HomeMy WebLinkAboutFolderFOR OFFICE USE ONLY 'V1 l {l;
P&Z Case No.: DP 03l.o.le /lfL
Date Submitted: 8-:J. J-D 3 q;5b/Jnt
FINAL PLAT APPLICATION
(Check one) D Amending
($300.00)
*Includes public hearing fee
~Final
($400.00)
D Vacating
($400.00)
D Replat
($600.00)*
The following items must be
consideration.
submitted by an established filing deadline date for P&Z Commission
MINIMUM SUBMITTAL REQUIREMENTS:
~ Final plat review and filing fee (see above) NOTE: Multiple Sheets -$55.00 per additional sheet
D Variance Request to Subdivision Regulations -$100 (if applicable)
~ Development permit fee of $200.00 (if applicable).
-~-lnfras.tructure inspection fee.oL$600~00 (applicable if any public infrastructure is being constructed)
D All replats must be accompanied with a copy of the deed restrictions/covenants for this plat.
~ Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.)
~. ~ One (1) copy of the approved Preliminary Plat and/or one (1 ),Master Plan (if applicable).
---~=Paid.fax cert-ificat~s frorr;--city.o1t~11ege station, Brazos co"'unty and College station i.s -.D.
~ A copy of the attached checklist with all items checked off or a brief explanation as to why they are not.
~ Two (2) copies of public infrastructure plans associated with this plat (if applicable).
~-0 .Parkland Dedicationorequirer:nen~pproved by the_Parks & Recreation Board, please provide proof of --.-.......... -~ -~ _...,=_-~ .• \.· · -approval (if applicable). _ -· ,.
NAME OF SUBDIVISION --------=Sc.:..:h=e:....:.:na=n=d=o=a.:..:..hi...:P_,h=a=-,,s=e-=8'-'-A-'--------------
PECIFIED LOCATION OF PROPOSED SUBDIVISION (Lot & Block) to the east of the intersection ·f
Southern Plantation and Decatur
APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project):
Name Edward Freehling & Ed Freehling Builder. Inc. E-Mail --------------
Street Address ----------------=3'-=8=8-'---'--7H'"'"ig=h"'-=-Lo=n..:..::e=s=o.:...:m.:..::e:....:Rc..:.o.:::..:a=-=d=---------
City College Station State TX Zip Code 77845
Phone Number 979.776.8266 ------"--'-"""'-'--'---'~~~--~ Fax Number 979.774.0565
CURRENT PROPERTY OWNER'S INFORMATION: (All owners must be identified. Please attach an
additional sheet, if necessary)
Name Edward Freehling E-Mail --------------
Street Address ----------------'-'(s:::..:a::..:.m:....:.:e:::..=a=-s=a=bo=-v.:....:e~) ___________ _
City ____________ State________ Zip Code ________ _
Phone Number
------------~
Fax Number ____________ _
ARCHITECT OR ENGINEER'S INFORMATION:
Name ____ ~M~c-=C~lu~r~e-=E~n~g~in~e~e~ri~n~g~, l_n~c~·---~ E-Mail ___ --=..;m:...:..:i.:..:..ke=m-=-=@::...:t=ca=·;.;...;n~et~----
Street Address ______________ _____..:1...:::0=0=8-=-W.:...:o:::..:o:::..:d::..::c:..:...:re:::..:e::..:.k.:....:D:::::..!..!.riv.:....:e~S::..::u:".!.!it=e_,1c.:::0=3 _____ _
City College Station State ____ T~X____ Zip Code 77845
PhoneNumber ____ _,9~7-=9~.6=9~3~.3=-8=3~8~--~ FaxNumber ___ __;9~7~9~.6:::..:9=3=.2=5=5:.....:4 ___ _
SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION
Application is hereby made for the following development specific waterway alterations: Subdivision construction in the Spring Creek Tributary "C"
drainage basin
ACKNOWLEDGMENTS:
I, Michael R. McClure. P.E. , design engineer/owner, hereby acknowledge or affirm that:
The information and conclusions contained in the above plans and supporting documents comply with the current
requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and
Design Standards.
Design Engineer
As a condition of approval of this permit application , I agree to construct the improvements proposed in this
application according to these documents and the requirements of Chapter 13 of the College Station City Code.
Contractor
CERTIFICATIONS:
A. I, , certify that any nonresidential structure on or proposed to be on this site as
part of this application is designated to prevent damage to the structure or its contents as a result of
flooding from the 100-year storm.
Engineer Date
B. I, certify that the finished floor elevation of the lowest floor, including an~
basement, of any residential structure, proposed as part of this application is at or above the base flood
elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as
amended.
Engineer Date
C.
D.
Engineer Date
Conditions or comments as part of approval:------------------------
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris fron
construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. All development shall be ir
accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of thE
applicable codes and ordinances of the City of College Station shall apply.
1-Aug-02 3 of 5
((t DEVELOPMENT PERMIT
PERMIT NO. 03-66
Pr~eci:SHENANDOAHBA
COLLlGl STATION FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Shenandoah Subdivision
Phase BA
DATE OF ISSUE: 11/10/03
OWNER:
Ed Freehling Builder
3887 High Lonesome Road
College Station, Texas 77845
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
SITE ADDRESS:
4000 Alexandria Ave
DRAINAGE BASIN:
Spring Creek
VALID FOR 12 MONTHS
CONTRACTOR:
Full Development Permit
All construction must be in compliance with the approved construction plans
All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section
7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of
this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and
required to remain is strictly prohibited. The disposal of any waste material such as, but not limited to, paint, oil, solvents,
asphalt, concrete, mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also
prohibited.
Erosion Control per the approved plans must be in place for duration of the project.
The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site
in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design
Criteria. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite, it is the
contractors responsibility to implement measures that will meet City, State and Federal requirements . The Owner and/or
Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any
silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any
disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be
responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment
as well as erosion, siltation or sedimentation resulting from the permitted work.
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure
that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage
facilities.
I hereby grant this permit for development of an area inside the special flood hazard area. All development shall be in
accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit
application for the above named project and all of the codes and ordinances of the City of College Station that apply.
II-/D-!J.j
Date
//-/1-o >
Date
DRAINAGE REPORT
FOR
SHENANDOAH
PHASE BA
Location Map
NTS
AUGUST, 2003
Prepared By:
McClure Engineering, Inc.
1008 Woodcreek Drive, Suite 103
College Station, Texas 77845
(979) 693-3838
DRAINAGE REPORT
FOR
SHENANDOAH
PHASE BA
\~ 'Site
Location Map
NTS
AUGUST, 2003
Prepared By:
McClure Engineering, Inc.
1008 Woodcreek Drive, Suite 103
College Station, Texas 77845
(979) 693-3838
CERTIFICATION
I, Kent M. Laz.a, Registered Professional Engineer No. 65923, State of Texas, certify that
the revisions contained in this report to the drainage design for the SHENANDOAH SUBDMSION,
PHASE 8-A, were prepared by me in accordance with the provisions of the City of College Station
Drainage Policy and Design Standards for the owners thereof.
