
Emmallt.lel Baptist Church
Address:
2774 Northwestern Pike
Winchester, VA 22603
Telephone:
540.667.8924
4. Applicant/Agent:
Patton Harris Rust & Associates
Address:
117 E. Piccadilly Street
Winchester, VA 22601
Telephone:
540.667.2139
5. Designer:
Patton Harris Rust & Associates
Address:
117 E. Piccadilly Street
Winchester, VA 22601
Telephone:
540.667.2139
Contact:
.Joanne Maidens
6a. Is this a standard oer minor' site plan?
6b. Is this an original or revised site plan?
7a. Total acreage of parcel to be developed:
7b. Total acreage of parcel:
8. Property Information:
a) Property Iclentification Number:
b) Current Zoning
c) Present Use:
d) Proposed Use:
e) Adjoining Property Use(s)
O Adjoining Property Identification Number (s)
Standard Minor X
Original Revised X
4.0
9.78
52-A-72
RA
Church
Church
Residential, Commercial
52-A-61, 52-A-66, 52-A-68, 52-A-71, 52-A-73,
52-A-74, 52-A-76, 52-A-77A, 52-A-78, 52-A-
79, 52-A-80, 52-A-81, 52-A-82, 52-A-83, 52-A-
84
g) Magisterial District (s) Uaincsboro
I have read the material included in this package and understand what is requirccl by the Frederick
County Planning Department. I also understand that all required material will be complete prior to the
submission of my site plan.
Signature
Date
C
L�
Request For Site Plan Comments
Department of PlanninI4 and Development
Mail to: Hand deliver to:
Department of Planning and Development 107 N. Kent St.
Attn: County Planncr Fourth Floor
107 N. Kent Street Winchester, VA
\Vinchcstcr, VA 22601 (540) 665-5651
(540) 665-5651
Please fill out the information as accurately as possible in order to assist the agency with their review.
Please attach two (2) copies of the site plan with this sheet.
Applicant's Name
Address:
Phone Number
Patton Harris Rust & Associates
c/o Joanne Maidens
117 E. Piccadilly St•eet
Winchester, VA 22601
(540) 667-2139
Name of development and/or description of the request: Emmanuel Baptist Church
Location of property: Northwestern Pike
Planning and Development's Comments:
Planning and Development use only
Date received Date revision received
Incomplete Incomplete
Date reviewed Date reviewed
Sionatlll'e and Date
Signature and Date (revision)
Date approved
Patton Harris Rust & Atsociates •
Engineers. Surveyors. Planners. Landscape Architects.
P� 117 East Piccadilly Street
H Winchester, Virginia 22601
T 540.667.2139
F 540.665.0493
To:
From:
Date:
Project Name/Subject:
PHR+A Project file Number:
cc:
Candice,
Candice Perkins, Frederick County Planning
Joanne Maidens
Febmaiy 27, 2009
Errunanuel Baptist Church
14505-1-0
Memorandum
I have revised the approved site plan for Enunanuel Baptist Church the following changes have been made:
• The building locations for Phase 1 and 2 have been changed.
• There is no new parlung or pavement proposed with Phase 1 in this plan, all new parlung will be
provided under the Phase 2 plan.
• A small water quality/ storinwater management pond has been added as part of Phase 1 at the front of
the site. The previously proposed pond at the rear of the site is now proposed to be constructed as part
of Phase 2.
I have provided 2 copies of the plan for your review
If you have any questions, please feel free to call me.
Thank you.
r- F ; 2 7 2009
Document Approval Form
PLEASE REVIEW THE ATTACHED DOCUMENT. IF THIS DOCUMENT MEETS YOUR
APPROVAL PLEASE INITIAL AND PROVIDE THE DATE AND TIME OF YOUR
APPROVAL.
IF. THIS DOCUMENT DOES NOT MEET YOUR APPROVAL PLEASE PROVIDE
COMMENTS AS TO WHAT YOU WOULD LIKE TO HA VE COMPLETED.
Candice
Mark
Dana
Eric
Mike
John
Amber
COMMENTS:
INITIALS DATE & TIME
b�►
Received by Clerical Staff (Date & Time):
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BY
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CASH
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MONEY
ORDER
BB&T 017118
EMMANUEL INDEPENDENT Branch Banking and Trust Company
BAPTIST CHURCH 68 P6/514
2774 NORTHWESTERN PIKE
WINCHESTER, VA 22603 1 1 / 23 / 2009
PHONE: 667-8924
PAY TO THE $ * * 500. 00
ORDER OF Treasurer. Frederick County
DOLLARS
Five Hundred Only******X********X*XX*X*XX**X**xX*******************
County of Frederick, Virginia EMMANUEL BAPTIST CHURCH
P. 0. Box 220
Winchester. VA 22604
NiEwo Site clan revisions
11101?1L8n' 40SL4042601:S13714688811'
0
0
• 0
Patton Harris Rust & Associates
Emmanuel Baptist Church Bldg & Parking Expansion
Frederick County, Virginia
Erosion and Sediment Control Narrative and
Storinwater Management Plan
September 8, 2006
Revised: December 12, 2006 F F IF)' 2 % 2009
Revised: January 09, 2009
Project Description
The purpose of this project is the building addition and added parking for the existing Emmanuel
Baptist Church located on Northwestern Pike (Route 50) in Frederick County, VA. Construction will
occur in two phases. Phase 1 will consist of the Construction of the first building addition, related
sidewalks and a stormwater management pond. Phase 2 will consist of a second building addition with
additional parking and a second stormwater management pond. A total of about 1.2 acres will be
disturbed during Phase 1 and a total of 2.2 acres will be disturbed during phase 2.
Existing Site Conditions
The site is currently occupied by Emmanuel Baptist Church. Slopes range from 2 to 5 percent.
Adjacent Areas
The site is bordered to the North and Nest by residential. Route 50 lies to the South and the site is
adjoined to the East by commercial. Details of the ownership of areas adjacent to the developers land
are shown on the plans.
Offsite Areas
No offsite areas will be disturbed during construction.
Soils
The main onsite soil group is 32B Oaklet silt loam. This soil is very deep, gently sloping and well
drained, with slopes ranging from 2 to 7 percent. Typically, the surface layer for the Oaklet soil is dark
brown silt loam about 5 inches thick. The subsoil extends to a depth of 60 inches. Permeability in this
soil is slow and the available water capacity is moderate. Runoff is medium. These soils have a
moderate erosion hazard and belong to the hydrologic soils group C. A soils map is provided as
attachement A of this narrative.
Critical Areas
There are no critical areas associated with this project.
Erosion and Sediment Control Measures
1.0 General
1.1 Description:
A. Work Included: Erosion and sediment control operations and devices required for this work are
indicated on the drawings and include but are not necessarily limited to:
1. Installation of temporary control devices;
P:\Project\14505\1-0\Engr\Admin\Reports\E&S rev 08-29-08.doc
•
2. Maintenance of temporary control devices;
3. Temporary forms of stabilization;
4. Installation of permanent control devices;
5. Removal of devices and site restoration.
1.2 Standards:
A. The following codes and standards, latest editions form a part of this specification, to the extent of
all provisions applicable to the Nvork required for this project, and as specifically referenced
herein.
1. All work shall comply with the Virginia Erosion and Sediment Control Handbook and as
amended by local codes and regulations.
2. VDOT Specifications and Standards.
1.3 Protection:
A. Use all means necessary to protect all materials incorporated into the work of this section before,
during and alter installation. In the event of damage, immediately make all repairs and
replacements necessary to the approval of the Owner's Representatives and at no additional cost to
the Owner.
B. Maintain and protect all benchmarks, monuments and similar reference points and, if they are
displaced or destroyed by these operations, replace same as directed at no additional cost to the
Owner.
1.4 Permits:
A. The owner will secure certificates and permits and pay for all fees required by local codes and
regulations. The contractor shall ensure that value of the erosion and sediment control work to
include maintenance and all seeding of disturbed areas shall be included in the overall project
performance bond.
2.0 Execution
2.1 General Requirements:
A. Limit grading to only those areas involved in current construction activities. Limit length of time
for exposure of unprotected graded areas. Permanent stabilization of graded areas shall be done
within seven days after construction. If permanent stabilization cannot be provided, temporary
seeding, mulching or other forms of stabilization shall be provided.
B. The Construction entrance, silt fence, and inlet protection shall be constructed as part of the initial
phase of construction and shall be made functional as soon as possible. Other sedimentation
control devices will be constructed as rough grading allows. Construction of the devices shall
agree with the details shown on the plan subject to modifications thereof that the hispector deems
advisable. Regardless, the sediment control devices shall comply with all requirements of the
Virginia Erosion and Sediment Control Handbook. They shall remain in place until all surfaces
within the project are stabilized such that siltation will not occur; i.e., all upstream areas from the
control devices have vegetation established, mulch in place or furnished pavement completed. All
temporary erosion and sediment control measures shall be removed within 30 clays after final site
stabilization or after the temporary measures are no longer needed, unless otherwise authorized by
the local program authority. Trapped sediment and the disturbed soil areas resulting from the
disposition of temporary measures shall be removed off site or permanently stabilized to prevent
further erosion and sedimentation (4VAC50-30-40 Minimum Standard No. IS).
Patton Harris Rust & Associates
117 East Piccadilly Street, Suite 200
Winchester, Virgiiiia 22601 540-667-2139
WA
• 0
C. The Contractor agrees to hold the Owner or any of its agents harmless from any and all liability or
damage that may arise from a violation of the siltation ordinance and agrees to indemnify them
against any loss.
D. Underground utility lines shall be installed in accordance with the following standards in addition
to other applicable criteria (4VAC50-30-40 Minimum Standard No. 16):
1. No more than 500 linear feet of trench may be opened at one time.
2. Excavated material shall be placed on the uphill side of trenches.
3. Effluent from dewatering operations shall be filtered or passed through an approved sediment
trapping device, or both, and discharged in a manner that does not adversely affect flowing
streams or off -site property.
4. Restabilization shall be accomplished in accordance with these regulations.
5. Applicable safety regulations shall be complied with.
E. Soil Stabilization: Permanent or temporary soil stabilization shall be applied to denuded areas
within seven days after final grade is reached on any portion of the site. Temporary soil
stabilization shall be applied within seven days to denuded areas that may not be at final grade but
will remain dormant (undisturbed) for longer than 30 clays. Permanent stabilization shall be
applied to areas that are to be left dormant for more than one year (4VAC50-30-40 Minimum
Standard No. 1).
During construction of the project, soil stockpiles and borrow areas shall be stabilized or protected
with sediment trapping devices (i.e., silt fence). Contractor is responsible for the temporary
protection and permanent stabilization of all soil stockpiles on site as well as borrow areas and soil
intentionally transported from the project site (4VAC50-30-40 Minimum Standard No. 2).
Stabilization measures shall be applied to earthen structures such as dams, dikes, and diversions
immediately after installation (4VAC50-30-40 Minimum Standard No. 5).
Permanent Stabilization: A permanent vegetative cover shall be established on denuded areas not
otherwise permanently stabilized. Permanent stabilization shall not be considered established
Until a ground cover is achieved that, is uniform, mature enough to Survive and will inhabit
erosion (4VAC50-30-40 Minimum Standard No. 3).
Permanent Stabilization: All disturbed areas not paved will receive at a minimum 4" of topsoil if
required (see Topsoiling STD &SPEC 3.30) and be seeded as follows:
125 lbs. Minimum of three (3) up to five (5) varieties of bluegrass from the approved list for
use in Virginia.
20 lb. Annual Rye per ac.
1000 lbs. 10-20-10 Fertilizer per ac.
3 tons agricultural limestone per ac
2 tons straw mulch per ac.
Permanent seeding will occur as a final phase of construction.
Temporary Stabilization: Seeding to stabilize areas left denuded for more than seven days, but not
yet at final grade shall be as follows:
60 lbs. German Millet per ac. (May through August 15)
Patton Harris Rust & Associates
117 East Piccadilly Street, Suite 200
Whichester, Virginia 22601 540-667-2139
-3
0 •
60 lb. Annual Rye per ac. (August 15 through April)
450 lbs. 10-20-20 Fertilizer per ac.
3 tons agricultural limestone per ac
2 tons straw mulch per ac.
Seeded areas to be watered and cared for as necessary to provide grass emergence.
F. Description of Controls:
Control will be exercised through sequence of land disturbing operations, limiting duration of
exposure of unstabilized areas and installation and maintenance of physical control devices
coordinated with sequence of construction. Details for the standards referenced below are
included on the plans. The devices to be used on the site are also shown on the drawings and
include the following:
1. Construction entrances - (STD & SPEC 3.02) There is a high potential for tracking mud on to
adjacent roads during wet site conditions. Construction entrances are needed at the location
shown on the plans to clean the tires of vehicles and equipment exiting the job site.
2. Silt Fence - (STD & SPEC 3.05.1) Reinforced silt fencing shall be placed along the down -
slope side to filter sediments before runoff exits the construction area.
3. Culvert Inlet Protection - (STD &SPEC 3.08) Culvert Inlet protection shall be installed
immediately following installation of stormwater controls or prior to construction activities
for existing culverts, to prevent sediment from entering the storm drains.
G. Sequence of Land Disturbing Activities:
1. General: All applicable mechanical controls are to be constructed as the First item of work.
Following their completion, rough grade, finish grade, and install appropriate erosion and
sedimentation aids. Before newly constructed stormwater conveyance channels or pipes are
made operational, adequate outlet protection and any required temporary or permanent channel
lining shall be installed in both the conveyance channel and receiving channel (4VAC50-30-40
Minimum Standard No. I I). Retain control devices until final stabilization of all areas or as
directed by the Inspector.