DRAINAGE REPORT
INTRODUCTION
TABLE OF CONTENTS
SHENANDOAH, PHASE SA
Drainage Report
GENERAL LOCATION AND DESCRIPTION
FLOOD HAZARD INFORMATION
STORM DRAIN DESIGN CRITERIA
STORM DRAIN FACILITY DESIGN
DETENTION CRITERIA
SUMMARY
EXHIBITS
1
·1
1
1
2
3
4
FEMA FLOOD INSURANCE RATE MAP EXCERPT A
DRAINAGE AREA MAP -OVERALL DRAINAGE AREA MAP FOR HEC-1 B-1
DRAINAGE AREA MAP -SUBBASINS OF EXHIBIT B-1 B-2
RATIONAL METHOD CALCULATIONS C-1
INLET COMPUTATIONS C-2
PIPE SIZE CALCULATIONS C-3
10 YEAR HYDRAULIC GRADE LINE CALCULATIONS C-4
100 YEAR HYDRAULIC GRADE LINE CALCULATIONS C-5
HEC-1 STUDY OUTPUT D-1
DRAINAGE AREA PARAMETERS D-2
GRAPHICAL REPRESENTATIONS OF HYDRAULIC GRADE LINES E-1
DRAINAGE REPORT 11
SHENANDOAH, PHASE 8A
DRAINAGE REPORT FOR
SHENANDOAH, PHASE SA
INTRODUCTION:
The purpose of this report is to show the effectiveness of the proposed storm drain system
for Phase 8A of the Shenandoah Subdivision. The system was designed using the Drainage
Policy and Design Guidelines of the City of College Station. The parameters used for the design
of the drainage system are included in this report.
GENERAL LOCATION AND DESCRIPTION:
The site encompasses about 13.7 acres located in the southern portion of College Station
near the intersection of Decatur Drive and Southern Plantation Drive. It is bounded on the north
by Shenandoah Phase 9, on the south by land owned by Timothy Crowley, on the east by land
owned by various owners, and on the west by future phases of Shenandoah. The site drains
southward to Tributary "C" of Spring Creek. The site slopes at an average rate of 2% to the
tributary.
FLOOD HAZARD INFORMATION:
The proposed pond and a portion of Alexandria Avenue are located in the 100-year Flood
Hazard according to the Flood Insurance Rate Maps prepared by FEMA (Map Number
48041C0205 C, Effective Date February 9, 2000). All of the proposed lots are located outside
of the Flood Hazard. An excerpt from the map is shown on Exhibit A.
STORM DRAIN DESIGN CRITERIA:
The design parameters for the project have been determined as follows:
A. Peak Runoff Rates:
Rational Method for storm sewer designs
B. Design Storm Frequency:
Storm Drain System
DRAINAGE REPORT
SHENANDOAH, PHASE SA
10-year (Post-Dev.)
C. Runoff Coefficients:
Grass covered and undeveloped areas
Residential areas
Paved areas
C= 0.40
C= 0.55
C= 0.90
D. Rainfall Intensities: Information regarding rainfall intensities was obtained from
the Hydraulic Manual compiled by TxDOT (formerly Texas Department of
Highways and Public Transportation).
E. Minimum Time of Concentration: 10 minutes
F. Project design must comply with the City of College Station's Drainage Policy
and Design Standards.
STORM DRAIN FACILITY DESIGN:
Stormwater runoff from the site will be captured in the street gutters and conveyed to the
proposed drainage system. The proposed drainage system will convey the runoff through
underground storm drains into the detention area located in the city park just north of Alexandria
A venue. This pond outfalls towards the south boundary line of the site into Tributary "C" of
Spring Creek. The following exhibits are provided to show how the storm drain facilities were
developed.
Exhibit B-1 Overall Drainage Area Map for HEC-1 Study
Exhibit B-2 Sub-basins of the Drainage Area Map (Exhibit B-1) used for pipe and inlet
computations
Exhibit C-1 Rational Formula Spreadsheet showing calculations from drainage sub-
basins
Exhibit C-2
Exhibit C-3
Exhibit C-4
Exhibit C-5
Exhibit D-1
ExhibitD-2
Exhibit E-1
Inlet Computation Spreadsheet
Pipe Size Computation Spreadsheet
10 year Hydraulic Grade Line Calculations
100 year Hydraulic Grade Line Calculations
HEC-1 Study output
Drainage Area Parameters
Graphical Representations of Hydraulic Grade Lines
DRAINAGE REPORT
SHENANDOAH, PHASE 8A
2
DETENTION CRITERIA:
The proposed pond (pond #2 in HEC-1 study) located in the city park approximately 350'
north of Alexandria A venue along with the culvert under Alexandria A venue are providing
detention for this site. Drainage area 2 as shown in Exhibit B-1 is the drainage area that is being
detained by the pond. This drainage includes portions of the future Shenandoah development
(phases 12-14) and phase 8A. An existing detention pond is located just upstream of the
proposed pond. The existing pond provides detention for drainage area 1 as shown on Exhibit B-
l. The outfall from the existing pond is then routed through the proposed pond. The triple 42"
RCP culvert under Alexandria A venue provides an additional routing of the stormwater
downstream of the proposed pond. Phase 8B is represented approximately by drainage area 4.
Drainage areas 1, 2, and 3 are "over-detained" in order to allow drainage area 4 to be released
without detention. These areas are assumed to be fully developed in the model. The proposed
pond consists of an earthen berm and a double 42" RCP outfall. The crest of the berm is set at an
elevation of 288. The stormwater from the pond and from the bypass is combined at Study Point
"C". Both the pre-development and post-development conditions were analyzed using HEC-1.
The printout for this model is shown in Exhibit D-1. The tabular results are shown below.
Pre-Development
(@ Pt. C)
Qs 200 cfs
Q10 256 cfs
Qis 322 cfs
Qso 369 cfs
Q100 426 cfs
DRAINAGE REPORT
SHENANDOAH, PHASE 8A
FLOW SUMMARY
Post-Development Pond2 Alexandria Ave.
(@ Pt. C) W.S.E. W.S.E.
192 cfs 283.52 280.96
220 cfs 284.18 281.37
249 cfs 285.45 281.80
269 cfs 286.28 282.12
291 cfs 287.10 282.80
Top of Benn= 288.0 Low Pt/Road= 283.82
3
SUMMARY:
From the results of the HEC-1 modeling, we conclude that the storm drain system for
Shenandoah, Phase 8A, Phase 8B, and portions of the future Shenandoah phases 12-14 are
appropriately designed to limit post-development runoff to pre-development rates or below. As
such, it meets the requirements of College Station's Drainage Policy and Design Standards.
DRAINAGE REPORT
SHENANDOAH, PHASE 8A
4
N.T.S.
EXHIBIT A
Flood Insurance Rate Map Excerpt
Brazos County, Texas
and Incorporated Areas
Map Numbers: 48041 C0205D
Effective Date: FEBRUARY 9, 2000
~ 3': 0 0 a:: w ..J ..J < ~ 0.. < u.. 0 I-0 w a:: ~ z < z C> ..J < w z w (,) :s :I: < w ..J > :E ..J z ~ ~~ 0 w ~ a:: I-~ iii w C> > >z 0 z a:: w < ~ 0 I-:::> < a:: 0.. o~ NO. AC. 0.4 0.55 0.9 ft. 15A 1.45 0.00 1.45 0.00 0.80 12.5 158 1.25 0.00 1.25 0.00 0.69 76.0 16 1.79 0.00 1.79 0.00 0.98 206.0 17 0.92 0.00 0.92 0.00 0.51 118.0 18 0.72 0.00 0.72 0.00 0.40 204.0 19 0.00 0.00 0.00 0.00 0.00 205.0 20 0.64 0.00 0.64 0.00 0.35 206.0 21 0.23 0.00 0.23 0.00 0.13 207.0 21.1 0.00 0.00 0.00 0.00 0.00 1.0 22 0.23 0.00 0.23 0.00 0.13 209.0 23 0.67 0.00 0.67 0.00 0.37 208.0 23 0.00 0.00 0.00 0.00 0.00 1.0 29 1.26 0.00 1.26 0.00 0.69 211.0 30 1.72 0.00 1.72 0.00 0.95 212.0 31 1.54 0.00 1.54 0.00 0.85 213.0 32 1.41 0.00 1.41 0.00 0.78 214.0 33 0.77 0.00 0.77 0.00 0.42 215.0 34 0.22 0.00 0.22 0.00 0.12 216.0 35 1.08 0.00 1.08 0.00 0.59 217.0 36 0.96 0.00 0.96 0.00 0.53 218.0 36 0.00 0.00 0.00 0.00 0.00 1.0 37 0.54 0.00 0.54 0.00 0.30 219.0 38 0.75 0.00 0.75 0.00 0.41 220.0 38 0.00 0.00 0.00 0.00 0.00 1.0 39A 0.85 0.00 0.85 0.00 0.47 221.0 398 0.50 0.00 0.50 0.00 0.28 222.0 40A 0.26 0.00 0.26 0.00 0.14 223.0 408 0.19 0.00 0.19 0.00 0.10 224.0 41 0.92 0.00 0.92 0.00 0.51 225.0 42 1.03 0.00 1.03 0.00 0.57 226.0 43A 0.40 0.00 0.40 0.00 0.22 227.0 438 1.01 0.00 1.01 0.00 0.56 228.0 44A 0.53 0.00 0.53 0.00 0.29 229.0 448 0.86 0.00 0.86 0.00 0.47 230.0 EXHIBIT C-1 Rational Fonnula Drainage Area Calculations Shenandoah Phase SA 3': 0 3': 3': ..J u.. 0 0 0 ..J ..J z u.. u.. ~ :s a:: :I: a:: g u w I-w I-u a:: _, I= C> I= ..J I-u w ..J =>z :::> ..J ..J jij w >< w I/) N It) 0 u.. C> ~ C> ~ > (,) :::> !::! 0 !!? 0 VEL ft. ft. ft. ft/s min min ·In/Hr cfs In/Hr cfs 0.1 820.0 11.0 2.2 6.3 10.0 6.33 5.0 7.7 6.1 0.8 582.0 6.0 1.7 6.6 10.0 6.33 4.3 7.7 5.3 4.4 336.0 4.0 1.5 5.9 10.0 6.33 6.2 7.7 7.6 2.0 368.0 4.0 1.6 5.1 10.0 6.33 3.2 7.7 3.9 4.3 97.0 1.0 1.2 4.1 10.0 6.33 2.5 7.7 3.0 5.3 98.0 2.0 1.4 3.6 10.0 6.33 0.0 7.7 0.0 6.3 99.0 3.0 1.6 3.3 10.0 6.33 2.2 7.7 2.7 7.3 100.0 4.0 1.7 3.0 10.0 6.33 0.8 7.7 1.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 9.3 102.0 6.0 1.9 2.7 10.0 6.33 0.8 7.7 1.0 8.3 101.0 5.0 1.8 2.8 10.0 6.33 2.3 7.7 2.8 1.0 1 .. 0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 11.3 104.0 8.0 2.1 2.5 10.0 6.33 4.4 7.7 5.3 12.3 105.0 9.0 2.2 2.4 10.0 6.33 6.0 7.7 7.3 13.3 106.0 10.0 2.3 2.3 10.0 6.33 5.4 7.7 6.5 14.3 107.0 11.0 2.4 2.2 10.0 6.33 4.9 7.7 6.0 15.3 108.0 12.0 2.5 2.2 10.0 6.33 2.7 7.7 3.3 16.3 109.0 13.0 2.6 2.1 10.0 6.33 0.8 7.7 0.9 17.3 110.0 14.0 2.6 2.1 10.0 6.33 3.8 7.7 4.6 18.3 111.0 15.0 2.7 2.0 10.0 6.33 3.3 7.7 4.1 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 19.3 112.0 16.0 2.8 2.0 10.0 6.33 1.9 7.7 2.3 20.3 113.0 17.0 2.8 2.0 10.0 6.33 2.6 7.7 3.2 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 21.3 114.0 18.0 2.9 1.9 10.0 6.33 3.0 7.7 3.6 22.3 115.0 19.0 3.0 1.9 10.0 6.33 1.7 7.7 2.1 23.3 116.0 20.0 3.0 1.9 10.0 6.33 0.9 7.7 1.1 24.3 117.0 21.0 3.1 1.8 10.0 6.33 0.7 7.7 0.8 25.3 118.0 22.0 3.2 1.8 10.0 6.33 3.2 7.7 3.9 26.3 119.0 23.0 3.2 1.8 10.0 6.33 3.6 7.7 4.4 27.3 120.0 24.0 3.3 1.8 10.0 6.33 1.4 7.7 1.7 28.3 121'.0 25.0 3.3 1.8 10.0 6.33 3.5 7.7 4.3 29.3 122.0 26.0 3.4 1.7 10.0 6.33 1.8 7.7 2.2 30.3 123.0 27.0 3.4 1.7 10.0 6.33 3.0 7.7 3.6 0 It) 0 ..... It) N !: 0 !::! 0 In/Hr cfs In/Hr cfs 8.6 6.9 9.9 7.9 8.6 5.9 9.9 6.8 8.6 8.5 9.9 9.7 8.6 4.4 9.9 5.0 8.6 3.4 9.9 3.9 8.6 0.0 9.9 0.0 8.6 3.0 9.9 3.5 8.6 1.1 9.9 1.2 8.6 0.0 9.9 0.0 8.6 1.1 9.9 1.2 8.6 3.2 9.9 3.6 8.6 0.0 9.9 0.0 8.6 6.0 9.9 6.8 8.6 8.2 9.9 9.3 8.6 7.3 9.9 8.4 8.6 6.7 9.9 7.6 8.6 3.7 9.9 4.2 8.6 1.0 9.9 1.2 8.6 5.1 9.9 5.9 8.6 4.6 9.9 5.2 8.6 0.0 9.9 0.0 8.6 2.6 9.9 2.9 8.6 3.6 9.9 4.1 8.6 0.0 9.9 0.0 8.6 4.0 9.9 4.6 8.6 2.4 9.9 2.7 8.6 1.2 9.9 1.4 8.6 0.9 9.9 1.0 8.6 4.4 9.9 5.0 8.6 4.9 9.9 5.6 8.6 1.9 9.9 2.2 8.6 4.8 9.9 5.5 8.6 2.5 9.9 2.9 8.6 4.1 9.9 4.7 0 ~ It) 0 In/Hr cfs 11.1 8.9 11.1 7.7 11.1 11.0 11.1 5.6 11.1 4.4 11.1 0.0 11.1 3.9 11.1 1.4 11.1 0.0 11.1 1.4 1-1.1 4.1 11.1 0.0 11.1 7.7 11.1 10.5 11.1 9.4 11.1 8.6 11.1 4.7 11.1 1.3 11.1 6.6 11.1 5.9 11.1 0.0 11.1 3.3 11.1 4.6 11.1 0.0 11.1 5.2 11.1 3.1 # 11.1 1.6 11.1 1.2 11.1 5.6 11.1 6.3 11.1 2.5 11.1 6.2 11.1 3.2 11.1 5.3 0 0 !: In/Hr 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 0 0 ..... 0 cfs 10.0 8.6 12.3 6.3 5.0 0.0 4.4 1.6 0.0 1.6 4.6 0.0 8.7 11.8 10.6 9.7 5.3 1.5 7.4 6.6 0.0 3.7 5.2 0.0 5.9 3.4 1.8 1.3 6.3 7.1 2.8 7.0 3.7 5.9 7/31/2003 0204-dra.xls