Sequence of Construction
a. First Phase:
1. Install construction entrance;
2. Install storm drain inlet protection
3. Install silt fence, where applicable.
b. Second Phase:
1. Strip topsoil to stockpile area if applicable.
2. Provide vegetative cover if over 7 days;
3. Silt Fence, where applicable.
c. Third Phase:
1, Rough grade;
2. Installation of utilities and roadway stone base;
Patton Harris Rust & Associates - 4
117 East Piccadilly Street, Suite 200
Winchester, Virginia 22601 540-667-2139
0 •
3. Inlet protection.
d, Fourth Phase:
1. Finish grade and paving.
e. Fifth Phase:
1. Seeding of disturbed areas not paved;
2. Seed stockpile of surplus soils;
3. Removal of remaining sediment controls, upon approval by County.
H. Maintenance Program: All control measures are to be inspected daily by the site superintendent
or his representative. Any damaged structure should be repaired at the close of the clay. hilct
protection devices and silt fencing should be cleaned at 50% capacity and spread on -site where
practical. Control structures shall not be removed until all areas above have been finally
stabilized and seeded areas established. No control shall be removed without the site
inspector's prior approval. The daily control measure inspections by the contractor shall be
documented to indicate findings and corrective action taken. These reports shall be submitted
to the authorities once every two week's basis. Where sediment is transported onto a paved or
public road surface, the road surface shall be cleaned thoroughly at the end of each day.
Sediment shall be removed from the roads by shoveling or sweeping and transported to
stockpile areas. Street washing shall be allowed only after sediment is removed in this manner.
(4VAC50-30-40 Minimum Standard No. 17).
Pattoii Harris Rust & Associates - 5
117 East Piccadilly Sheet, Suite 200
lNiiicites ter, Virginia 22601 540-667-2139
3. Stormwater Management:
All on -site structures have been sized to pass the 10-year storm using the Rational Method. Stone
sewer calculations are provided on the Plans or in Attachment B. On -site drainage areas are
provided as Attachment C of this narrative. Times of concentration, runoff curve number,
network summaries, and other pertinent CalCUlations for this site are provided in Attachment D.
All information regarding the design of detention ponds can be found in attachment D of this
narrative.
T2pc i is frnm the Phase t ere and post -development analyses are as follows:
Pre Development
2-Year Peak (cfs)
Post Development
2-Year Peak (cfs)
Pre Development
10-Year Peak (cfs)
Post Development
10-Year Peak (cfs)
Site Discharge
66.77
64.42
172.52
168.89
Racnllc frnm the Phase 2 nt'e and post-developient analvses are as follows:
Pre Development
Post Development
Pre Development
Post Development
2-Year Peak (cfs)
2-Year Peak (cfs)
10-Year Peak (cfs)
10-Year Peak (cfs)
Site Discharge
66.77
61.56
172.52
162.75
Patton Harris Rust & Associates - 6
117 East Piccadilly Street, Suite 200
Winchester, Virginia 22601 540-667-2139
ATTACHMENT A
EMMANUEL BAPTIST CHURCH
Soils Map
Attachment A
Soils Map
ATTACHMENT B
EMMANUEL BAPTIST CHURCH
Storm Structure Computations
EMMANUEL BAPTIST
CIIURCIi
STORM CALCS
9/8/06
Revised 12/12/06
Revised 02/21/07
Revised 01/09/09
Culvert
Summary
Inv.
Culvert Inv. In
Out
L(fl)
D(in.)
S(%) Type
Q(des)cfs
q(10)cfs
v(10)fps
Ex. 11"xl8" (Pre) 80.70
78.75
156
15
1.25 ACMP
7.85
6.40
6.40
Ex. 11"x18" (Post) 80.70
78.75
156
15
1.25 ACMP
7.85
9.66
6.40
Proposed 14"x23" 80.70
78.75
186
18
1.05 RCEP
11.67
9.66
6.61
Drainage Area Summary
DA Area(ac) C CA T(c)min i(2)in/hr ip)in/hr Q(2)cfs Q(,o)cfs
Ex. Culvert (Pre) 3.79 0.26 1.00 10 4.69 6.42 4.67 6.40
Ex. Culvert (Post) 3.80 0.40 1.50 10 4.69 6.42 7.06 9.66
n(RCP) =
0.013
n(CPP) =
0.012
From
Cap.Chk
Sir.
Ex. (Pre) o.k.
Slr.
Ex. (Post) check
Str.
Ex. (Post) o.k.
,s
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w
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ATTACHMENT C
EMMANUEL BAPTIST CHURCH
Pre and Post Development Drainage Areas
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ATTACHMENT D
EMMANUEL BAPTIST CHURCH
Detention Pond Design
•
•
RUNOFF ANALYSIS
FOR
EMMANUAL BAPTIST CHURCH
Project Date: 8/11/2006
Revised: 01-09-09
Project Engineer: JJW
Project Title: Emmanuel Baptist Church
Project Comments:
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Table of Contents
i
Table of Contents
* * * * * * * * * k * * * * * * * * * * * * MASTER SU1414ARY
Watershed....... Master Network Summary ............. 1.01
*************** NETWORK SUMMARIES (DETAILED) k***k***kk*****
Watershed....... 1
Executive Summary (Nodes) .......... 2.01
Watershed....... 2
Executive Summary (Nodes) .......... 2.02
Watershed....... 10
Executive Summary (Nodes) .......... 2.03
Watershed....... 50
Executive Summary (Nodes) .......... 2.04
Watershed....... 100
Executive Summary (Nodes) .......... 2.05
**<******************* TC CALCULATIONS
DETAINED PH-1...
Tc
Calcs ...........................
3.01
DETAINED PH-2...
Tc
Calcs ...........................
3.03
EX. PROPERTY....
Tc
Calcs ...........................
3.05
NEW PROPERTY....
Tc
Calcs ...........................
3.07
OFFSITE PH-1....
Tc
Calcs ...........................
3.09
OFFSITE PH-2....
Tc
Calcs ...........................
3.11
OFFSITE PRE.....
Tc
Calcs ...........................
3.13
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Table of Contents
Table of Contents (continued)
ii
OFFSITE UNDETAIN
Tc
Calcs ...........................
3.15
RES. PH-1.......
Tc
Calcs ...........................
3.17
RES. PH-2.......
Tc
Calcs ...........................
3.19
RESIDENTIAL PRE
Tc
Calcs ...........................
3.21
ROUTE 50 PRE....
Tc
Calcs ...........................
3.23
RTE 50 PH-1.....
Tc
Calcs ...........................
3.25
RTE 50 PH-2.....
Tc
Calcs ...........................
3.27
SITE PH-1.......
Tc
Calcs ...........................
3.29
******************kk** CN CALCULATIONS * * * k * * * * k k * * k k k * * * * k *
DETAINED PH-1...
Runoff
CN-Area .....................
4.01
DETAINED PH-2...
Runoff
CN-Area .....................
4.02
EX. PROPERTY....
Runoff
CAT -Area .....................
4.03
NEW PROPERTY....
Runoff
CN-Area .....................
4.04
OFFSITE PH-1....
Runoff
CN-Area .....................
4.05
OFFSITE PH-2....
Runoff
CN-Area .....................
4.06
OFFSITE PRE.....
Runoff
CN-Area .....................
4.07
OFFSITE UNDETAIN
Runoff
CN-Area .....................
4.08
RES. PH-1.......
Runoff
CN-Area .....................
4.09
RES. PH-2.......
Runoff
CN-Area .....................
4.10
RESIDENTIAL PRE
Runoff
CN-Area .....................
4.11
ROUTE 50 PRE....
Runoff
CN-Area .....................
4.12
RTE 50 PH-1.....
Runoff
CN-Area .....................
4.13
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Table of Contents
Table of Contents (continued)
iii
RTE 50 PH-2..... Runoff CN-Area ..................... 4.14
SITE PH-1....... Runoff CN-Area ..................... 4.15
******************** RUNOFF HYDROGRAPHS k*kk*kkkA*'Ak*Akki***
DETAINED PH-1... 10
Unit Hyd. Summary .................. 5.01
DETAINED PH-2...
10
Unit
Hyd.
Summary ..................
5.02
EX. PROPERTY....
10
Unit
Hyd.
Summary ..................
5.03
NEW PROPERTY....
10
Unit
Hyd.
Summary ..................
5.04
OFFSITE PH-1....
10
Unit
Hyd.
Summary ..................
5.05
OFFSITE PH-2.... 10
Unit Hyd. Summary .................. 5.06
OFFSITE PRE..... 10
Unit Hyd. Summary .................. 5.07
OFFSITE UNDETAIN 10
Unit Hyd. Summary .................. 5.08
RES. PH-1....... 10
Unit Hyd. Summary .................. 5.09
RES. PH-2....... 10
Unit Hyd. Summary .................. 5.10
RESIDENTIAL PRE 10
Unit Hyd. Summary .................. 5.11
ROUTE 50 PRE.... 10
Unit Hyd. Summary .................. 5.12
RTE 50 PH-1..... 10
Unit Hyd. Summary .................. 5.13
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Table of Contents iv
Table of Contents (continued)
RTE 50 PH-2..... 10
Unit Hyd. Summary .................. 5.14
SITE PH-1....... 10
Unit Hyd. Summary .................. 5.15
********************* POND VOLUMES **A*k*k**kkkA*A'*kk*AA**
PH-1
POND.......
Vol:
Elev-Area .....................
6.01
PH-2
POND.......
Vol:
Elev-Area .....................
6.02
POND
PH-1.......
Vol:
Elev-Area .....................
6.03
******************** OUTLET STRUCTURES *****'*******k**k*k***
Outlet 1........ Outlet Input Data .................. 7.01
Composite Rating Curve ............. 7.05
Outlet ph-1..... Outlet Input Data .................. 7.06
Composite Rating Curve ............. 7.10
*****A**k*x**k*k**k*A*k POND ROUTING kk***k***k*kA Ak**k**k**
PH-1
POND.......
Pond
E-V-Q
Table ...................
8.01
PH-2
POND.......
Pond
E-V-Q
Table ...................
8.02
POND
PH-1.......
Pond
E-V-Q
Table ...................
8.03
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0
Off, A, 2
P-1. SO pl. F, d],
ff'o"Em
Fl Ph. I
flo
M,. ph 2
Vii 2 pnd
douti,odph
,p
V/,
0
P.�
pond ph I
W9
Fi— 2 T-1
1]
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... P:\Project\14505\1-0\Engr\COMPS\ElH4ANUEL2 REVISED 01-09-09.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Frederick Co: 1
Total
Depth
Return Event Ill
1
2.3600
2
2.8300
10
4.1100
100
6.4600
50
5.6800
Rainfall
Type
----------------
Synthetic
Curve
Synthetic
Curve
Synthetic
Curve
Synthetic
Curve
Synthetic
Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SU1414ARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak Max WSEL Pond Storage
Node ID
Type
Event
ac-ft Trun
hrs
---------
cfs ft ac-ft
-------- --
-----------------
DETAINED PH-1
----
AREA
------
1
---------- --
.109
12.1000
1.38
DETAINED PH-1
AREA
2
.155
12.1000
1.99
DETAINED PH-1
AREA
10
.293
12.1000
3.82
DETAINED PH-1
P.REA
100
.577
12.0500
7.48
DETAINED PH-1
AREA
50
.480
12.0500
6.24
DETAINED PH-2
AREA
1
.109
12.1000
1.38
DETAINED PH-2
AREA
2
.155
12.1000
1.99
DETAINED PH-2
AREA
10
.293
12.1000
3.82
DETAINED PH-2
AREA
100
.577
12.0500
7.48
DETAINED PH-2
AREA
50
.480
12.0500
6.24
EX. PROPERTY
AREA
1
.339
11.9500
6.11
EX. PROPERTY
AREA
2
.472
11,9500
8.52
EX. PROPERTY
AREA
10
.869
11.9000
15.75
EX. PROPERTY
AREA
100
1.669
11.9000
30.09
EX. PROPERTY
AREA
50
1.397
11.9000
25.29
SIN:
PondPack Ver:
Compute Time:
Date:
Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... P:\Project\14505\1-0\Engr\COI4PS\EMI4ANUEL2 REVISED 01-09-09.PPW
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak Max WSEL Pond Storage
Node ID
Type
Event
ac-ft Trun
hrs
---------
cfs ft ac-ft
-------
-----------------
NEW PROPERTY
----
AREA
------
1
---------- --
.623
11.9000
11.22
NEW PROPERTY
AREA
2
.791
11.9000
14.12
NEW PROPERTY
AREA
10
1.259
11.9000
21.99
NEW PROPERTY
AREA
100
2.133
11.9000
36.21
NEW PROPERTY
AREA
50
1.841
11.9000
31.52
OFFSITE PH-1
AREA
1
1.769
12.0500
18.77
OFFSITE PH-1
AREA
2
3.085
12.0500
40.75
OFFSITE PH-1
AREA
10
7.831
12.0000
122.08
OFFSITE PH-1
AREA
100
19.282
12.0000
318.16
OFFSITE PH-1
AREA
50
15.200
12.0000
249.08
OFFSITE PH-2
AREA
1
.527
12.0500
5.59
OFFSITE PH-2
AREA
2
.919
12.0500
12.10
OFFSITE PH-2
AREA
10
2.331
12.0000
36.39
OFFSITE PH-2
AREA
100
5.741
12.0000
94.71
OFFSITE PH-2
AREA
50
4.526
12.0000
74.17
OFFSITE PRE
AREA
1
1.769
12.0500
18.77
OFFSITE PRE
AREA
2
3.085
12.0500
40.75
OFFSITE PRE
AREA
10
7.831
12.0000
122.08
OFFSITE PRE
AREA
100
19.282
12.0000
318.16
OFFSITE PRE
AREA
50
15.200
12.0000
249.08
OFFSITE UNDETAIN
AREA
1
1.222
12.0500
12.96
OFFSITE UNDETAIN
AREA
2
2.131
12.0500
28.14
OFFSITE UNDETAIN
AREA
10
5.409
12.0000
84.32
OFFSITE UNDETAIN
AREA
100
13.318
12.0000
219.75
OFFSITE UNDETAIN
AREA
50
10.499
12.0000
172.04
PH-1 POND IN
POND
1
.109
12.1000
1.38
PH-1 POND IN
POND
2
.155
12.1000
1.99
PH-1 POND IN
POND
10
.293
12.1000
3.82
PH-1 POND IN
POND
100
.577
12.0500
7.48
PH-1 POND IN
POND
50
.480
12.0500
6.24
SIN:
PondPack Ver:
Compute Time:
Date:
0 •
Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... P:\Project\14505\1-0\Engr\COI4PS\EMMANUEL2 REVISED 01-09-09.PPW
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(True= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return
HYG Vol
Node
ID
Type
Event
ac-ft Trun
---------- --
-----------------
PH-1
POND
OUT
----
POND
------
1
.109
PH-1
POND
OUT
POND
2
.154
PH-1
POND
OUT
POND
10
.293
PH-1
POND
OUT
POND
100
.577
PH-1
POND
OUT
POND
50
.480
PH-2 POND
PH-2 POND
PH-2 POND
PH-2 POND
PH-2 POND
PH-2 POND
PH-2 POND
PH-2 POND
PH-2 POND
PH-2 POND
*PHASE 1 TOTAL
*PHASE 1 TOTAL
*PHASE 1 TOTAL
*PHASE 1 TOTAL
*PHASE 1 TOTAL
*PHASE 2 TOTAL
*PHASE 2 TOTAL
*PHASE 2 TOTAL
*PHASE 2 TOTAL
*PHASE 2 TOTAL
POND PH-1
POND PH-1
POND PH-1
POND PH-1
POND PH-1
IN POND
IN POND
IN POND
IN POND
IN POND
OUT POND
OUT POND
OUT POND
OUT POND
OUT POND
JCT
JCT
JCT
JCT
JCT
JCT
JCT
JCT
JCT
JCT
IN POND
IN POND
IN POND
IN POND
IN POND
1
2
10
100
50
1
2
10
100
50
1
2
10
100
50
1
2
10
100
50
1
2
10
100
50
.527
.919
2.331
5.741
4.526
.527
.919
2.331
5.741
4.526
3.101
4.901
11.097
25.465
20.392
3.365
5.185
11.396
25.706
20.661
.109
.155
.293
.577
.480
Qpeak
hrs
12.4000
12.2500
12.2000
12.2000
12.2000
12.0500
12.0500
12.0000
12.0000
12.0000
12.1500
12.1500
12.0500
12.0500
12.0500
12.0000
12.0000
12.0000
12.0000
12.0000
12.0000
12.0000
12.0000
12.0000
12.0000
12.1000
12.1000
12.1000
12.0500
12.0500
Max
Qpeak
Max WSEL
Pond Storage
cfs
ft
ac-ft
--------
.52
--------
93.76
------------
.032
1.10
93.96
.041
3.00
94.41
.061
5.91
95.19
.103
4.70
94.95
.089
5.59
12.10
36.39
94.71
74.17
3.95
6.59
32.64
89.80
69.79
34.56
64.42
168.89
405.18
322.99
35.81
61.56
162.25
397.17
315.84
1.38
1.99
3.82
7.48
6.24
SIN:
PondPack Ver: Compute Time: Date:
95.15
.030
95.86
.099
96.62
.243
97.31
.457
97.12
.390
0 •
Type.... Master Network Summary Page 1.04
Name.... Watershed
File.... P:\Project\14505\1-0\Engr\COMPS\ElIMl N EL2 REVISED 01-09-09.PPW
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL Pond Storage
Node ID
Type
Event
ac-ft Trun
hrs
cfs
--------
ft ac-ft
--------
-----------------
POND PH-1 OUT
----
POND
------
1
---------- --
.109
---------
12.4000
.52
93.76 .032
POND PH-1 OUT
POND
2
.154
12.2500
1.10
93.96 .041
POND PH-1 OUT
POND
10
.293
12.2000
3.00
94.41 .061
POND PH-1 OUT
POND
100
.577
12.2000
5.91
95.19 .103
POND PH-1 OUT
POND
50
.480
12,2000
4.70
94.95 .089
*PRE TOTAL
JCT
1
3.101
12.0000
36.21
*PRE TOTAL
JCT
2
4.901
12.0000
66.77
*PRE TOTAL
JCT
10
11.097
12.0000
172.52
*PRE TOTAL
JCT
100
25.466
12.0000
410.13
*PRE TOTAL
JCT
50
20.393
12.0000
327.20
RES. PH-1
AREA
1
.572
11.9500
10.22
RES. PH-1
AREA
2
.811
11.9500
14.63
RES. PH-1
AREA
10
1.539
11.9000
27.73
RES. PH-1
AREA
100
3.030
11.9000
54.69
RES. PH-1
AREA
50
2.521
11.9000
45.61
RES. PH-2
AREA
1
.572
11.9500
10.22
RES. PH-2
AREA
2
.811
11.9500
14.63
RES. PH-2
AREA
10
1.539
11.9000
27.73
RES. PH-2
AREA
100
3.030
11.9000
54.69
RES. PH-2
AREA
50
2.521
11.9000
45.61
RESIDENTIAL PRE
AREA
1
.682
11.9500
12.17
RESIDENTIAL PRE
AREA
2
.966
11.9500
17.42
RESIDENTIAL PRE
AREA
10
1.832
11.9000
33.01
RESIDENTIAL PRE
AREA
100
3.607
11.9000
65.11
RESIDENTIAL PRE
AREA
50
3.001
11.9000
54.30
ROUTE 50 PRE
AREA
1
.311
11.9000
5.17
ROUTE 50 PRE
AREA
2
.379
11.9000
6.24
ROUTE 50 PRE
AREA
10
.565
11.9000
9.15
ROUTE 50 PRE
AREA
100
.907
11.9000
14.46
ROUTE 50 PRE
AREA
50
.794
11.9000
12.70
SIN:
PondPack Ver:
Compute Time:
Date:
s
Type.... Master Network Summary Page 1.05
Name.... Watershed
File.... P:\Project\14505\1-0\Engr\CO14PS\El4MAATUEL2 REVISED 01-09-09.PPW
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak Max WSEL Pond Storage
Node ID
Type
Event
ac-ft Trun
--
lirs
cfs ft ac-ft - -
-----------------
RTE 50 PH-1
----
AREA
------
1
----------
.311
11.9000
5.17
RTE 50 PH-1
AREA
2
.379
11.9000
6.24
RTE 50 PH-1
AREA
10
.565
11.9000
9.15
RTE 50 PH-1
AREA
100
.907
11.9000
14.46
RTE 50 PH-1
AREA
50
.794
11.9000
12.70
RTE 50 PH-2
AREA
1
.311
11.9000
5.17
RTE 50 PH-2
AREA
2
.379
11.9000
6.24
RTE 50 PH-2
AREA
10
.565
11.9000
9.15
RTE 50 PH-2
AREA
100
.907
11.9000
14.46
RTE 50 PH-2
AREA
50
.794
11.9000
12.70
SITE PH-1
AREA
1
.339
11.9500
6.11
SITE PH-1
AREA
2
.472
11.9500
8.52
SITE PH-1
AREA
10
.869
11.9000
15.75
SITE PH-1
AREA
100
1.669
11.9000
30.09
SITE PH-1
AREA
50
1.397
11.9000
25.29
SIN:
PondPack Ver:
Compute Time:
Date:
E
Type.... Executive Summary (Nodes)
Page 2.01
Name.... Watershed Event: 1 yr
File.... P:\Project\14505\1-0\Engr\COI•IPS\EI4I4ANUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 1
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = Frederick Cc: 1
Storm Tag Name = I
----------------------------------------------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 2.3600 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak
Max WSEL
Node ID
Type
ac-ft Trun.
-- --------
hrs
cfs
ft
-----------------
DETAINED PH-1
----
AREA
----------
.109
12.1000
1.38
DETAINED PH-2
AREA
.109
12.1000
1.38
EX. PROPERTY
AREA
.339
11.9500
6.11
NEW PROPERTY
AREA
.623
11.9000
11.22
OFFSITE PH-1
AREA
1.769
12.0500
18.77
OFFSITE PH-2
AREA
.527
12.0500
5.59
OFFSITE PRE
AREA
1.769
12,0500
18.77
OFFSITE UNDETAIN
AREA
1.222
12.0500
12.96
PH-1 POND IN
POND
.109
12.1000
1.38
PH-1 POND OUT
POND
.109
12.4000
.52
93.76
PH-2 POND IN
POND
.527
12.0500
5.59
PH-2 POND OUT
POND
.527
12.1500
3.95
95.15
Outfall PHASE 1 TOTAL
JCT
3.101
12.0000
34.56
Outfall PHASE 2 TOTAL
JCT
3.365
12.0000
35.81
POND PH-1 IN
POND
.109
12.1000
1.38
93.76
POND PH-1 OUT
POND
.109
12.4000
.52
Outfall PRE TOTAL
JCT
3.101
12.0000
36.21
RES. PH-1
AREA
.572
11.9500
10.22
RES. PH-2
AREA
.572
11.9500
10.22
RESIDENTIAL PRE
AREA
.682
11.9500
12.17
ROUTE 50 PRE
AREA
.311
11.9000
5.17
RTE 50 PH-1
AREA
.311
11.9000
5.17
RTE 50 PH-2
AREA
.311
11.9000
5.17
SITE PH-1
AREA
.339
11.9500
6.11
SIN:
PondPack Ver: Compute Time: Date:
0 .
Type.... Executive Summary (Nodes) Page 2.02
Name.... Watershed Event: 2 yr
File.... P:\Project\14505\1-0\Engr\COI4PS\EIOL'kNUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 2
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = Frederick Cc: 1
Storm Tag Name = 2
-----------------------------------------------------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 2.8300 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak
Max WSEL
Node ID
Type
ac-ft Trun.
---------
hrs
cfs
--------
ft
---
-----------------
DETAINED PH-1
----
AREA
---------- --
.155
12.1000
1.99
DETAINED PH-2
AREA
.155
12.1000
1.99
EX. PROPERTY
AREA
.472
11.9500
8.52
NEW PROPERTY
AREA
.791
11.9000
14.12
OFFSITE PH-1
AREA
3.085
12.0500
40.75
OFFSITE PH-2
AREA
.919
12.0500
12.10
OFFSITE PRE
AREA
3.085
12.0500
40.75
OFFSITE UNDETAIN
AREA
2.131
12.0500
28.14
PH-1 POND IN
POND
.155
12.1000
1.99
PH-1 POND OUT
POND
.154
12.2500
1.10
93.96
PH-2 POND IN
POND
.919
12.0500
12.10
PH-2 POND OUT
POND
.919
12.1500
6.59
95.86
Outfall PHASE 1 TOTAL
JCT
4.901
12.0000
64.42
Outfall PHASE 2 TOTAL
JCT
5.185
12.0000
61.56
POND PH-1 IN
POND
.155
12.1000
1.99
POND PH-1 OUT
POND
.154
12.2500
1.10
93.96
Outfall PRE TOTAL
JCT
4.901
12.0000
66.77
RES. PH-1
AREA
.811
11.9500
14.63
RES. PH-2
AREA
.811
11.9500
14.63
RESIDENTIAL PRE
AREA
.966
11.9500
17.42
ROUTE 50 PRE
AREA
.379
11.9000
6.24
RTE 50 PH-1
AREA
.379
11.9000
6.24
RTE 50 PH-2
AREA
.379
11.9000
6.24
SITE PH-1
AREA
.472
11.9500
8.52
SIN:
PondPack Ver:
Compute Time: Date:
Type.... Executive Summary (Nodes) Page 2.03
Name.... Watershed Event: 10 yr
File.... P:\Project\14505\1-0\Engr\CO14PS\EI414ANUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 10
NETWORK SUI•MARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = Frederick Cc: 1
Storm Tag Name = 10
-----------------------------------------------------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.1100 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak
Max WSEL
Node ID
Type
ac-ft Trun.