0 --= ~ ~ ~ = "" c ~ ~ ~ .c: "" ~ "" "" > -< --r:'1 ~ . = 0 -"O <o ~ ~ ~ . = ~ -0 ;"€' zZ 0 OJ) OJ) >-. 0 ~ Q r:: = = "" ""-~~ "" -·:; ~ = = = -; ~ t ·; ·; u -~ O" Q. > "" "" 0 "" ~ 0 -Q< OQ Q 0 E--r:'1 ~ Ci5 cfs 15B NA 8.6 0.0 8.6 27 1.2% 16 18 8.5 0.0 8.5 27 1.2% 17 25 4.4 0.0 4.4 27 0.3% 18 25 3.4 2.3 5.7 27 0.5% 19 26 0.0 0.0 0.0 27 0.0% 20 na 3.0 0.0 3.0 27 0.2% 21 22 1.1 0.0 1.1 27 0.0% 22 44B 1.1 0.0 1.1 27 0.0% 23 43B 3.2 0.0 3.2 27 0.2% 29 33 6.0 0.0 6.0 27 0.6% 30 na 8.2 0.0 8.2 27 1.1% 31 33 7.3 0.0 7.3 27 0.9% 32 33 6.7 0.0 6.7 27 0.7% 33 39a 3.7 0.0 3.7 27 0.2% 34 40a 1.0 0.0 1.0 27 0.0% 35 39a 5.1 0.0 5.1 27 0.4% 36 39a 4.6 0.0 4.6 27 0.3% 37 39b 2.6 0.0 2.6 27 0.1% 38 39b 3.6 0.0 3.6 27 0.2% 39B na 2.4 0.0 2.4 27 0.1% 40B na 0.9 0.0 0.9 27 0.0% 41 42 4.4 0.0 4.4 27 0.3% 42 44a 4.9 0.0 4.9 27 0.4% 43B na 4.8 0.0 4.8 27 0.4% 44B na 4.1 0.0 4.1 27 0.3% EXHIBIT C-2 INLET COMPUTATIONS Shenandoah Phase SA -~ -= --= 0 0 z --= . ~ -·= 0 DESCRIPTION -E--15 15.5 Recessed Low Point Inlet 16 8.5 Recessed Inlet on Grade 17 4.4 Recessed Inlet on Grade 18 5.7 Recessed Low Point Inlet 19 0.0 Recessed Low Point Inlet 20 3.0 Recessed Inlet on Grade 21 1.1 Recessed Inlet on Grade 22 1.1 Recessed Inlet on Grade 23 3.2 Recessed Inlet on Grade 29 6.0 Recessed Low Point Inlet 30 8.2 Recessed Low Point Inlet 31 7.3 Recessed Low Point Inlet 32 6.7 Recessed Low Point Inlet 33 3.7 Recessed Low Point Inlet 34 1.0 Recessed Low Point Inlet 35 5.1 Recessed Low Point Inlet 36 4.6 Recessed Low Point Inlet 37 2.6 Recessed Low Point Inlet 38 3.6 Recessed Low Point Inlet 39 6.4 Recessed Low Point Inlet 40 2.1 Recessed Low Point Inlet 41 4.4 Recessed Low Point Inlet 42 4.9 Recessed Low Point Inlet 43 6.7 Recessed Low Point Inlet 44 6.6 Recessed Low Point Inlet ~ ~ "" ~ ~ ~ u cfs 2.33 0.62 0.62 2.33 2.33 0.62 0.62 0.62 0.62 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 "O ~ "O -d ·s: O" 0 ~ "" ~ ~ ~ Curb Inlet ft ft 6.64 10 13.76 10 7.07 10 2.46 5 0.00 5 4.92 5 1.77 5 1.77 5 5.15 5 2.56 5 3.50 5 3.13 5 2.87 5 1.57 5 0.45 5 2.20 5 1.95 5 1.10 5 1.53 5 2.75 5 0.92 5 1.87 5 2.10 5 2.87 10 2.83 10 "" .s ~ 0 Q. ~ Q >-. "O "" "" ~ = "O u = 0 0 ~ ft 0 2.3 0 0 0 0 0 0 0.1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 "O ~ ~ r:'5 "" ·:; "" O" ~ ~ Q.o ~ ~ = < ~ "" u < Grate Inlet cfs sq-ft "O ~ "O ·s: 0 "" ~ = ~ "" < sq-ft 7/31/2003 0204-dra.xls Exhibit C-2
< 0 ~ u z ~ ~ ~ ~ ~ < ~ ~ ~ 0 0 ~ (,J ~ ~ ~ # # Ac. min 15A 158 0.8 10.0 158 HW3 1.5 10.0 16 17 1.0 10.0 17 18 1.5 10.2 18 23.1 1.9 10.4 20 21 0.4 10.0 21 21.1 0.5 10.4 21.1 22 0.5 11.9 22 23 0.6 13.3 23 23.1 1.0 13.5 23.1 438 2.9 14.4 29 30 0.7 10.0 30 HW5 1.6 10.2 31 32 0.8 10.0 32 33 1.6 10.1 33 34 2.0 10.2 34 HW6 2.2 10.4 35 36 0.6 10.0 36 36.1 1.1 10.1 36.1 40b 1.1 10.3 37 38 0.3 10.0 38 38.1 0.7 10.3 38.1 40b 0.7 10.5 39A 398 0.5 10.0 398 408 0.7 10.0 40A 408 0.1 10.0 408 HW7 2.8 10.9 41 42 0.5 10.0 42 HW8 1.1 11.5 43A 438 0.2 10.0 438 448 0.8 10.1 44A 448 0.3 10.0 448 HW9 1.5 10.1 EXHIBIT C-3 PIPE SIZE CALCULATIONS Shenandoah Phase SA = ell ·;; = Q,l ell e ~ ... Q,l "' Q. Q,l ;.. "'O ~ "' ... 0 Q,l Q,l ~ --"'O Q. 00 "' ... ;.. = Q,l ~ Q,l = -~ ..... "' « c,... ell "'O ~ . =. ~ 0 ~ ·;; = 0 "'O 0 0 0 Q,l = --~ ~~ <~ z ~ yr cfs cfs # cfs % 10 6.9 9.2 1 9.2 100 18.6 18.6 1 18.6 10 8.5 11.3 1 11.3 10 12.8 17.0 1 17.0 10 16.0 21.3 1 21.3 10 3.0 4.0 1 4.0 10 4.1 5.4 1 5.4 10 3.8 5.1 1 5.1 10 4.6 6.1 1 6.1 10 7.4 9.8 1 9.8 10 21.0 21.0 1 21.0 10 6.0 8.0 1 8.0 10 14.1 14.1 1 14.1 10 7.3 9.7 1 9.7 10 14.0 18.6 1 18.6 10 17.5 17.5 1 17.5 10 18.4 18.4 1 18.4 10 5.1 6.8 1 6.8 10 9.6 12.8 1 12.8 10 9.6 12.7 1 12.7 10 2.6 3.4 1 3.4 10 6.1 8.1 1 8.1 10 6.0 8.0 1 8.0 10 4.0 5.4 1 5.4 10 6.4 8.5 1 8.5 10 1.2 1.6 1 1.6 10 23.5 23.5 1 23.5 10 4.4 5.8 1 5.8 10 8.7 11.6 1 11.6 10 1.9 2.5 1 2.5 10 6.7 8.9 1 8.9 10 2.5 3.3 1 3.3 10 13.2 17.6 1 17.6 *Includes 33% Flow Increase for pipe sizes <27" dia. ** See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) « « Q,l Q. 0 -00 = .