---------
hrs
cfs
--------
ft
--
-----------------
DETAINED PH-1
----
AREA
---------- --
.293
12.1000
3.82
DETAINED PH-2
AREA
.293
12.1000
3.82
EX. PROPERTY
AREA
.869
11.9000
15.75
NEW PROPERTY
AREA
1.259
11.9000
21.99
OFFSITE PH-1
AREA
7.831
12.0000
122.08
OFFSITE PH-2
AREA
2.331
12.0000
36.39
OFFSITE PRE
AREA
7.831
12.0000
122.08
OFFSITE UNDETAIN
AREA
5.409
12.0000
84.32
PH-1 POND IN
POND
.293
12.1000
3.82
PH-1 POND OUT
POND
.293
12.2000
3.00
94.41
PH-2 POND IN
POND
2.331
12.0000
36.39
PH-2 POND OUT
POND
2.331
12.0500
32.64
96.62
Outfall PHASE 1 TOTAL
JCT
11.097
12.0000
168.89
Outfall PHASE 2 TOTAL
JCT
11.396
12.0000
162.25
POND PH-1 IN
POND
.293
12.1000
3.82
POND PH-1 OUT
POND
.293
12.2000
3.00
94.41
Outfall PRE TOTAL
JCT
11.097
12.0000
172.52
RES. PH-1
AREA
1.539
11.9000
27.73
RES. PH-2
AREA
1.539
11.9000
27.73
RESIDENTIAL PRE
AREA
1.832
11.9000
33.01
ROUTE 50 PRE
AREA
.565
11.9000
9.15
RTE 50 PH-1
AREA
.565
11.9000
9.15
RTE 50 PH-2
AREA
.565
11.9000
9.15
SITE PH-1
AREA
.869
11.9000
15.75
SIN:
PondPack Ver: Compute Time: Date:
�J
0
Type.... Executive Summary (Nodes) Page 2.04
Name.... Watershed Event: 50 yr
File.... P:\Project\14505\1-0\Engr\COMPS\EMI4ANUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 50
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = Frederick Co: 1
Storm Tag Name = 50
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 50 yr
Total Rainfall Depth= 5.6800 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak
Max WSEL
Node ID
Type
ac-ft Trun.
---------
hrs
cfs
--------
ft
-----------------
DETAINED PH-1
----
AREA
---------- --
.480
12.0500
6.24
DETAINED PH-2
AREA
.480
12.0500
6.24
EX. PROPERTY
AREA
1.397
11.9000
25.29
NEW PROPERTY
AREA
1.841
11.9000
31.52
OFFSITE PH-1
AREA
15.200
12.0000
249.08
OFFSITE PH-2
AREA
4.526
12.0000
74.17
OFFSITE PRE
AREA
15.200
12.0000
249.08
OFFSITE UNDETAIN
AREA
10.499
12.0000
172.04
PH-1 POND IN
POND
.480
12.0500
6.24
PH-1 POND OUT
POND
.480
12.2000
4.70
94.95
PH-2 POND IN
POND
4.526
12.0000
74.17
PH-2 POND OUT
POND
4.526
12.0500
69.79
97.12
Outfall PHASE 1 TOTAL
JCT
20.392
12.0000
322.99
Outfall PHASE 2 TOTAL
JCT
20.661
12.0000
315.84
POND PH-1 IN
POND
.480
12.0500
6.24
POND PH-1 OUT
POND
.480
12.2000
4.70
94.95
Outfall PRE TOTAL
JCT
20.393
12.0000
327.20
RES. PH-1
AREA
2.521
11.9000
45.61
RES. PH-2
AREA
2.521
11.9000
45.61
RESIDENTIAL PRE
AREA
3.001
11.9000
54.30
ROUTE 50 PRE
AREA
.794
11.9000
12.70
RTE 50 PH-1
AREA
.794
11.9000
12.70
RTE 50 PH-2
AREA
.794
11.9000
12.70
SITE PH-1
AREA
1.397
11.9000
25.29
SIN:
PondPack Ver: Compute Time: Date:
u
•
Type.... Executive Summary (Nodes) Page 2.05
Name.... Watershed Event: 100 yr
File.... P:\Project\14505\1-0\Engr\COI•IPS\EMbIANUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 100
NETWORK SU1II4ARY -- NODES
(True.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = Frederick Co: 1
Storm Tag Name = 100
-----------------------------------------------------
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 6.4600 in
Duration multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol
Qpeak
Qpeak
Max WSEL
Node ID
Type
ac-ft Trun.
---------
hrs
cfs
----
ft
-----------------
DETAINED PH-1
----
AREA
---------- --
.577
12.0500
7.48
DETAINED PH-2
AREA
.577
12.0500
7.48
EX. PROPERTY
AREA
1.669
11.9000
30.09
NEW PROPERTY
AREA
2.133
11.9000
36.21
OFFSITE PH-1
AREA
19.282
12.0000
318.16
OFFSITE PH-2
AREA
5.741
12.0000
94.71
OFFSITE PRE
AREA
19.282
12.0000
318.16
OFFSITE UNDETAIN
AREA
13.318
12.0000
219.75
PH-1 POND IN
POND
.577
12.0500
7.48
PH-1 POND OUT
POND
.577
12.2000
5.91
95.19
PH-2 POND IN
POND
5.741
12.0000
94.71
PH-2 POND OUT
POND
5.741
12.0500
89.80
97.31
Outfall PHASE 1 TOTAL
JCT
25.465
12.0000
405.18
Outfall PHASE 2 TOTAL
JCT
25.706
12.0000
397.17
POND PH-1 IN
POND
.577
12.0500
7.48
POND PH-1 OUT
POND
.577
12.2000
5.91
95.19
Outfall PRE TOTAL
JCT
25.466
12.0000
410.13
RES. PH-1
AREA
3.030
11.9000
54.69
RES. PH-2
AREA
3.030
11.9000
54.69
RESIDENTIAL PRE
AREA
3.607
11.9000
65.11
ROUTE 50 PRE
AREA
.907
11.9000
14.46
RTE 50 PH-1
AREA
.907
11.9000
14.46
RTE 50 PH-2
AREA
.907
11.9000
14.46
SITE PH-1
AREA
1.669
11.9000
30.09
SIN:
PondPack Ver: Compute Time: Date:
Type.... Tc Calcs Page 3.01
Name.... DETAINED PH-1
File.... P:\Project\14505\1-0\Engr\COMPS\EI4I4ANUEL2 REVISED 01-09-09.PPW
TIME OF CONCENTRATION CALCULATOR
Segment ffl: Tc: User Defined
Segment ill Time: .0833 hrs
---------------------------------------------------------------------
Segment #2: Tc: TR-55 Sheet
Mannings n .2000
Hydraulic Length 133.00 ft
2yr, 24hr P 2.9000 in
Slope .030900 ft/ft
Avg.Velocity .16 ft/sec
Segment ill Time: .2279 hrs
-------------------------------------------------------------------
Total Tc: .3112 hrs
Type.... Tc Calcs Page 3.02
Name.... DETAINED PH-1
File.... P:\Project\14505\1-0\Engr\CO14PS\EMMANUEL2 REVISED 01-09-09.PPW
------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SIN:
PondPack Ver: Compute Time: Date:
•
Type.... Tc Calcs Page 3.03
Name.... DETAINED PH-2
File.... P:\Project\14505\1-0\Engr\CObIPS\EM1IANUEL2 REVISED 01-09-09.PPW
TIME OF CONCENTRATION CALCULATOR
------------------------------------------------------------------------
Segment I'll: Tc: User Defined
Segment ill Time: .0833 hrs
-----------------------------------------------------------------------
Segment 412: Tc: TR-55 Sheet
Mannings n .2000
Hydraulic Length 133.00 ft
2yr, 24hr P 2.9000 in
Slope .030900 ft/ft
Avg.Velocity .16 ft/sec
Segment U Time: .2279 hrs
---------------------------------------------------------------------
Total Tc: .3112 hrs
Tyne.... Tc Calcs Page 3.04
Name.... DETAINED PH-2
File.... P:\Project\14505\1-0\Engr\COMPS\EMNIANUEL2 REVISED 01-09-09.PPW
-----------------------------------------------------------------------
Tc Equations used...
---------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SCS TR-55 Sheet Flow
Tc = (.007 ((n * Lf)**0.8)) / ((P**.5) * (Sf" .4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SIN:
PondPack Ver: Compute Time: Date:
0 •
Type.... Tc Calcs
Name.... EX. PROPERTY
Page 3.05
File.... P:\Project\14505\1-0\Engr\COI4PS\EMMANUEL2 REVISED 01-09-09.PPW
TIME OF CONCENTRATION CALCULATOR
Segment Ill: Tc: User Defined
Segment Ill Time: .0833 hrs
----------------------------------------------------------------------
Type.... Tc Calcs
Name.... EX. PROPERTY
Total Tc: .0833 hrs
Page 3.06
File.... P:\Project\14505\1-0\Engr\CO24PS\EMMANUEL2 REVISED 01-09-09.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
iI-1 T)PfinP(�
--------- --- -------------- ------------------
-------------------------------------
Tc
W1
S/N:
PondPac)
0 0
Tyne.... Tc Calcs
Name.... NEW PROPERTY
Page 3.07
File.... P:\Project\14505\1-0\Engr\COI4PS\Ei414ANUEL2 REVISED 01-09-09.PPW
::::.......................
TI14E OF CONCENTRATION CALCULATOR
Segment ill: Tc: User Defined
Segment 41 Time: .0833 hrs
--------------------------------------------------
Type.... Tc Calcs
Name.... NEW PROPERTY
Total Tc .0833 hrs
Page 3.08
File.... 2:\Project\14505\1-0\Engr\COMPS\ElIIU ANUEL2 REVISED 01-09-09.PPW
---------------------------------------------------
Tc Equations used...
--------------------------------------------------
==== User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN:
PondPack Ver: Compute Time: Date:
Type.... Tc Calcs Page 3.09
Name.... OFFSITE PH-1
File.... P:\Project\14505\1-0\Engr\COIIPS\EI4MANUEL2 REVISED 01-09-09.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .2000
Hydraulic Length 100.00 ft
2yr, 24hr P 2.9000 in
Slope .200000 ft/ft
Avg.Velocity .32 ft/sec
Segment tt1 Time: .0860 hrs
------------------------------------------------------------------------
Segment tt2: Tc: TR-55 Shallow
Hydraulic Length 1750.00 ft
Slope .160000 ft/ft
Unpaved
Avg.Velocity 6.45 ft/sec
Segment 112 Time: .0753 hrs
------------------------------------------------------------------------
Total Tc: .1613 hrs
SIN:
PondPack Ver: Compute Time: Date:
0
•
Type.... Tc Calcs
Name.... OFFSITE PH-1
Page 3.10
File.... P:\Project\14505\1-0\Engr\CO14PS\Ei414ANUEL2 REVISED 01-09-09.PPW
-----------------------------------------------------
Tc Equations used...
---------------------------------------------------
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sfk*.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
___= SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN:
PondPack Ver: Compute Time: Date:
0
Type.... Tc Calcs
Name.... OFFSITE PH-2
Page 3.11
File.... P:\Project\14505\1-0\Engr\CO14PS\El414ANUEL2 REVISED 01-09-09.PPW
TIME OF CONCENTRATION CALCULATOR
Segment 41: Tc: TR-55 Sheet
Mannings n
Hydraulic Length
2yr, 24hr P
Slope
Avg.Velocity
.2000
100.00 ft
2.9000 in
200000 ft/ft
32 ft/sec
Segment 41 Time: .0860 hrs
------------------------------------------------------------------------
Segment 112: Tc: TR-55 Shallow
Hydraulic Length 1950.00 ft
Slope .210000 ft/ft
Unpaved
Avg.Velocity 7.39 ft/sec
Segment 02 Time: .0733 hrs
------------------------------------------------------------------------
Total Tc: .1592 hrs
SIN:
PondPack Ver: Compute Time: Date:
0
Type.... Tc Calcs
Name.... OFFSITE PH-2
Page 3.12
File.... P:\Project\14505\1-0\Engr\CO14PS\El�HIANUEL2 REVISED 01-09-09.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((Pk*.5) * (Sf * .4))
Where: Tc = Time of concentration, hrs
n = mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
SCS TR-55 Shallow Concentrated Floe ------------------------`-----
unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
S/N:
PondPack Ver: Compute Time: Date:
•
0
Type.... Tc Calcs
Name.... OFFSITE PRE
Page 3.13
File.... P:\Project\14505\1-0\Engr\COIIPS\EN94ANUEL2 REVISED 01-09-09.PPW
......................... .