~ -~ ~ (,J ~ ... ~ ;.. ~ 00 " fps 4.97 13 9.9 0.42 27 4.7 0.59 21 4.7 0.65 24 5.4 1.02 24 6.8 0.17 18 2.3 0.31 18 3.1 0.27 18 2.9 0.39 18 3.5 0.44 21 4.1 0.53 27 5.3 0.29 21 3.3 0.24 27 3.5 0.99 18 5.5 0.78 24 5.9 0.37 27 4.4 0.41 27 4.6 0.49 18 3.9 0.37 24 4.1 0.37 24 4.0 0.12 18 1.9 0.30 21 3.3 0.29 21 3.3 1.71 13 5.8 0.76 18 4.8 0.16 13 1.8 0.66 27 5.9 0.35 18 3.3 0.62 21 4.8 0.38 13 2.7 4.67 13 9.6 0.66 13 3.6 18.38 13 19.1 = ~ c.!l z ~ ~ ' 13 250 48 79 150 51 280 250 41 200 300 30 100 30 50 41 100 30 40 80 30 40 95 13 41 13 100 300 260 13 13 13 13 Q,l e "'O ... ~ ~ = = ~ ~ -~ Q,l ... @ 8 = ~ ;.. (,J ~ ~ ~ min min ' ' 0.02 10.02 0.89 10.91 0.17 10.17 0.24 10.42 0.37 10.78 0.37 10.37 1.52 11.90 1.44 13.34 0.20 13.54 0.82 14.36 0.95 15.31 0.15 10.15 0.47 10.62 0.09 10.09 0.14 10.23 0.16 10.39 0.36 10.75 0.13 10.13 0.16 10.29 0.33 10.62 0.26 10.26 0.20 10.46 0.48 10.93 0.04 10.04 0.14 10.18 0.12 10.12 0.28 11.22 1.52 11.52 0.90 12.42 0.08 10.08 0.02 10.10 0.06 10.06 0.01 10.11 7/31/2003 0204-dra.xls Exhibit C-3
I I I I I
lr4ets I FL I FL I Boon 1 I Ploe
From I To I Upper I Lower I WS Elev I 010 LJ\a
15B I HW I 285.25 I 284.37 I 288 66 I 12.80 I 27 I
I
lrMts FL FL Begin Ploe
From I To Uooer Lower WS Elev 010 Dia
34 I HW 288.2 288.08 282 32 18.44 27
33 I 34 288.49 288.3 289.80 17.52 27
32 I 33 289.04 288.74 290.15 13.96 24
I
lrMts FL FL t>ean Pipe
From I To Uooer Lower WS Elev 010 Dia
408 I HW 285.93 284.75 282 32 23.16 27
361 I 408 287.02 286.18 287.73 9.46 24
36 I 361 287.46 287.12 288.18 9.57 24
I I I I I I
Inlets I FL I FL Beoln I Ploe
From 1 To I Uooer I Lower WSElev I 010 I Dia
39B I 40B 287 I 286.08 282 32 I 6.40 I 18
I
Inlets FL FL Beain Ploe
From 1 To Uooer Lower WS Elev 010 Dia
381 I 40B 287.38 286.43 282 32 5.98 21
38 I 381 288.07 287.63 288.23 6.06 21
I
lrMts FL FL Becin Ploe
From 1 To Uooer Lower WS Elev 010 Dia
42 I 44B 282.4 279.36 28111 8.79 21
41 I 42 287.52 282.65 283.33 4.37 18
lrMts FL FL Beoln Ploe
From To Uooer Lower WSElev 010 Dia
231 43B 280.07 278.86 28061 21.45 27
23 231 282.4 280.57 281 .85 7.63 21
211 23 284.9 282.65 283.41 3.98 18
21 211 286.88 285 285.72 4.07 18
20 21 287.24 286.98 287.67 3.04 18
I
lnets FL FL Beclln Pipe
From I To Upper Lower WS Elev 010 Dia
18 I 23.1 281.24 280.32 282 32 15.98 24
17 I 18 282.58 281.34 283.01 12.78 24
16 I 17 283.28 282.83 283.77 8.50 21
EXHIBIT C-4
HYDRAULIC GRADE LINE -10Yr. Storm
Shenandoah Phase SA
I l'l<>rTTilll I t Nunne1 I
I ueo1h I Ster11na 1 Deo1h I VelOCilV I Velocltv
Lengtll Sf I t'lpeS Lower WS Elev I Upper Hf I In OUt
149.89 0.198% I 0.587% 285.61 I 286.86 I 288.49 0.30 I 0.00 I 5.73
Nonnal Nonna1
Deo1h Star11na Deo1h Velocltv Velocll'{
LenQln Sf Pipes Lower WSEleV Uooer Hf In OUt
94.79 0.411% 2.237% 287.09 287.09 289.21 0.39 5.57 10.35
41 0.371% 0.463% 289.88 289.88 290.07 0.15 6.44 5.57
39.06 0.746% 0.768% 289.99 290.15 290.29 0.29 0.00 6.44
NDmUll Norma1
Deo1h Star11no Jel)1l1 Veloell'{ Veio=1
Lengin Sf Pipes Lower WS Elev Uooer Hf In OUt
164.83 0.648% 0.716% 286.44 288.44 287.62 1.07 5.81 6.96
112.53 0.343% 0.746% 287.18 287.73 288.02 0.39 5.04 5.81
67.64 0.351% 0.503% 288.27 288.27 288.61 0.24 0.00 5.04
I I Nonnal I I Normal I
I I Deo1h I Star11no I ~"' I Velocitv Ve1ocltv
Lengin Sf I Ploe s I Lower I ws Elev I u ·-Hf I In OUt
41 0.729% I 0.780% I 281.62 I 287.82 I 287.94 0.30 I 0.00 5.34
Nonna! Normal
Deo1h Star11no lAfl1h Velocltv Velocltv
Le•iuu1 Sf PloeS Lower WS Elev Uuuar Hf In OUt
127.17 0.279% 0.747% 287.26 287.26 288.21 0.36 4.94 5.18
67.65 0.287% 0.650% 288.51 28M1 288.95 0.19 0.00 4.94
Nonnal N<>rTJlllJ
oeo1h Ster11na DeOlll Velocltv Velocitv
L.,nuu1 Sf Ploe S Lower WSElev U ·-r Hf In Out
208.3 0.604% 1.459% 280.24 281.11 283.28 1.26 6.81 7.36
253.29 0.340% 1.923% 283.21 283.33 288.08 0.86 0.00 6.81
N<>rTJlllJ N<>rTJlllJ
Deo1h Star11na ""'1h Velocltv Velocltv
L8nlrul Sf ~~s Lower WS"•-UnnAr Hf In Out
182.64 0.556% 0.663% 280.49 280.81 281.70 1.02 5.06 6.67
305.36 0.455% 0.5~ 281.58 281,811 283.41 1.39 5.07 5.06
244.16 0.282% 0.922% 283.33 283.41 285.58 0.69 6.65 5.07
99.03 0.295% 1.898% 285.56 286.72 287.44 0.29 3.79 6.65
51 0.164% 0.510% 287.66 287.67 287.92 0.08 0.00 3.79
N<>rTJlllJ Nonna!