TINE OF CONCENTRATION CALCULATOR
Segment -41: Tc: TR-55 Sheet
Nannings n
Hydraulic Length
2yr, 24hr P
Slope
Avg.Velocity
.2000
100.00 ft
2.9000 in
200000 ft/ft
32 ft/sec
Segment 01 Time: .0860 hrs
Segment ;12: Tc: TR-55 Shallow
Hydraulic Length 1750.00 ft
Slope .160000 ft/ft
Unpaved
Avg.Velocity 6.45 ft/sec
Segment 112 Time: .0753 hrs
---------------------------------------------------------------------
Total Tc: .1613 hrs
SIN:
PondPack Ver: Compute Time: Date:
7"
0
Type.... Tc Calcs
Name.... OFFSITE PRE
Page 3.14
File.... P:\Project\14505\1-0\Engr\CO14PS\EI424ANUEL2 REVISED 01-09-09.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
___= SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
S/N:
Pond Pack Ver: Compute Time: Date:
0
Type.... Tc Calcs Page 3.15
Name.... OFFSITE UNDETAIN
File.... P:\Project\14505\1-0\Engr\COI4PS\EMI4ANUEL2 REVISED 01-09-09.PPW
TIME OF CONCENTRATION CALCULATOR
-------------------------------------------------------------------
Segment iil: Tc: TR-55 Sheet
Mannings n .2000
Hydraulic Length 100.00 ft
2yr, 24hr P 2.9000 in
Slope .200000 ft/ft
Avg.Velocity .32 ft/sec
Segment lit Time: .0860 hrs
--------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 1750.00 ft
Slope .160000 ft/ft
Unpaved
Avg.Velocity 6.45 ft/sec
Segment 112 Time: .0753 hrs
-------------------------------------------------------------------
Total Tc: .1613 hrs
SIN:
PondPack Ver: Compute Time: Date:
Type.... Tc Calcs Page 3.16
Name.... OFFSITE UNDETAIN
File.... P:\Project\14505\1-0\Engr\COI4PS\EMMANUEL2 REVISED 01-09-09.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) k (Sfk*.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, %
___= SCS TR-55 Shallow Concentrated Flow
unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN:
PondPack Ver: Compute Time: Date:
Type.... Tc Calcs
Name .... RES . PH-1
Page 3.17
File.... P:\Project\14505\1-0\Engr\COI4PS\EIY94ANUEL2 REVISED 01-09-09.PPW
TINE OF CONCENTRATION CALCULATOR
Segment «1: Tc: User Defined
Segment- Ill Time: .0833 hrs
------------------------------------------------------------------------
Type.... Tc Calcs
Name.... RES. PH-1
Total Tc: .0833 hrs
Calculated Tc < I4in.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
Page 3.18
File.... P:\Project\14505\1-0\Engr\COMPS\EI44ANUEL2 REVISED 01-09-09.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN:
PondPack Ver: Compute Time: Date:
Type.... Tc Calcs Page 3.19
Name.... RES. PH-2
File.... P:\Project\14505\1-0\Engr\CO14PS\EI4MANUEL2 REVISED 01-09-09.PPW
TIME OF CONCENTRATION CALCULATOR
Segment ;1: Tc: User Defined
Segment #1 Time: .0833 hrs
----------------------------------------------------------------------
Type.... Tc Calcs
Name.... RES. PH-2
Total Tc: .0833 hrs
Calculated Tc < Min.TC:
Use Minimum TC...
Use Tc = .0833 hrs
Page 3.20
File.... P:\Project\14505\1-0\Engr\COMPS\EM14ANUEL2 REVISED 01-09-09.PPW
------------------------------------------------------------------------
Tc Equations used...
-----------------------------------------------------------------------
______________________________________________
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN:
PondPack Ver: Compute Time: Date:
0 0
Type.... Tc Calcs Page 3.21
Name.... RESIDENTIAL PRE
File.... P:\Project\14505\1-0\Engr\COI4PS\Et4MANUEL2 REVISED 01-09-09.PPW
TIME OF CONCENTRATION CALCULATOR
Segment ill: Tc: User Defined
Segment ill Time: .0833 hrs
--------------------------------------------------------------------
Type.... Tc Calcs
Name.... RESIDENTIAL PRE
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
Page 3.22
File.... P:\Project\14505\1-0\Engr\COt4PS\EMMANTJEL2 REVISED 01-09-09.PPW
---------------------------------------------------------------------
Tc Equations used...
--------------------------------------------------------------------
User Defined ---------------------------------------
Tc = Value entered by user
Where: Tc = Time of concentration
SIN:
PondPack Ver: Compute Time: Date:
Type.... Tc Calcs Page 3.23
Name.... ROUTE 50 PRE
File.... P:\Project\14505\1-0\Engr\COIIPS\EM14ANUEL2 REVISED 01-09-09.PPW
.........................
TIME OF CONCENTRATION CALCULATOR
----------------------------------------------------------------------
Segment Ill: Tc: User Defined
Segment Ill Time: .0833 hrs
-----------------------------------------------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
Type.... Tc Calcs Page 3.24
Name.... ROUTE 50 PRE
File.... P:\Project\14505\1-0\Engr\CohIPS\EI14ANUEL2 REVISED 01-09-09.PPW
------------------------------------------------------------------------
Tc Equations used...
-------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN:
PondPack Ver: Compute Time: Date:
0
Type.... Tc Calcs Page 3.25
Name.... RTE 50 PH-1
File.... P:\Project\14505\1-0\Engr\CO14PS\EMMANUEL2 REVISED 01-09-09.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment fl1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
Type .... Tc Calcs Page 3.26
Name.... RTE 50 PH-1
File.... P:\Project\14505\1-0\Engr\COI4PS\EMMANUEL2 REVISED 01-09-09.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN:
PondPack Ver: Compute Time: Date:
0
Type.... Tc Calcs
Name.... RTE 50 PH-2
Page 3.27
File.... P:\Project\14505\1-0\Engr\COI4PS\EM4ANUEL2 REVISED 01-09-09.PPW
TII4E OF CONCENTRATION CALCULATOR
Segment II1: Tc: User Defined
Segment II1 Time: .0833 hrs
------------------------------------------------------------------------
Type.... Tc Calcs
Name.... RTE 50 PH-2
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
Page 3.28
File.... P:\Project\14505\1-0\Engr\COMPS\EI*LkNUEL2 REVISED 01-09-09.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN:
PondPack Ver: Compute Time: Date:
• 0
Type.... Tc Calcs
Name.... SITE PH-1
Page 3.29
File.... P:\Project\14505\1-0\Engr\CO14PS\EI4I4AI\RJEL2 REVISED 01-09-09.PPW
TINE OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment ;tl Time: .0833 hrs
---------------------------------------------------------------------
Type.... Tc Calcs
Name.... SITE PH-1
Total Tc: .0833 hrs
Page 3.30
File.... P:\Project\14505\1-0\Engr\COMPS\EI4MAI\IUEL2 REVISED 01-09-09.PPW
-------------------------------------------------------------------
Tc Equations used...
----------------------------------------------------------------
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN:
PondPack Ver: Compute Time: Date:
0 •
Type.... Runoff CN-Area Page 4.01
Name.... DETAINED PH-1
File.... P:\Project\14505\1-0\Engr\CO14PS\EM�EL2 REVISED 01-09-09.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Residential Districts - 1/2 acre 80 1.650 80.00
COMPOSITE AREA & WEIGHTED CN ---> 1.650 80.00 (80)
Type.... Runoff CN-Area
Name.... DETAINED PH-2
Page 4.02
File.... P:\Project-\14505\1-0\Engr\COI4PS\EIR4ANUEL2 REVISED 01-09-09.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Residential Districts - 1/2 acre 80 1.650 80.00
COMPOSITE AREA & WEIGHTED CN ---> 1.650 80.00 (80)
SIN:
PondPack Ver: Compute Time: Date:
0 0
Type.... Runoff CN-Area Page 4.03
Name.... EX. PROPERTY
File.... P:\Project\14505\1-0\Engr\COMPS\ENMANUEL2 REVISED 01-09-09.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres 1C %UC CN
-------------------------------- ------------- ----- ----- -----
Open space (Lawns,parks etc.) - Goo 74 2.950 74.00
Impervious Areas - Paved parking to 98 1.590 98.00
COMPOSITE AREA & WEIGHTED CN ---> 4.540 82.41 (82)
Type.... Runoff CN-Area
Name.... NEW PROPERTY
Page 4.04
File.... P:\Project\14505\1-0\Engr\COI4PS\EMMAIVUEL2 REVISED 01-09-09.PPW
RUNOFF CURVE NU14BER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ---
Open space (Lawns,parks etc.) - Goo 74 .920 74.00
Impervious Areas - Paved parking to 98 3.620 98.00
COMPOSITE AREA & WEIGHTED CN ---> 4.540 93.14 (93)
SIN:
PondPack Ver: Compute Time: Date:
Type.... Runoff CN-Area Page 4.05
Name.... OFFSITE PH-1
File.... P:\Project\14505\1-0\Engr\CO14PS\EMMANUEL2 REVISED 01-09-09.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description C111 acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Brush - brush, weed, grass mix - go 65 86.000 65.00
C014POSITE AREA & WEIGHTED CN ---> 86.000 65.00 (65)
Type.... Runoff CN-Area
Name.... OFFSITE PH-2
Page 4.06
File.... P:\Project\14505\1-0\Engr\COMPS\EI414ANUEL2 REVISED 01-09-09.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Brush - brush, weed, grass mix - go 65 25.263 65.00
Impervious Areas - Paved parking to 98 .337 98.00
COMPOSITE AREA & WEIGHTED CN ---> 25.600 65.43 (65)
SIN:
PondPack Ver: Compute Time: Date:
0 0
Type.... Runoff CN-Area Page 4.07
Name.... OFFSITE PRE
File.... P:\Project\14505\1-0\Engr\COI-IPS\EM14ANUEL2 REVISED 01-09-09.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CI1I acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Brush - brush, weed, grass mix - go 65 86.000 65.00
COMPOSITE AREA & WEIGHTED CN ---> 86.000 65.00 (65)
Type.... Runoff CN-Area
Name.... OFFSITE UNDETAIN
Page 4.08
File.... P:\Project\14505\1-0\Engr\CO14PS\EM4ANUEL2 REVISED 01-09-09.PPW
RUNOFF CURVE NU14BER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Brush - brush, weed, grass mix - go 65 59.400 65.00
COMPOSITE AREA & WEIGHTED CN ---> 59.400 65.00 (65)
SIN:
PondPack Ver: Compute Time: Date:
Type.... Runoff CN-Area Page 4.09
Name.... RES. PH-1
File.... P:\Project\14505\1-0\Engr\CO14PS\EMMAIJUEL2 REVISED 01-09-09.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres `l;C %UC CN
-------------------------------- ------------- ----- ----- ---
Residential Districts - 1/2 acre 80 8.660 80.00
COMPOSITE AREA & WEIGHTED CN ---> 8.660 80.00 (80)
Type.... Runoff CN-Area
Name.... RES. PH-2
Page 4.10
File.... P:\Project\14505\1-0\Engr\CO14PS\EMMAITUEL2 REVISED 01-09-09.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ---
Residential Districts - 1/2 acre 80 8.660 80.00
COMPOSITE AREA & WEIGHTED CN ---> 8.660 80.00 (80)
SIN:
PondPack Ver:
Compute Time: Date:
• 0
Type.... Runoff CN-Area Page 4.11
Name.... RESIDENTIAL PRE
File.... P:\Project\14505\1-0\Engr\COI•IPS\ElI24ANUEL2 REVISED 01-09-09.PPW
RUNOFF CURVE NUI4BER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres $C RUC CD]
-------------------------------- ------------- ----- ----- ------
Residential Districts - 1/2 acre 80 10.310 80.00
COMPOSITE AREA & WEIGHTED CN ---> 10.310 80.00 (80)
Type.... Runoff CN-Area
Name.... ROUTE 50 PRE
Page 4.12
File.... P:\Project\14505\1-0\Engr\COI•IPS\EMMANUEL2 REVISED 01-09-09.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C RUC CN
-------------------------------- ------------- ----- ----- ------
Impervious Areas - Paved parking to 98 1.750 98.00
COMPOSITE AREA & WEIGHTED CN ---> 1.750 98.00 (98)
S/N:
PondPack Ver: Compute Time: Date:
0 •
Type.... Runoff CN-Area Page 4.13
Name.... RTE 50 PH-1
File.... P:\Project\14505\1-0\Engr\COI4PS\EM14PN EL2 REVISED 01-09-09.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C WC CN
-------------------------------- ------------- ----- ----- ------
Impervious Areas - Paved parking to 98 1.750 98.00
COMPOSITE AREA & WEIGHTED CN ---> 1.750 98.00 (98)
Type.... Runoff CN-Area
Name.... RTE 50 PH-2
Page 4.14
File.... P:\Project\14505\1-0\Engr\COI4PS\EI424AIQUEL2 REVISED 01-09-09.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Impervious Areas - Paved parking to 98 1.750 98.00
COMPOSITE AREA & WEIGHTED CN ---> 1.750 98.00 (98)
SIN:
PondPack Ver:
Compute Time:
Date:
Type.... Runoff CN-Area Page 4.15
Name.... SITE PH-1
File.... P:\Project\14505\1-0\Engr\COI4PS\EMMANUEL2 REVISED 01-09-09.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Open space (Lawns,parks etc.) - Goo 74 2.950 74.00
Impervious Areas - Paved parking to 98 1.590 98.00
C0I4POSITE AREA & WEIGHTED CN ---> 4.540 82.41 (82)
SIN:
PondPack Ver:
Compute Time: Date:
Type.... Unit Hyd. Summary Page 5.01
Name.... DETAINED PH-1 Tag: 10 Event: 10 yr