Deo1h Star11na Deo1h Velocll'{ Veiocltv
Lenrnn Sf Ploe S Lower WSElev Uooer Hf In Out
59.28 0.979% 1.552% 281.42 282.32 282.34 0.58 7.86 8.71
91.77 0.625% 1.351% 282.34 283.01 283.58 0.57 6.16 7.86
48.19 0.565% 0.934% 283.79 283.79 284.24 0.27 0.00 6.16
HJ
0.25
HI
0.59
0.08
0.32
HI
0.11
0.07
0.20
HI
0.22
HI
0.02
0.19
HI
0.06
0.36
HI
0.15
0.00
0.14
0.23
0.11
HJ
0.11
0.19
0.29
I
Endlna I Too I Delta
WS Elev I llWll Check Delta
287.21 I 289.5 OK 2.2886
Endlno Too Delta
WS Elev llWll Check Delta
289.80 292.84 OK 3.0362
290.15 292.84 OK 2.6938
290.76 293.5 OK 2.7405
'"""'"" Too Delta
WSElev llWll Check Jf!l!l!
287.73 290.68 OK 2.9483
288.18 291.42 OK 3.2374
288.81 292.17 OK 3.3630
I I
"m~ I Too Delta I
WS Ele\I I llWll Check uelta 1
288.16 I 290.68 OK 2.5208 I
Endlno Too Delta
WSE1e11 llWll Check Delta
288.23 292.12 OK 3.8896
289.13 292.68 OK 3.5455
"m~ Too Delta
WS Elev llWll Check Delta
283.33 286.58 OK 3.2150
288.44 291.53 OK 3.0870
Endlna Too Delta
ws"-llWll Check Delta
281.86 284.38 OK 2.5322
283.41 288.73 OK 3.3233
286.72 288.6 OK 2.7808
287.67 291 .13 OK 3.4554
288.03 291 .13 OK 3.1033
Endlna Too Delta
WSElev llWll Check .Jef18
283.01 285.49 OK 2.4801
283.77 286.68 OK 2.8909
284.54 287.11 OK 2.5731
I o I
Full I
22.1 I
o
FuU
43.1
19.6
18.5
o
Ful
24.4
18.2
14.9
I o I
FUii I
8.6 I
o
Ful
12.8
11.9
o
FuU
17.8
13.6
o
Full
23.5
11.4
9.4
13.5
7.0
o
FIJI
26.2
24.5
14.3
Main
Inlet In
0
Main
Inlet In
33
32
0
Main
Inlet In
361
36
0
Main
ln1et1n
0
Main
Inlet In
38
0
Main
Inlet In
41
0
Main
lniet In
23
211
21
20
0
Main
Inlet In
17
16
0
8'21/2003
0204-dra.xls
Exhiblt C-4
I I I
Inlets FL FL Be In Pkle
From 0 <>Nor vvs Elrl Ut.I SI
1>H MW """·'° ;a,4.37 I ~tft> t1a I0.58 v , ••. 1111 n. ,.,.
lnleto FL FL Begin Pi e
From TO ~ l<>Nor WS•-0 100 Dll -~ Sf
3'4 HW 21111.2 200.08 284 71 28.78 21 Yot,7lil U,118l!14'
33 3'4 288.49 288.3 280.28 25.42 27 41 0.781'16 n 33 21111.04 288.74 280.97 20.2' 24 39.08 1.571'16
Inlet• FL Fl Beoln Pioe
From TO -Ir CNilr WSEIOV 0100 Dll -~h ..
406 HW 200.WJ 204.10 284 77 3>,01 21 104.0J 1.
381 408 287.02 288.18 289.32 13.74 24 112.53 0.723'16
398 408 287 288.88 289.32 9.29 18 41 1.535'16
38 361 LO• An 287.12 280.22 1'.\,AG 24 01.04 o. -··-
lnllltt Fl FL Stain p.,.
From TO ~r Lowtr WSEllll 0100 Ota ·-· Sf
381 •oa 211/.JB 21H1.AJ 284 77 .... 21 171. U,OBY"
38 ~81 288.0T 781,0J 2811,46 1.60 21 01.00 o.
lnlttt FL Fl Beain p""
From TO ~r ower W5Clev !Jtl ..
42 44 202.4 21•.JO 28111 12.10 21 ZUO.J 1.n•-
41 42 :.::8 ,01" ...... 1.tf3.a3 O,J4 18 ...... u. '••-
I
lnlott Fl Fl Bealn Pine
•rom 0 ·~r Lower vvo cllll ,,,., Dll ,~. SI
231 438 280.07 778,00 280 81 31.29 27 182.84 "'"'-23 231 282.4 280.57 283.39 11.11 21 305.38 0.984'16
22 23 282.88 282.85 288.35 8.95 18 41 0.880'16
211 23 284.9 282.85 286.3• 5.78 18 244.18 U.OMO-
21 21 1 268.88 285 287.98 5.91 18 99.03 0.821%
20 21 287.24 288.98 ""'·"" 4..41 18 51 o.-"-
• " " 811111
From TO ~ """' W5tlOV I.JUI .,
18 231 201.24 2BU,J< 282 32 23.21 24 59.28 2.0831'
17 18 282.58 281.3'4 283.88 18.54 24 91.77 1.317'16
16 17 2113.28 292,BJ 285.10 1>.33 21 48.1•
EXHIBIT C-5
HYDRAULIC GRADE LINE -100Yr. Storm
Shenandoah Phase SA
-· 1 -·1 I I I I
OeDth 51·~-I De th Velocitv Velocrv I Endina I Too • lowtr ws~lev HI In Ol.I " vv::s Heu
I I
I •~ I Delta
vvs
O.:ia1,_ .... es """·IMI """· 0.83 u.oo 0.21 I 0.30 I 287.611 I 21111.5 I 287.611 I OK -Depth Sl•n~ Depth Volooitv Vt•~v En~ Too ~ Dela
-~s lowtr WS•-uooor Hf In out HI ws E1111 ·~ WSEllll Cll•CI<
2.~· 281.31 2B7,37 :llHl,4lil 0."2 •.8 AO D.70 ZY0,21:1 2112.M 2UCJ,29 o•
0.483'16 280.55 280.58 280.74 0.32 8.88 5.01 0.10 280.97 292.04 280.97 OK
o .... -290.74 280.97 291.114 D.61 0.00 8,IMI 0,35 291.93 293.8 291.93 OK
Death Sl1rt1na Oeoth Velocirv Velocrv Endina Toe Endlna Delta ..... Lowtr ws Elev '"'""' HI In Ol.I HI I 11•11t ws Elev ;;neck
u. 1a.,., 201,W 281,UU :lllll,1tt 2.20 a,3!) ...... U,UI 211\J.oa u• 0.748'16 287.43 289.32 288.27 0.81 5.39 8.35 0.09 291..42 ,~ ... oK
0.780'16 288.03 21111.32 288.35 0.83 0.00 5.58 0.24 290.IMI 290.19 1 Surchlroe
o.~'-28U7 280,22 288.91 0.50 0.00 8,39 0.23 292.17 280.95 I OK
I
Death Startina Depth Velocrv ve~v Enuina Too E Delta
PIDO S Lowtr WSElev uooor Hf In out tt ws Elrl Inlet WSEllll C!!tCI<
U, •"% 211tA• 2Bl,4B 2BUJ UJO O.J• .... O.UJ 2BllAO 2":.!:.12 :llllt.Aa o•
o.~-2811.12 2BB.72 2BW.18 o ... 0,00 •.J• 0.2J ZBW.3" 2W2,0ll 2BW.3W o•
~· ~11
Deoth Startina Death vaocrv VeloCIY En~ Too E~ Delta • ower w••llll r HI n OLI 111 woEllll Inlet W5 tJOV l;MICk
u-211U.45 m .1 ...... 2.IMI .> •. .-. 0.08 283.83 288.55 283.83 OK
.923,. 2o>.38 , ..... 2B0.2J 1.81 u.00 ,01 U,44 288.87 ,. .53 280,87 u•
~~ ~ ..
Deoth Slartlna 0.oth Velocity vo~~ ·~ Too ·~ Dela
~~s lower WS Elev UODor Hf In out tt • llM! WSElev '~
O.nn•-281.11 281.11 2117.32 2,10 5..40 8.71 0.12 284,Jll 283.JO OK
0.599'16 281.93 283.39 283.76 2.94 5.58 5.40 0.01 288.73 288.35 SUrcharae
0.512'16 283.85 288.35 284.08 0.35 0.00 4.50 0.18 288.73 288.73 SUrcharae
0.922'lh 283.51 288.35 85.76 1.45 7.32 5.58 0.18 2•7.98 21M1.5 287.98 oK
1.898'16 265.08 287.98 287.58 0.81 4.17 7.32 0.28 288.88 291.13 288.88 OK
0,n•~ ""'·" 288.88 288.10 0.18 ... ~ 4.17 0.14 2lMU& 291.13 2119. 19 OK
O.ocn SI "'""' 100
s owtr Ii HI n OUl .. WOCIOV ll>llt ws '''""" 1.-·-281.72 282.84 1.22 8.84 9.41 0.12 283.IMI m .49 283.IMI OK
1.351'16 282.59 283.83 1.21 8.85 8.54 0.22 285.10 288.IMI 285.10 OK a .• .-.. 284,00 284.01 0,07 u.~ 0,05 O,J4 280,01 ,,.,, 280.01 o•
I I I I
I I a I Street I
uetll "' ~h I
U1 I 0.00 I v I
a Street -· ..
2.oo U.00 ..
1.87 0.00 38
,07 0,00 311
a Street
ue•o 5urflce h
1.36 0.00 31
1.20 0.00 38
0.49 0.00 38
1.22 0,00 38
a Street
Dell •IKface h .... ..
J.2" u.uu J8
a Street
UOll Cl ~· 2.72 0.00 31
2.88 0.00 31
a Street
Doll ~Cl ·~ u.•• u.uu Jll
0.38 0.00 38
.Q.13 0.00 38
0.52 0.00 47
2.25 0.00 47
1 ... 0,00 47
a SlrHI
uell let ~· 1.83 0.00 27
1.58 0.00 27
.1U u.uu 21
I
Street I ROW
~1 ''"~~
1 20% B2.20
Street ROW
Cl:\/
0 80% 80.07
0 80'16 80.07
0 60% OU,UI
Street ROW
-1-CIDICllV
0 60'16 80.07
0 60'l6 80.07
0 80% 80.07
0 80.,., 00,07
Street Ruvv
1 OB'!O 80.89
1 08'!0 80.59
Street ROW ,_ CaoacRv
150'!6 ... 98
, 50% 94.98
Street R
~ CIDICltV
0.60'!6 OU,UI
0.60'i6 80.07
0 60'!0 80.07
0 80% 88.46
0.60% 88.48
0 60'!6
Stroot KL~
~ CtOllCitv
100'lb 70,09
100'lb 75.09
100'lb 18.09
Main
lnlot In
a
Main
n
33
32
0
Main
Inlet In
36 1
36
0
0
Main
Inlet In
38
0
Main
llM! In
41
0
Main ,_.
23
21 1
0
21
20
0
Mlil
•-In
17
18
0
8120/2003
0204-dra.xls
Exhlbl C-5
1*****************************************
FLOOD HYDROGRAPH PACKAGE (HEC-1)
MAY 1991
VERSION 4.0.lE
Lahey F77L-EM/32 version 5.01
Dodson & Associates, Inc.
RUN DATE 08/05/03 TIME 17:16:13
x x x x x x xxxxxxx x x x x x x
Exhibit D-1
xxxxxxx xxxxx x x x x x xxxx x x x x x x
xxxxxxx xxxxx
x xx x
xxxxx x
x x xxx
***************************************
U.S. ARMY CORPS OF ENGINEERS
HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET
DAVIS, CALIFORNIA 95616
(916) 551-1748
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW.
THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FRet-1 THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
HEC-1 INPUT
LINE ID ....... 1. ...... 2 •...... 3 ..•.... 4 ....... 5 ....... 6 ....... 1 ....... 8 •.•.... 9 ...... 10
2
3
4
5
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
ID
IT
IO
JP
JR
KK
KM
KM
KM
BA
PB
IN
PC
PC
PC
PC
PC
LS
UD
KP
LS
UD
KK
RN
KP
RS
SY
SV
SE
SE
SQ
SQ
KK
BA
LS
UD
KP
LS
UD
KK
HC
KK
RN
RN
KP
RS
TRIB THROUGH PROP. SUBDIVISION
3 01Aug03 0000 481
5 0 0
2
PREC 13. 5 11 9. 8
EVENT 500 100 50
DAl
FILE 0204-1. IHl
Pl Original Conditions No
P2 Proposed Conditions w/
.1119
1
30 01FEB98 0000
.0053 .0108 . 0164 .0223
.0712 .0797 .0887 .0984
.2042 .2351 .2833 .6632
. 8676 . 8801 . 8914 .9019
.9588 .9653 . 9717 . 9111
80 0
.69
2
86 43
. 64
PONDl
ELEV 284
.002 .025 .1
8 .118 10 .110 12.299
284 285 286 287
293 293.5 294
0 10 27 40
225 288 110
DA 2
.025
0 80
.38
2
0 83.5 27
. 34
PT.A
2
POND2
stor -1
8.8 7.4 6.2 4.5
25 10 5 2Yr. Storm
Shenandoah Development
Prop. Pond 2 south of Pond l and Alex. Ave.
.0284 .0347 .0414 . 0483 .0555 .0632
.1089 .1203 .1328 .1467 .1625 .1808
.7351 . 7724 .7989 .8197 . 8380 .8538
.9115 .9206 .9291 . 9371 .9446 .9519
.9836 . 9892 .9947 1.000
.25 .48 1.003 2. 347 3.444 4.782
288 289 290 291 291.5 292
15 85 92 105 108 133
PAGE
Exhibit D-1
Pg. I of3
47
48
49
SV
SE
SQ
0
280
0
.01
281
23. 6
.023
282
54.1
.05
283
121
.11
284
162
HEC-1 INPUT
.28
285
195
. 75
286
223
1. 72
287
248
3. 34
288
450
PAGE
LINE ID ....... 1. ...... 2 •••.••• 3 •••..•. 4 •••.••• 5 •••..•• 6 ••••... 7 ••••.•. 8 ..•.... 9 ....•• 10
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
KK
BA
LS
UD
KP
LS
UD
KK
HC
KK
RN
RN
KP
RS
SV
SE
SQ
KK
BA
LS
UD
KP
LS
UD
KK
HC zz
DA3
.0175
0 80
.38
0 84 .2
.33
PT.B
2
a lex
stor
.03
278 279
0 35.4
DA4
.006
0 80
.38
0 84. 7
.32
PT.C
2
1 * •• ** *** * * **** •• ** * ••• **. **** * ••• *. * •• *. *
FLOOD HYDROGRAPH PACKAGE I HEC-1 )
MAY 1991
VERSION 4.0.lE
Lahey F77L-EM/32 version 5.01
Dodson & Associates, Inc.
RUN DATE 08/05/03 TIME 17:16:13
*** •••• * ** * ** * * * •••• ** * **. * *. ***. * * * *. * **
32
-1
.03 .06
280 281
123. 8 181
0
36
TRIB THROUGH PROP. SUBDIVISION
3 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
I PLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
.17 .39
282 283
243 292
NMIN
IDATE lAug 3
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
JP
JR
WARNING
WARNING
WARNING
WARNING
I TIME 0000 STARTING TIME
NQ
NDDATE
481
3
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
NDTIME 0000 ENDING TIME
I CENT 19 CENTURY MARK
COMPUTATION INTERVAL
TOTAL TIME BASE
0 .05 HOURS
24 .00 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
MULTI-PLAN OPTION
NP LAN 2 NUMBER OF PLANS
MULTI-RATIO OPTION
RATIOS OF PRECIPITATION
13.50 11.00 9.80 8.80 7.40
ROUTED OUTFLOW 372.) IS GREATER THAN MAXIMUM OUTFLOW
ROUTED OUTFLOW 375.) IS GREATER THAN MAXIMUM OUTFLOW
ROUTED OUTFLOW 37 4. ) IS GREATER THAN MAXIMUM OUTFLOW
ROUTED OUTFLOW 371.) IS GREATER THAN MAXIMUM OUTFLOW
6.20
.98
284
334
4.50
2
285
371
U.S. ARMY CORPS OF ENGINEERS
HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET
DAVIS, CALIFORNIA 95616
1916) 551-1748
371.) IN STORAGE-OUTFLOW TABLE
371.) IN STORAGE-OUTFLOW TABLE
371 .) IN STORAGE-OUTFLOW TABLE
371.) IN STORAGE-OUTFLOW TABLE
Exhibit D-1
Pg. 2 of3
OPERATION
HYDROGRAPH AT
+
ROUTED TO
+
HYDROGRAPH AT
2 COMBINED AT
+
ROUTED TO
+
HYDROGRAPH AT
+
2 COMBINED AT
+
ROUTED TO
+
HYDROGRAPH AT
+
2 COMBINED AT
+
PEAK FLOW AND STAGE (END-OF-PERIOD) SUMMARY FOR MULTIPLE PLAN-RATIO ECONOMIC COMPUTATIONS
FLOWS IN CUBIC FEET PER SECOND, AREA IN SQUARE MILES
STATION AREA
DAl 0.11
PONDl 0.11
DA 2 0.03
PT.A 0.14
POND2 0.14
DA3 0.02
PT.B 0.15
al ex 0.15
DA4 0.01
PT.C 0.16
PLAN
T !ME TO PEAK IN HOURS
RATIOS APPLIED TO PRECIPITATION
RATIO 1 RATIO 2 RATIO 3 RATIO 4 RATIO RATIO 6 RATIO 7
13.50 11.00 9.80 8.80 7.40 6.20 4.50
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
372.
11. 95
421.
11.90
372.
11 . 95
370.
12.10
PEAK STAGES IN FEET
291.
11.95
339.
11. 90
291.
11.95
251.
12.25
253 .
11.95
300.
11. 90
253.
11. 95
217 .
12 .30
STAGE 0.00 0.00 0.00
TIME 0.00 0.00 0.00
221.
11.95
267.
11.90
221.
11. 95
190.
12.30
175.
11.95
220.
11.90
175.
11. 95
151.
12.30
137.
11. 95
181.
11. 90
137.
11. 95
118 .
12.35
65.
12.00
124.
11. 90
85.
12.00
97 .
12. 25
2 STAGE 293.58 293.21 292 .91
0.00
0.00
292. 62
12 .30
0.00
0 .00
292. 20
12.30
0.00
0.00
291. 70
12.35
0.00
0.00
290. 37
12.25
2
TIME 12.10 12.25 12.30
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
116.
11. 65
128.
11. 60
453.
11. 85
418.
12.10
453.
11. 85
393.
12. 20
PEAK STAGES IN FEET
STAGE 0 .00
TIME
STAGE
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
0.00
287. 72
12. 20
81.
11. 65
91.
11. 60
519.
11.80
420.
12.20
519.
11.80
375.
12. 35
PEAK STAGES IN FEET
91.
11. 65
102.
11. 60
355.
11. 85
282.
12.20
355.
11. 85
268.
12. 40
0.00
0.00
287 .10
12. 40
64.
11.65
73.
11. 60
407.
11.80
284.
12. 35
407.
11. 80
282.
12. 40
STAGE 0.00 0.00
TIME 0.00 0.00
STAGE 285.10 282.80
TIME 12.35 12.40
FLOW
TIME
FLOW
TIME
FLOW
TIME
FLOW
TIME
28.
11. 65
32.
11. 60
543.
11. 80
381.
12.35
22.
11.65
26.
11. 60
426.
11.80
291.
11. 70
79.
11. 65
90.
11. 60
30B.
11. 85
244.
12 .20
308.
11 . 85
230.
12.40
0.00
0.00
286 .28
12.40
55.
11.65
64 .
11.60
353.
11 . 80
251.
11. 65
353 .
11. BO
249.
11. 70
0 .00
0 .00
282.12
11. 70
19.
11. 65
23.
11. 60
369.
11. BO
269.
11. 70
69.
11.65
BO.
11. 60
269.
11.85
213.
12.20
269.
11.85
208.
12.35
0.00
0.00
2B5.45
12.35
48.
11. 65
57.
11. 60
307.
11.BO
231.
11. 65
307.
11.BO
231.
11. 70
0.00
0.00
281.80
11. 70
17.
11. 65
20.
11.60
322.
11.BO
249.
11.65
55.
11. 65
65.
11. 60
214.
11.90
169.
12.25
214.
11.90
166.
12.30
0 . 00
0.00
284.18
12.30
39.
11.65
47.
11.60
245.
11.80
205.
11. 65
245.
11. 80
204.
11. 70
0.00
0.00
28~.37
11. 70
13.
11.65
16.
11. 60
256.
11. 60
220.
11. 65
43.
11. 65
53.
11. 60
167.
11. 90
143.
11. 70
167.
11.90
143.
11. 70
0.00
0.00
283. 52
11. 70
30.
11. 65
38.
11. 60
191.
11. 85
179.
11. 65
191.
11. 65
179.
11. 65
0.00 o.oo
280 .96
11. 65
10.
11.65
13.
11. 60
200.
11.80
192.
11. 65
27.
11. 65
35.
11. 60
103.
11. 90
117.
11. 70
103.
11.90
117.
11. 75
0.00
0. 00
282.94
11. 75
19.
11. 65
26.
11. 60
118.
11.85
141.
11. 70
118.
11. 85
141.
11. 70
o.oo
0.00
200:29
11. 70
6.
11. 65
9.
11. 60
123.
11.85
149.
11. 70
*** NORMAL END OF HEC-1 ***
Exhibit D-1
Pg. 3 of3
General
AREA AREA AREA
# ACRES MILES
DA 1 71.63 0.1119
DAl 71.63 0.1119
DA2 16.00 0.0250
DA3 11.20 0.0175
DA4 4.07 0.0064
Exhibit D-2
Drainage Area Parameters
Original Cond.
PLAN l
HYD Centroid VERT SLOPE CURVE LAG
LENGTII Length DROP FT/FT # HOURS
2600 1 29 0.011 80 0.65
3000 1 29 0.010
1400 1 17 0.012 80 0.38
1200 1 11 0.009 80 0.38
1300 1 14 0.011 80 0.38
Prop. Cond.
PLAN3
CURVE
#
86
83.5
84.2
84.7
LAG
HOURS
0.64
0.34
0.33
0.32
Exhibit D-2
Drainage Area Parameters
0204-lag.xls