File.... P:\Project\14505\1-0\Engr\COI.IPS\EI4I4ANUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 4.1100 in
Rain Dir = P:\Project\14505\1-0\Engr\COMPS\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = P:\Project\14505\1-0\Engr\COMPS\
HYG File - ID = - DETAINED PH-1 10
Tc = .3112 hrs
Drainage Area = 1.650 acres Runoff CN= 80
Computational Time Increment = .04150 hrs
Computed Peak Time = 12.0761 hrs
Computed Peak Flow = 3.90 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.1000 hrs
Peak Flow, Interpolated Output = 3.82 cfs
WARNING: The difference between calculated peak flow
and interpolated peak flow is greater than 1.50%
DRAINAGE AREA
-------------------
ID:DETAINED PH-1
CN = 80
Area = 1.650 acres
S = 2.5000 in
0.25 = .5000 in
Cumulative Runoff
-------------------
2.1329 in
.293 ac-ft
HYG Volume... .293 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *k*kk
Time Concentration, Tc = .31124 hrs (ID: DETAINED PH-1)
Computational Incr, Tm = .04150 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46b under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 6.01 cfs
Unit peak time Tp = .20749 hrs
Unit receding limb, Tr = .82997 hrs
Total unit time, Tb = 1.03747 hrs
SIN:
PondPack Ver: Compute Time: Date:
r1
U
Type.... Unit Hyd. Summary Page 5.02
Name.... DETAINED PH-2 Tag: 10 Event: 10 yr
File.... P:\Project\14505\1-0\Engr\CO14PS\EMMADIUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 10
SCS UNIT HYDROGRAPH METHOD
STORI•i EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 4.1100 in
Rain Dir = P:\Project\14505\1-0\Engr\COI4PS\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = P:\Project\14505\1-0\Engr\COMPS\
HYG File - ID = - DETAINED PH-2 10
Tc = .3112 hrs
Drainage Area = 1.650 acres Runoff CN= 80
Computational Time Increment = .04150 hrs
Computed Peak Time = 12.0761 hrs
Computed Peak Flow = 3.90 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.1000 hrs
Peak Flow, Interpolated Output = 3.82 cfs
WARNING: The difference between calculated peak flow
and interpolated peak flow is greater than 1.50%
DRAINAGE AREA
ID:DETAINED PH-2
CN = 80
Area = 1.650 acres
S = 2.5000 in
0.25 = .5000 in
Cumulative Runoff
-------------------
2.1329 in
.293 ac-ft
HYG Volume... .293 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS kkkk*
Time Concentration,
Tc =
.31124
hrs (ID: DETAINED PH-2)
Computational Incr,
Tm =
.04150
hrs = 0.20000 Tp
Unit Hyd. Shape Factor
=
483.432
(37.46% under rising limb)
K = 483.43/645.333,
K =
.7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit peak,
qp =
6.01
cfs
Unit peak time
Tp =
.20749
hrs
Unit receding limb,
Tr =
.82997
hrs
Total unit time,
Tb =
1.03747
hrs
SIN:
PondPack Ver: Compute Time: Date:
0 0
Type.... Unit Hyd. Summary Page 5.03
Name.... EX. PROPERTY Tag: 10 Event: 10 yr
File.... P:\Project\14505\1-0\Engr\CO14PS\ENR4AIATUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 4.1100 in
Rain Dir = P:\Project\14505\1-0\Engr\COMPS\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = P:\Project\14505\1-0\Engr\COMPS\
HYG File - ID = - EX. PROPERTY 10
Tc = .0833 hrs
Drainage Area = 4.540 acres Runoff- CN= 82
Computational
Time Increment
= .01111
hrs
Computed Peak
Time
= 11.9218
hrs
Computed Peak
Flow
= 16.44
cfs
Time Increment for HYG
File
= .0500
hrs
Peak Time, Interpolated
Output
= 11.9000
hrs
Peak Flow, Interpolated
Output
= 15.75
cfs
WARNING: The difference
between
calculated
peak flow
and interpolated peak flow
is greater than
1.50%
DRAINAGE AREA
ID:EX. PROPERTY
CN = 82
Area = 4.540 acres
S = 2.1951 in
0.25 = .4390 in
Cumulative Runoff
-------------------
2.2973 in
.869 ac-ft
HYG Volume... .869 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
.08333
hrs (ID: EX. PROPERTY)
Computational Incr,
Tm =
.01111
hrs = 0.20000 Tp
Unit Hyd. Shape Factor
=
483.432
(37.46% under rising limb)
K = 483.43/645.333,
K =
.7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit peak,
qp =
61.73
cfs
Unit peak time
Tp =
.05555
hrs
Unit receding limb,
Tr =
.22221
hrs
Total unit time,
Tb =
.27777
hrs
SIN:
PondPack Ver: Compute Time: Date:
•
L_J
Type.... Unit Hyd. Summary Page 5.04
Name.... NEW PROPERTY Tag: 10 Event: 10 yr
File.... P:\Project\14505\1-0\Engr\CO14PS\EMMANUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 10
SIN:
PondPack Ver:
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 4.1100 in
Rain Dir = P:\Project\14505\1-0\Engr\COMPS\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = P:\Project\14505\1-0\Engr\COI4PS\
HYG File - ID = - NEW PROPERTY 10
Tc = .0833 hrs
Drainage Area = 4.540 acres Runoff CN= 93
Computational Time Increment = .01111 hrs
Computed Peak Time = 11.9222 hrs
Computed Peak Flow = 22.48 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 11.9000 hrs
Peak Flow, Interpolated Output = 21.99 cfs
WARNING: The difference between calculated peak flow
and interpolated peak flow is greater than 1.50%
DRAINAGE AREA
ID:NEW PROPERTY
CN = 93
Area = 4.540 acres
S = .7527 in
0.25 = .1505 in
Cumulative Runoff
-------------------
3.3270 in
1.259 ac-ft
HYG Volume... 1.259 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *'*'***
Time
Concentration,
Tc =
.08333
hrs (ID: NEW PROPERTY)
Computational Incr,
Tm =
01111
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor
=
483,432
(37.46% under rising limb)
K =
483.43/645.333,
K =
.7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
61.73
cfs
Unit
peak time
Tp =
.05556
hrs
Unit
receding limb,
Tr =
.22222
hrs
Total
unit time,
Tb =
.27778
hrs
Compute Time:
Date:
•
Type.... Unit Hyd. Summary Page 5.05
Name.... OFFSITE PH-1 Tag: 10 Event: 10 yr
File.... P:\Project\14505\1-0\Engr\COI-IPS\EMMANUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 4.1100 in
Rain Dir = P:\Project\14505\1-0\Engr\COMPS\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = P:\Project\14505\1-0\Engr\CO14PS\
HYG File - ID = - OFFSITE PH-1 10
Tc = .1613 hrs
Drainage Area = 86.000 acres Runoff CN= 65
Computational Time Increment = .02150 hrs
Computed Peak Time = 12.0211 hrs
Computed Peak Flow = 123.33 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.0000 hrs
Peak Flow, Interpolated Output = 122.08 cfs
DRAINAGE AREA
ID:OFFSITE PH-1
CN = 65
Area = 86.000 acres
S = 5.3846 in
0.2S = 1.0769 in
Cumulative Runoff
-------------------
1.0929 in
7.832 ac-ft
HYG Volume... 7.831 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS **"**
Time
Concentration,
Tc =
.16128
hrs (ID: OFFSITE PH-1)
Computational
Incr,
Tm =
.02150
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
604.16
cfs
Unit
peak time
Tp =
.10752
hrs
Unit
receding limb,
Tr =
.43009
hrs
Total
unit time,
Tb =
.53762
hrs
SIN:
PondPack Ver: Compute Time: Date:
0
Tyne.... Unit Hyd. Summary Page 5.06
Name.... OFFSITE PH-2 Tag: 10 Event: 10 yr
File.... P:\Project\14505\1-0\Engr\COI.IPS\EMI4ANUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 10
SIN:
PondPack Ver:
SCS UNIT HYDROGRAPH 14ETHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 4.1100 in
Rain Dir = P:\Project\14505\1-0\Engr\COMPS\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = P:\Project\14505\1-0\Engr\COMPS\
HYG File - ID = - OFFSITE PH-2 10
Tc = .1592 hrs
Drainage Area = 25.600 acres Runoff- CN= 65
Computational Time Increment = .02123 hrs
Computed Peak Time = 12.0160 hrs
Computed Peak Flow = 36.77 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.0000 hrs
Peak Flow, Interpolated Output = 36.39 cfs
DRAINAGE AREA
ID:OFFSITE PH-2
CN = 65
Area = 25.600 acres
S = 5.3846 in
0.25 = 1.0769 in
Cumulative Runoff
-------------------
1.0929 in
2.332 ac-ft
HYG Volume... 2.331 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAI4ETERS **"**
Time
Concentration,
Tc =
.15922
hrs (ID:
OFFSITE PH-2)
Computational Incr,
Tm =
.02123
hrs = 0.20000
Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46%
under rising limb)
K =
483.43/645.333,
K =
.7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved
from K = .7491)
Unit
peak,
ap =
182.17
cfs
Unit
peak time
Tp =
.10615
hrs
Unit
receding limb,
Tr =
.42459
hrs
Total
unit time,
Tb =
.53074
hrs
Compute Time
Date:
•
•
Type.... Unit Hyd. Summary Page 5.07
Name.... OFFSITE PRE Tag: 10 Event: 10 yr
File.... P:\Project\14505\1-0\Engr\COIIPS\ENR4ANUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 4.1100 in
Rain Dir = P:\Project\14505\1-0\Engr\COMPS\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = P:\Project\14505\1-0\Engr\COMPS\
HYG File - ID = - OFFSITE PRE 10
Tc = .1613 hrs
Drainage Area = 86.000 acres Runoff CN= 65
Computational Time Increment = .02150 hrs
Computed Peak Time = 12.0211 hrs
Computed Peak Flom = 123.33 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.0000 hrs
Peak Flow, Interpolated Output = 122.08 cfs
DRAINAGE AREA
ID:OFFSITE PRE
CN = 65
Area = 86.000 acres
S = 5.3846 in
0.25 = 1.0769 in
Cumulative Runoff
-------------------
1.0929 in
7.832 ac-ft
HYG Volume... 7.831 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.16128
hrs (ID: OFFSITE PRE)
Computational
Incr,
Tm =
.02150
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K
_ .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
604.16
cfs
Unit
peak time
Tp =
.10752
hrs
Unit
receding limb,
Tr =
.43009
hrs
Total
unit time,
Tb =
.53762
hrs
SIN:
PondPack Ver: Compute Time: Date:
0
E
Type.... Unit Hyd. Summary Page 5.08
Name.... OFFSITE UNDETAIN Tag: 10 Event: 10 yr
File.... P:\Project\14505\1-0\Engr\CO14PS\EM14ANUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 4.1100 in
Rain Dir = P:\Project\14505\1-0\Engr\COI4PS\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = P:\Project\14505\1-0\Engr\COMPS\
HYG File - ID = - OFFSITE UNDETAIN 10
Tc = .1613 hrs
Drainage Area = 59.400 acres Runoff CN= 65
Computational Time Increment = .02150 hrs
Computed Peak Time = 12.0211 hrs
Computed Peak Flow = 85.19 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.0000 hrs
Peak Flow, Interpolated Output = 84.32 cfs
DRAINAGE AREA
ID:OFFSITE UNDETAIN
CN = 65
Area = 59.400 acres
S = 5.3846 in
0.2S = 1.0769 in
Cumulative Runoff
-------------------
1.0929 in
5.410 ac-ft
HYG Volume... 5.409 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.16128
hrs (ID: OFFSITE UNDETAIN)
Computational Incr,
Tm =
.02150
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K =
.7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
ap =
417.29
cfs
Unit
peak time
Tp =
.10752
hrs
Unit
receding limb,
Tr =
.43009
hrs
Total
unit time,
Tb =
.53762
hrs
SIN:
PondPack Ver: Compute Time: Date:
0
Type.... Unit Hyd. Summary Page 5.09
Name.... RES. PH-1 Tag: 10 Event: 10 yr
File.... P:\Project\14505\1-0\Engr\COMPS\EI414ANUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 10
SCS UNIT HYDROGRAPH METHOD
STORN EVENT: 10 year storm
Duration = 24,0000 hrs Rain Depth = 4.1100 in
Rain Dir = P:\Project\14505\1-0\Engr\COMPS\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = P:\Project\14505\1-0\Engr\COMPS\
HYG File - ID = - RES. PH-1 10
Tc (Min. Tc) _ .0833 hrs
Drainage Area = 8.660 acres Runoff CN= 80
Computational Time Increment = .01111 hrs
Computed Peak Time = 11.9286 hrs
Computed Peak Flow = 29.04 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 11.9000 hrs
Peak Flow, Interpolated Output = 27.73 cfs
WARNING: The difference between calculated peak flow
and interpolated peak flow is greater than 1.50%
DRAINAGE AREA
ID:RES. PH-1
CN = 80
Area = 8.660 acres
S = 2.5000 in
0.25 = .5000 in
Cumulative Runoff
-------------------
2.1329 in
1.539 ac-ft
HYG Volume... 1.539 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS **A**
Time Concentration,
Tc =
.08330
hrs (ID: RES. PH-1)
Computational Incr,
Tm =
.01111
hrs = 0.20000 Tp
Unit Hyd. Shape Factor
=
483.432
(37.46o under rising limb)
K = 483.43/645.333,
K =
.7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit peak,
qp =
117.79
cfs
Unit peak time
Tp =
.05553
hrs
Unit receding limb,
Tr =
.22213
hrs
Total unit time,
Tb =
.27767
hrs
SIN:
PondPack Ver: Compute Time: Date:
0
•
Type.... Unit Hyd. Summary Page 5.10
Name.... RES. PH-2 Tag: 10 Event: 10 yr
File.... P:\Project\14505\1-0\Engr\COI•IPS\ElH4ANUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 10
SCS UNIT HYDROGRAPH METHOD
STORI.1 EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 4.1100 in
Rain Dir = P:\Project\14505\1-0\Engr\COMPS\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = P:\Project\14505\1-0\Engr\COMPS\
HYG File - ID = - RES. PH-2 10
Tc (Min. Tc) _ .0833 hrs
Drainage Area = 8.660 acres Runoff CN= 80
Computational Time Increment = .01111 hrs
Computed Peak Time = 11.9286 hrs
Computed Peak Flow = 29.04 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 11.9000 hrs
Peak Flow, Interpolated Output = 27.73 cfs
WARNING: The difference between calculated peak flow
and interpolated peak flow is greater than 1.50%
DRAINAGE AREA
ID:RES. PH-2
CN = 80
Area = 8.660 acres
S = 2.5000 in
0.25 = .5000 in
Cumulative Runoff
-------------------
2.1329 in
1.539 ac-ft
HYG Volume... 1.539 ac-ft- (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS ******
Time
Concentration,
Tc =
.08330
hrs (ID: RES. PH-2)
Computational
Incr,
Tm =
.01111
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K =
.7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
117.79
cfs
Unit
peak time
Tp =
.05553
hrs
Unit
receding limb,
Tr =
.22213
hrs
Total
unit time,
Tb =
.27767
hrs
SIN:
PondPack Ver: Compute Time: Date:
Type.... Unit Hyd. Summary Page 5.11
Name.... RESIDENTIAL PRE Tag: 10 Event: 10 yr
File.... 2:\Project\14505\1-0\Engr\CO14PS\EMMANUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 10
SCS UNIT HYDROGRAPH METHOD
STOR14 EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 4.1100 in
Rain Dir = P:\Project\14505\1-0\Engr\COI4PS\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = P:\Project\14505\1-0\Engr\COMPS\
HYG File - ID = - RESIDENTIAL PRE 10
Tc (Min. Tc) _ .0833 hrs
Drainage Area = 10.310 acres Runoff CN= 80
Computational Time Increment = .01111 hrs
Computed Peak Time = 11.9286 hrs
Computed Peak Flow = 34.57 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 11.9000 hrs
Peak Flow, Interpolated Output = 33.01 cfs
WARNING: The difference between calculated peak flow
and interpolated peak flow is greater than 1.500
DRAINAGE AREA
ID:RESIDENTIAL PRE
CN = 80
Area = 10.310 acres
S = 2.5000 in
0.25 = .5000 in
Cumulative Runoff
-------------------
2.1329 in
1.833 ac-ft
HYG Volume... 1.832 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS "'
Time
Concentration,
Tc =
.08330
hrs (ID: RESIDENTIAL PRE)
Computational Incr,
Tm =
.01111
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46% under rising limb)
I< =
483.43/645.333,
K =
.7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
140.24
cfs
Unit
peak time
Tp =
.05553
hrs
Unit
receding limb,
Tr =
.22213
hrs
Total
unit time,
Tb =
.27767
hrs
SIN:
PondPack Ver: Compute Time: Date:
0 0
Type.... Unit Hyd. Summary Page 5.12
Name.... ROUTE 50 PRE Tag: 10 Event: 10 yr
File.... P:\Project\14505\1-0\Engr\COI,IPS\Ela4ANUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 4.1100 in
Rain Dir = P:\Project\14505\1-0\Engr\COMPS\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = P:\Project\14505\1-0\Engr\COMPS\
HYG File - ID = - ROUTE 50 PRE 10
Tc (Min. Tc) _ .0833 hrs
Drainage Area = 1.750 acres Runoff CN= 98
Computational Time Increment = .01111 hrs
Computed Peak Time = 11.9175 hrs
Computed Peak Flow = 9.33 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 11.9000 hrs
Peak Flow, Interpolated Output = 9.15 cfs
WARNING: The difference between calculated peak flow
and interpolated peak flow is greater than 1.50%
DRAINAGE AREA
ID:ROUTE 50 PRE
CN = 98
Area = 1.750 acres
S = .2041 in
0.25 = .0408 in
Cumulative Runoff
-------------------
3.8748 in
.565 ac-ft-
HYG Volume... .565 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS AAAA*
Time
Concentration,
Tc =
.08330
hrs (ID: ROUTE 50 PRE)
Computational
Incr,
Tm =
.01111
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K =
.7491
(also, I< = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp
=
1.6698
(solved from K = .7491)
Unit
peak,
qp =
23.80
cfs
Unit
peak time
Tp =
.05553
hrs
Unit
receding limb,
Tr =
.22213
hrs
Total
unit time,
Tb =
.27767
hrs
SIN:
PondPack Ver: Compute Time: Date:
0 0
Type.... Unit Hyd. Summary Page 5.13
Name.... RTE 50 PH-1 Tag: 10 Event: 10 yr
File.... P:\Project\14505\1-0\Engr\COI4PS\EI4MANUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 10
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 4.1100 in
Rain Dir = P:\Project\14505\1-0\Engr\COI4PS\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = P:\Project\14505\1-0\Engr\CO14PS\
HYG File - ID = - RTE 50 PH-1 10
Tc (14in. Tc) _ .0833 hrs
Drainage Area = 1.750 acres Runoff CN= 98
Computational Time Increment = .01111 hrs
Computed Peak Time = 11,9175 hrs
Computed Peak Flow = 9.33 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 11.9000 hrs
Peak Flow, Interpolated Output = 9.15 cfs
WARNING: The difference between calculated peak flow
and interpolated peak flow is greater than 1.50%
DRAINAGE AREA
ID:RTE 50 PH-1
CN = 98
Area = 1.750 acres
S = .2041 in
0.2S = .0408 in
Cumulative Runoff
-------------------
3.8748 in
.565 ac-ft-
HYG Volume... .565 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration,
Tc =
.08330
hrs (ID: RTE 50 PH-1)
Computational Incr,
Tm =
.01111
hrs = 0.20000 Tp
Unit Hyd. Shape Factor =
483.432
(37.46`k under rising limb)
K = 483.43/645.333,
K
= .7491
(also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp =
1.6698
(solved from K = .7491)
Unit peak,
9p =
23.80
cfs
Unit peak time
Tp =
.05553
hrs
Unit receding limb,
Tr =
.22213
hrs
Total unit time,
Tb =
.27767
hrs
SIN:
PondPack Ver: Compute Time: Date:
0
E
Type.... Unit Hyd. Summary Page 5.14
Name.... RTE 50 PH-2 Tag: 10 Event: 10 yr
File.... P:\Project\14505\1-0\Engr\CO14PS\EM14ANUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 10
SCS UNIT HYDROGRAPH METHOD
STORI4 EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 4.1100 in
Rain Dir = P:\Project\14505\1-0\Engr\COMPS\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = P:\Project\14505\1-0\Engr\COMPS\
HYG File - ID = - RTE 50 PH-2 10
Tc (Min. Tc) _ .0833 hrs
Drainage Area = 1.750 acres Runoff CN= 98
Computational Time Increment = .01111 hrs
Computed Peak Time = 11.9175 hrs
Computed Peak Flow = 9.33 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 11.9000 hrs
Peak Flow, Interpolated Output = 9.15 cfs
WARNING: The difference between calculated peak flow
and interpolated peak flow is greater than 1.50%
DRAINAGE AREA
ID:RTE 50 PH-2
CN = 98
Area = 1.750 acres
S = .2041 in
0.25 = .0408 in
Cumulative Runoff
-------------------
3.8748 in
.565 ac-ft
HYG Volume... .565 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.08330
hrs (ID: RTE 50 PH-2)
Computational
Incr,
Tm =
.01111
hrs = 0.20000 Tp
Unit
Hyd. Shape Factor =
483.432
(37.46% under rising limb)
K =
483.43/645.333,
K =
.7491
(also, I< = 2/(1+(Tr/Tp))
Receding/Rising,
Tr/Tp =
1.6698
(solved from K = .7491)
Unit
peak,
qp =
23.80
cfs
Unit
peak time
Tp =
.05553
hrs
Unit
receding limb,
Tr =
.22213
hrs
Total
unit time,
Tb =
.27767
hrs
SIN:
PondPack Ver: Compute Time: Date:
0
Type.... Unit Hyd. Summary Page 5.15
Name.... SITE PH-1 Tag: 10 Event: 10 yr
File.... P:\Project\14505\1-0\Engr\COI-IPS\EIOLANUEL2 REVISED 01-09-09.PPW
Storm... TypeII 24hr Tag: 10
SIN:
PondPack Ver:
SCS UNIT HYDROGRAPH I-IETHOD
STORM EVENT: 10 year storm
Duration = 24.0000 hrs Rain Depth = 4.1100 in
Rain Dir = P:\Project\14505\1-0\Engr\COMPS\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = P:\Project\14505\1-0\Engr\COMPS\
HYG File - ID = - SITE PH-1 10
Tc = .0833 hrs
Drainage Area = 4.540 acres Runoff CN= 82
Computational Time Increment = .01111 hrs
Computed Peak Time = 11.9218 hrs
Computed Peak Flow = 16.44 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 11.9000 hrs
Peak Flow, Interpolated Output = 15.75 cfs
WARNING: The difference between calculated peak flow
and interpolated peak flow is greater than 1.50%
DRAINAGE AREA
ID:SITE PH-1
CN = 82
Area = 4.540 acres
S = 2.1951 in
0.25 = .4390 in
Cumulative Runoff
-------------------
2.2973 in
.869 ac-ft
HYG Volume... .869 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time
Concentration,
Tc =
.08333
hrs (ID:
SITE PH-1)
Computational Incr,
TM =
.01111
hrs = 0.20000
Tp
Unit
Hyd. Shape Factor
=
483.432
(37.46$
under rising limb)
K =
483.43/645.333,
K _
.7491
(also,
K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp
=
1.6698
(solved
from I< _ .7491)
Unit
peak,
qp =
61.73
cfs
Unit
peak time
Tp =
.05555
hrs
Unit
receding limb,
Tr =
.22221
hrs
Total
unit time,
Tb =
.27777
hrs
Compute Time:
Date:
0
Type.... Vol: Elev-Area Page 6.01
Name.... PH-1 POND
File.... P:\Project\14505\1-0\Engr\COIIPS\EI4MANUEL2 REVISED 01-09-09.PPW
Elevation
Planimeter Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
(sq.in) (acres)
(acres)
(ac-ft)
(ac-ft)
------------------------------------------------------------------------
92.50
----- .0002
.0000
.000
.000
93.00
----- .0306
.0333
.006
.006
94.00
----- .0427
.1094
.036
.042
95.00
----- .0569
.1489
.050
.092
96.00
----- .0740
.1958
.065
.157
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Areal))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
Type.... Vol: Elev-Area
Name.... PH-2 POND
Page 6.02
File.... P:\Project\14505\1-0\Engr\CO14PS\EMIIANUEL2 REVISED 01-09-09.PPW
Elevation
Planimeter Area
Al+A24-sgr(A1*A2)
Volume
Volume Sum
(ft)
(sq.in) (acres)
(acres)
(ac-ft)
(ac-ft)
------------------------------------------------------------------------
94.00
----- .0030
.0000
.000
.000
95.00
----- .0500
.0652
.022
.022
96.00
----- .1540
.2917
.097
.119
97.00
----- .3160
.6906
.230
.349
98.00
----- .5400
1.2691
.423
.772
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN:
PondPack Ver: Compute Time: Date:
Type.... Vol: Elev-Area Page 6.03
Name.... POND PH-1
File.... P:\Project\14505\1-0\Engr\COI4PS\EIAMANUEL2 REVISED 01-09-09.PPW
Elevation
Planimeter Area
Al+A24-sgr(A1*A2)
Volume
Volume Sum
(ft)
(sq.in) (acres)
(acres)
(ac-ft-)
(ac-ft)
------------------------------------------------------------------------
92.50
----- .0002
.0000
.000
.000
93.00
----- .0306
.0333
.006
.006
94.00
----- .0427
.1094
.036
.042
95.00
----- .0569
.1489
.050
.092
96.00
----- .0740
.1958
.065
.157
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Areal))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
Type.... Outlet Input Data
Name.... Outlet 1
Page 7.01
File.... P:\Project\14505\1-0\Engr\CO14PS\EMI4ANUEL2 REVISED 01-09-09.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 94.00 ft
Increment = .40 ft
Max. Elev.= 98.00 ft
* * * * k * # * * * * * * * k * * * * * * * A * * * * k * * * * k k k k A * k A''A k A k k A
OUTLET CONNECTIVITY
* * * * * * * A * * * * * * A * * * * * * * k * k * * * * * * * k k * * A A * k A A A * * k
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< ---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
Stand Pipe
RO
---> CV
96.000
98.000
Orifice -Circular
00
---> CV
94.000
98.000
Culvert -Circular
CV
---> TW
93.000
98.000
Weir-XY Points
WO
---> TW
96.800
98.000
TW SETUP, DS Channel
SIN:
PondPack Ver: Compute Time: Date:
0
0
Type....
Outlet Input Data
Page 7.02
Name....
Outlet 1
File....
P:\Project\14505\1-0\Engr\CO2.1PS\EM14ANUEL2
REVISED 01-09-09.PPW
OUTLET STRUCTURE
INPUT DATA
Structure ID
= RO
Structure Type
= Stand Pipe
------------------------------------
,I of Openings
= 1
Invert Elev.
= 96.00
ft
Diameter
= 6.0000
ft
Orifice Area
= 28.2743
sq.ft
Orifice Coeff.
_ .600
Weir Length
= 18.85
ft
Weir Coeff.
= 3.000
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID
= 00
Structure Type
= Orifice -Circular
------------------------------------
ff of Openings
= 1
Invert Elev.
= 94.00
ft
Diameter
= 1.2500
ft
Orifice Coeff.
_ .600
SIN:
PondPack
Ver:
Compute Time:
Date:
Type.... Outlet Input Data Page 7.03
Name.... Outlet 1
File.... P:\Project\14505\1-0\Engr\CO14PS\EMMANUEL2 REVISED 01-09-09.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
= CV
Structure Type
= Culvert -Circular
------------------------------------
No. Barrels
= 1
Barrel Diameter
= 3.0000
ft
Upstream Invert
= 93.00
ft
Dnstream Invert
= 92.00
ft-
Horiz. Length
= 46.00
ft
Barrel Length
= 46.01
ft-
Barrel Slope
= .02174
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0120
Ke = .5000
Kb = .006159
Kr = .5000
HVI 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) =
1.149
T2 ratio (HW/D) =
1.296
Slope Factor =
-.500
(forward entrance loss)
(per ft- of full floe✓)
(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 = 96.45 ft ---> Floe✓ = 42.85 cfs
At T2 Elev = 96.89 ft ---> Flow = 48.97 cfs
SIN:
PondPack Vex
0
i
Type....
Outlet Input Data
Page 7.04
Name....
Outlet 1
File....
P:\Project\14505\1-0\Engr\COMPS\ENR4ANUEL2
REVISED 01-09-09.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = WO
Structure Type = Weir-XY Points
------------------------------------
;t of Openings = 1
WEIR X-Y GROUND POINTS
X, ft Elev, ft
------------------
.00 98.00
3.60 96.80
33.60 96.80
37.20 98.00
Lowest Elev. = 96.80 ft
Weir Coeff. = 3.000000
Weir TW effects (Use adjustment
equation)
Structure ID = TW
Structure Type = W 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:
PondPack
Ver: Compute Time:
Date:
Type.... Composite Rating Curve Page 7.05
Name.... Outlet 1
File.... P:\Project\14505\1-0\Engr\COI.IPS\EI4MANUEL2 REVISED 01-09-09.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q
Elev.
Q
ft
cfs
--------
94.00
-------
.00
94.40
.58
94.80
2.13
95.20
4.21
95.60
5.88
96.00
6.99
96.40
19.83
96.80
42.75
97.20
76.25
97.60
125.43
98.00
189.95
SIN:
Pond Pack Ver:
Notes
--------
Converge
-------------------------
TW Elev
Error
ft
+/-ft
Contributing
Structures
--------
Free
----- --------------------------
Outfall
(no Q: RO,OO,CV,WO)
Free
Outfall
OO,CV (no
Q:
RO,WO)
Free
Outfall
OO,CV (no
Q:
RO,WO)
Free
Outfall
OO,CV (no
Q:
RO,WO)
Free
Outfall
OO,CV (no
Q:
RO,WO)
Free
Outfall
OO,CV (no
Q:
RO,WO)
Free
Outfall
RO,OO,CV
(no
Q: WO)
Free
Outfall
RO,OO,CV
(no
Q: WO)
Free
Outfall
RO,CV,WO
(no
Q: 00)
Free
Outfall
RO,CV,WO
(no
Q: 00)
Free
Outfall
RO,CV,WO
(no
Q: 00)
Compute Time:
Date:
Type.... Outlet Input Data
Page 7.06
Name.... Outlet ph-1
File.... P:\Project\14505\1-0\Engr\COI4PS\EMNIAATUEL2 REVISED
01-09-09.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 92.50 ft
Increment = .40 ft
Max. Elev.= 96.00 ft
* * * * * * * * * * * * * * * * * * * * A * * * * * * * * * * * * * * * * * k * * * A 'k k
OUTLET CONNECTIVITY
* * * * * * * * * * * * * * * * * * * * * * k * * * * k * * * k k k k * * *"k 'k * * * k k
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
* ---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft
------------------
E2, ft
----------------- -----------
Orifice-Circular 00 ---> TW 92.500
96.000
Stand Pipe RO ---> CV 95.000
96.000
Orifice -Circular 00 ---> CV 93.500
96.000
Culvert -Circular CV ---> TW 92.500
96.000
Weir-XY Points WO ---> TW 95.200
96.000
TW SETUP, DS Channel
SIN:
PondPack Ver: Compute Time: Date:
• 1i
Type.... Outlet Input Data Page 7.07
Name.... Outlet ph-1
File.... P:\Project\14505\1-0\El-lgr\COIiPS\EM4ANTJEL2 REVISED 01-09-09.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = 00
Structure Type = Orifice -Circular
------------------------------------
;I of Openings = 1
Invert Elev. = 92.50 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
Structure ID =
RO
Structure Type =
Stand Pipe
------------------------------------
,, of Openings =
1
Invert Elev. =
95.00
ft
Diameter =
6.0000
ft
Orifice Area =
28.2743
sq.ft
Orifice Coeff. _
.600
Weir Length =
18.85
ft
Weir Coeff. =
3.000
K, Reverse =
1.000
Mannings n =
.0000
Kev,Charged Riser =
.000
Weir Submergence =
No
Structure ID = 00
Structure Type = Orifice -Circular
------------------------------------
;I of Openings = 1
Invert Elev. = 93.50 ft
Diameter = 1.2500 ft
Orifice Coeff. _ .600
SIN:
PondPack Ver: Compute Time: Date:
0 •
Type.... Outlet Input Data Page 7.08
Name.... Outlet ph-1
File.... P:\Project\14505\1-0\Engr\COI-IPS\EM14ANUEL2 REVISED 01-09-09.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
= CV
Structure Type
= Culvert -Circular
------------------------------------
No. Barrels
= 1
Barrel Diameter
= 1.0000
ft
Upstream Invert
= 92.50
ft
Dnstream Invert
= 92.00
ft
Horiz. Length
= 26.00
ft
Barrel Length
= 26.00
ft
Barrel Slope
= .01923
ft/ft
OUTLET CONTROL DATA...
Mannings n = .0120
Ke = .5000
Kb = .026647
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) =
1.165
T2 ratio (HW/D) =
1.297
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 = 93.66 ft ---> Flow = 2.75 cfs
At T2 Elev = 93.80 ft ---> Flow = 3.14 cfs
SIN:
PondPack Ver: Compute Time: Date:
0
Type.... Outlet Input Data Page 7.09
Name.... Outlet ph-1
File.... P:\Project\14505\1-0\Engr\CO14PS\EI414ANUEL2 REVISED 01-09-09.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = WO
Structure Type = V1eir-XY Points
------------------------------------
of Openings = 1
WEIR X-Y GROUND POINTS
X, ft
Elev, ft
---------
.00
---------
96.00
2.00
95.20
12.00
95.20
14.00
96.00
Lowest Elev. = 95.20 ft
Weir Coeff. = 3.000000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Atax.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.10
cfs
I -lax.
Q
tolerance =
.10
cfs
SIN:
PondPack Ver: Compute Time: Date:
Type.... Composite Rating Curve Page 7.10
Name.... Outlet ph-1
File.... P:\Project\14505\1-0\Engr\CO14PS\El414ANUEL2 REVISED 01-09-09.PPW
***** COMPOSITE OUTFLOW SUMMARY k*kk
WS Elev, Total Q
Elev.
Q
ft
cfs
--------
92.50
-------
.00
92.90
.12
93.30
.19
93.50
.22
93.70
.34
94.10
1.50
94.50
3.46
94.90
4.65
95.00
4.75
95.20
5.97
95.30
7.11
95.70
18.23
96.00
31.57
S/N:
PondPack Ver:
Notes
--------
Converge
-------------------------
TW Elev
Error
ft
+/-ft
Contributing Structures
--------
Free
-----
Outfall
--------------------------
(no Q: O0,RO,OO,CV,WO)
Free
Outfall
00 (no Q: RO,OO,CV,WO)
Free
Outfall
00 (no Q: RO,OO,CV,WO)
Free
Outfall
00 (no Q: RO,OO,CV,WO)
Free
Outfall
00,00,CV (no Q: RO,WO)
Free
Outfall
00,00,CV (no Q: RO,WO)
Free
Outfall
00,00,CV (no Q: RO,WO)
Free
Outfall
00,00,CV (no Q: RO,WO)
Free
Outfall
00,00,CV (no Q: RO,WO)
Free
Outfall
O0,RO,OO,CV (no Q: WO)
Free
Outfall
O0,RO,CV,WO (no Q: 00)
Free
Outfall
O0,RO,CV,WO (no Q: 00)
Free
Outfall
O0,RO,CV,W0 (no Q: 00)
Compute Time: Date:
•
0
Type.... Pond E-V-Q Table Page 8.01
Name.... PH-1 POND
File.... P:\Project\14505\1-0\Engr\COMPS\EMMANUEL2 REVISED 01-09-09.PPW
LEVEL POOL ROUTING DATA
HYG Dir = P:\Project\14505\1-0\Engr\COMPS\
Inflow HYG file = NONE STORED - PH-1 POND IN 1
outflow HYG file = NONE STORED - PH-1 POND OUT 1
Pond Node Data = PH-1 POND
Pond Volume Data = PH-1 POND
Pond Outlet Data = Outlet ph-1
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
92.50
ft
Starting
Volume =
.000
ac-ft
Starting
outflow _
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0500
hrs
Elevation
Outflow
Storage
Area
Infilt.
Q Total
2S/t + O
ft
cfs
ac-ft
acres
cfs
cfs
cfs
------------------------------------------------------------------
92.50
.00
.000
.0002
.00
.00
.00
92.90
.12
.003
.0204
.00
.12
1.58
93.30
.19
.015
.0340
.00
.19
7.57
93.50
.22
.022
.0364
.00
.22
11.00
93.70
.34
.030
.0389
.00
.34
14.76
94.10
1.50
.046
.0440
.00
1.50
23.94
94.50
3.46
.065
.0495
.00
3.46
34.96
94.90
4.65
.086
.0554
.00
4.65
46.29
95.00
4.75
.092
.0569
.00
4.75
49.11
95.20
5.97
.103
.0601
.00
5.97
56.00
95.30
7.11
.109
.0618
.00
7.11
60.09
95.70
18.23
.136
.0686
.00
18.23
83.83
96.00
31.57
.157
.0740
.00
31.57
107.52
SIN:
PondPack Ver: Compute Time: Date:
•
Type.... Pond E-V-Q Table Page 8.02
Name.... PH-2 POND
File.... P:\Project\14505\1-0\Engr\COI4PS\EI424ANUEL2 REVISED 01-09-09.PPW
LEVEL POOL ROUTING DATA
HYG Dir = P:\Project\14505\1-0\Engr\COMPS\
Inflow HYG file = NONE STORED - PH-2 POND IN 1
Outflow HYG file = NONE STORED - PH-2 POND OUT 1
Pond Node Data = PH-2 POND
Pond Volume Data = PH-2 POND
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
94.00
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow _
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0500
hrs
Elevation
Outflow
Storage
Area
Infilt.
Q Total
2S/t + O
ft
cfs
ac-ft
acres
cfs
cfs
cfs
--------------------------------------------------------------------
94.00
.00
.000
.0030
.00
.00
.00
94.40
.58
.003
.0150
.00
.58
2.17
94.80
2.13
.013
.0360
.00
2.13
8.51
95.20
4.21
.033
.0662
.00
4.21
20.34
95.60
5.88
.067
.1056
.00
5.88
38.49
96.00
6.99
.119
.1540
.00
6.99
64.58
96.40
19.83
.192
.2119
.00
19.83
112.70
96.80
42.75
.290
.2790
.00
42.75
182.99
97.20
76.25
.416
.3560
.00
76.25
277.76
97.60
125.43
.576
.4432
.00
125.43
404.16
98.00
189.95
.772
.5400
.00
189.95
563.71
SIN:
PondPack Ver: Compute Time: Date:
Type.... Pond E-V-Q Table Page 8.03
Name.... POND PH-1
File.... P:\Project\14505\1-0\Engr\COI4PS\EMI4ANUEL2 REVISED 01-09-09.PPW
LEVEL POOL ROUTING DATA
HYG Dir = P:\Project\14505\1-0\Engr\COMPS\
Inflow HYG file = NONE STORED - POND PH-1 IN 1
Outflow HYG file = NONE STORED - POND PH-1 OUT 1
Pond Node Data = POND PH-1
Pond Volume Data = POND PH-1
Pond Outlet Data = Outlet ph-1
No Infiltration
INITIAL CONDITIONS
Starting
WS Elev =
92.50
ft
Starting
Volume =
.000
ac-ft
Starting
Outflow =
.00
cfs
Starting
Infiltr. _
.00
cfs
Starting
Total Qout=
.00
cfs
Time Increment =
.0500
firs
Elevation
Outflow
Storage
Area
Infilt.
Q Total
2S/t + 0
ft
cfs
ac-ft
acres
cfs
cfs
cfs
------------------------------------------------------------------------------
92.50
.00
.000
.0002
.00
.00
.00
92.90
.12
.003
.0204
.00
.12
1.58
93.30
.19
.015
.0340
.00
.19
7.57
93.50
.22
.022
.0364
.00
.22
11.00
93.70
.34
.030
.0389
.00
.34
14.76
94.10
1.50
.046
.0440
.00
1.50
23.94
94.50
3.46
.065
.0495
.00
3.46
34.96
94.90
4.65
.086
.0554
.00
4.65
46.29
95.00
4.75
.092
.0569
.00
4.75
49.11
95.20
5.97
.103
.0601
.00
5.97
56.00
95.30
7.11
.109
.0618
.00
7.11
60.09
95.70
18.23
.136
.0686
.00
18.23
83.83
96.00
31.57
.157
.0740
.00
31.57
107.52
SIN:
Pond Pack Ver: Compute Time: Date: