HomeMy WebLinkAbout47 Development Permit 655 Gateway FuelsLETTER OF COMPLETION
CITY ENGINEER
CITY OF COLLEGE STATION
COLLEGE STATION, TEXAS
Dear Sir:
DATE: 3-15-00
RE: COMPLETION OF12" Waterline
Gateway Center -Premier Bnilders -/-uC:L ~
The purpose of our letter is to request that the following listed
improvements be approved and accepted as being constructed under city
inspection and completed according to plans and specifications as
approved and required by the City of College Station, Texas. This
approval and acceptance by the City is requested in order that we may
finalize any sub-contracts and to affirm their warranty on the work. This
approval and acceptance by the City of the improvements listed below
does hereby void the letter of guarantee for the listed improvements on
the above referenced project. .
The one year warranty is
Elliott ~onstruction, Inc.
indicated by signatures below.
WORK COMPLETED r
hereby affirmed and agreed to by
and by their sub-contractors as
DATE
i
...... 1 ....... 2_11 _Jwu..J,a..._..t._...e...._r ....... 11..._.' n.....,,e~_· _{ q_~_' ~...:....·__:.10 1 ~ ZCS LF '2..-25-00
Owner:Gateway Fuels ,LLC
Address: 804 Earl Rudder Fwy.
Contractor:Ell iott Construction, Inc.
Address: P.O. Box 510
Wellborn, TX 77881
Signature:--~~~~
..... 10112192<1(
PI310I01 CITY OF COLLEGE STATION
Purchase Order Inquiry
3/07/00
14:14:02
P.O. Nl'mber
Change nbr
Status
Type
Date
Vendor
Bldg ...
Buyer
Confirm by
Ship via
F.O.B ..
Freight
Contract nbr
000354
1 Date 11/29/99
3 AWAITING RECEIPT
P PURCHASE ORDER
11/23/99
15644 HANSEN MARKETING GROUP
DS DEVELOPMENT SERVICES
JAMES POLASEK
Terms :
Discount
Nbr days disc due
0.00%
Net
Requisition Nbr :
By
0000013196 Date
DEBORAH GRACE
JPOLASEK
INC
Ordered ..
Invoiced
Liquidated
Balance
Last rec'd : 0/00/00
Last inv'd : 0/00/00
11/17/99
JAP
Freight amt
Adjustment
Deliver by
Sales tax
Addt'l tax
Discount
User ID .
Date posted
Acct nbr
9624.51
.00
.00
9624.51
9/29/00
0.00%
0.00%
0.00%
F2=Items F3=Exit F8=Remarks
F21=Requisition X-ref
F9=Invoices Fl2=Cancel
JPOLASEK
11/23/99
23891119731000
Project : WTOOOB
Fl3=Vendor inquiry
.. ,
City of College Station
Attn.: Jeff Tondre
April 14, 2000
Attached is an invoice for the 12" water line at our new store at University and
By.pass 6.
The invoice is for $35,050.00. The City agreed to pay a fixed amount of $9,654.51
plus approximately $1, 700.00.
Please remit the total amount to Gateway Fuels, L.L.C. Please address the letter to •
Hansen Marketing
Ray Hansen
2405 Texas Ave. South, Ste. 308
College Station, Texas 77840
---·--···---·-· --..
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ELLIOTT CON8TRUCTION:1 INC.
P.O. IOX 110 WILLIOM , TX . 1'111
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DEVELOPMENT PERMIT
PERMIT NO. 655
GA T EWA Y FUELS
FOR AREAS O UTS LD E THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE ST A TION CITY CODE
SITE LEGAL DESCRIPTION: SITE ADDRESS:
Lot 3 Block 1 -Gateway University Drive & State Highway 6
OWNER: Hansen Marketing Group Inc.
2405 Texas Avenue South, STE 308
College Station, Texas 77840
DRAINAGE BASIN: Burton Creek
TYPE OF DEVELOPMENT: TIDS PERMIT IS VALID FOR CONSTRUCTION AS PER
APPROVED SITE PLAN/CONSTRUCTION PLANS. Work or staging for the construction of the
waterline within the University Drive R.O.W. may not start until approval is received from TxDOT.
The Contractor shall take all necessary precautions to prevent si lt 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. 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.
Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced
before any operations of this permit can begin.
In accordance with Chapter 13 of the Code of Ordinan ces of the City of College Station, measures sha ll be
taken to insure that debris from construction, erosio n, and sedimentation shall not be deposited in city
streets, or existing drainage facilities .
I hereby grant this p ermit for development of an area ou ts ide 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 de velopm ent permit application for the above nam ed project and all of the codes and
ordin nces of the City of College Station that apply.
~
Date
Owner/ Agent Date
Contractor Date
'6·~.( CITY OF COLLEGE STATION
~ ~ DEVELOPMENT SERVICES DEPARTMENT
Post Office Box 9960 1101 Texas Avenue
College Station. Texas 77842-0960
October 20, 1999
Texas Department of Transportation
ATTN: Mr. Patrick Williams, P.E.
--------1300 N-;-Texas Avenue
----Bryan, Texas 77803
RE: Utility Permits
------------fo-r Gate,vay Fuels
FM 60 @ East Bypass
Dear Mr. Williams:
(409) 764-3570
Please find enclosed three copies of the utility (water) permits for the above referenced project.
The applicant is proposing a 12" PVC water line crossing University Drive across from the Scott
& White Medical Center. The line will be encased in a 20" schedule 40 steel pipe. This crossing
will tie into the existing 16" waterline south of University Drive, and will be extended to the west
by Gateway Phase I (under separate permit). Driveway Permits have previously been approved
for this site.
A traffic control plan is not included. Included with this letter is one copy of the applicant's
construction plans. The plans have received preliminary approval by the city pending your
review. Please return two signed copies of the permit for our distribution.
Please review at your earliest convenience and if you have any questions feel free to contact me
at 409-764-3570
SJ~~rely, -;J /e~? <-
Acting Asst. City Engineer
xc: N atalie Ruiz, Development Coordinator
TxDOT Utility Permit File
encl. Fo m1 I 023 fo r (3)
Con stru ction Pl ans (I )
o :\group\de v_serv\txdot\~'CfBe~ify in Partnership with You·
DEVELOPMENT PERMIT
PERMIT NO. 655
GATEWAY FUELS
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Lot 3 Block 1 -Gateway
OWNER: Hansen Marketing Group Inc.
2405 Texas Avenue South, STE 308
College Station, Texas 77840
DRAINAGE BASIN: Burton Creek
SITE ADDRESS:
University Drive & State Highway 6
TYPE OF DEVELOPMENT: TIDS PERMIT IS VALID FOR CONSTRUCTION AS PER
APPROVED CONSTRUCTION PLANS.
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. 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.
Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced
before any operations of this permit can begin.
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, ero sion, and sedimentation shall not be deposited in city
streets, or existing drainage facilities.
I hereby grant this permit for development of an area outside the special flood hazard area. A ll
development shall be in accordance with the plans and specifications submitted to and approved by the
City Engineer in the ve/o ent permit application for the abo ve named project and all of th e codes
-.. and ordinances of th i of o//ege Station th at apply.
9-\-C\3
Date
Date
Contractor Date
._ (
/
/ ENGINEER'S COST ESTIMATE
The Gateway, (Lot 3, Block One)
PROPOSED WATER LINE Il\1PROVEMENTS
-~·~·':-\vf·'-· ;. ·' ;~"'~~~::~,::,·fri4' :~~XOVERSl@iXRjJ;[Glg~'T!ON ;RE°<::!tlJEST:<~ •. / >· . ... ,~ :.?,:O;_·~.t-! "' t,,•,.._..,,;· ... -,'ft<..7f.F:t -i; ~ . ..:;;-..• ·· ;!.~;;.:..,:.,r~;! ,,.,_ ~~~·,-.":>. ,.it'-.\: ;?,.a-~P., ~"·· . ..,...J.~~l-•> •• _ .;;,_'i,,."'~-,..;.• • . . .
1 12" PVC Water Line (C900, Class 200) w/Class "D" 104 LF $26.00 Embedment
Highway Bore w/20" Steel Encasement (SCH-40) &
2 12" D .l.P . w/Field Locking Gaskets & Casing 110 LF $200.00
Spacers
3 16" x 12" (MJ) Tapping Valve & Sleeve 1 EA $2,000.00
4 Valves. Fittings, Blocking & Appurtenances 1 LS $3,800.00
5 Standard Fire Hydrant (Type 2) w/Gate Valve, 1 EA $2 ,000.00 Fittings & Appurtenances
6 Trench Safety, Sheeting & Shoring 40 LF $10.00
7 Traffic Control 1 LS $700.00
8 Erosion Control & Revegetation 1 LS $500.00
9 Cement Stabilized Sand 60 LF $18 .00
ES Tl MA TED CONSTRUCTION COST =
(10%) CONTINGENCIES=
This engineer's estimate was prepared in our office,
at the date shown, and is released for the purpose of
public infrastructure cost projections .
if~ hfJi•I!fJ
MC \'iCIPAL DEVELOPYIENT GROUP
255 l TEXA S AVENCE SOCTH. STE . A
COLLEGE ST.HIO:-;. TEXA S 7784 0
Ph : (4 0 9 )693-53 5 9 FAX : (409)593 -424 3
E-m a il : md gc s @g le .n e t
000394-e.01-67(319 9)
GRAND TOTAL=
Date
' . ';~~~~--> ~~:~~
$2,704.00
$22 ,000.00
$2 ,000.00
$3,800.00
$2,000.00
$400.00
$700.00
$500 .00
$1,080.00
$35,184.00
$3,518.00
$38,702.00
~'~ $• •-.~#!~~ I
!'"
Drainage Report
For
The Gateway Center
Hwy. 6 & University Drive
College Station, Te x as
August 1999
Developer:
Gateway Fuels, L.L.C.
2405 Texas Ave . South
College Station, TX 77840
Prepared By:
TEXCON General Contractors
1 707 Graham Rd .
College Station, TX 77845
409/690-7711
ASll lit BROWNE ENGINEERING1 INC.
Eni;neers and Consultants
P.O. Box 10838, College Station, Texas 77842
August18, 1999
Jeff Tondre , EIT
Graduate Engineer
City of College Station
P.O. Box 9960
409-694-2123 Fax: 409-694-3694
College Station , TX 77842
Re: Check of Drainage Report for Gateway Fuels Site
I have reviewed the drainage report that was provided to me on Friday, August 13th on the
above referenced project. The report included the items called for on the attached
checklist. The only concern Vl.()Uld be the protection of the slope created by the fill of the
site along the west and north sides of the site just off the subject property. I am also
concerned that the drainage construction sheets are not signed and sealed .
Sincerely, ·4az. &.Ash
Ash & Browne Engineering , Inc
Project Name: &a-1 ~ -/;e/s
Review Date: ~ I & i 199?
Reviewer :, ____________ _
Drainage Reports
Location Ji Primary drainage .-ystem identified ~ Surrounding developments shown
/-' Local sucets, drainage systems shown
~ ~ ~~ofproject
)d, Land cover described J¥ Primary/secondary systems within property shown
j/ General description
Drainage Basins ,g R.cfcrcDccs to FIRMs if applicable
~ Secondary system flow patterns and impact of development on existing system 'ji Proposed pathways to Primary system shown or described
Design Criteria
)}() 0 Any deviation from standards being requested? A Discussion of site constraints and capacities (streets, existing structures, etc.) ~ Discussion of any applicable previous drainage studies and how this plan will affect it
H:vdrologic Criteria A,, Rainfall/runoff calculation method described and calculations provided
~ Detention discharge I storage calculation method I calculations
,ci; Storm n:currencc i.ntcrva1s used ~ Discussion of other drainage facility design criteria used if not referenced in Standards
Hvdaulic Criteria
){ Identify capacity of systems used
~ Specify velocities at critical points in system '!£ Identify detention I retention outlet and routing ff Discussion of other drainage facility design criteria used not referenced in Standards
Drainage Facility Design A Diicms drainage paUcrna I flows (pre vs. post) ~ Aic they draining water onto another property owner? -if so, is it where the water flowed before? and is it not
more than what flowed there before? and no faster than it flowed before?
0 l)iscuss erosion control measures employed }f; Discuss detention pond design (sideslope, low flow channels, outlet works, freeboard, emergency spillway)
)'J Disaw maintenance access and responsibilities
Conclusions fti Verify compliance with DPDS (signed and sealed certification) 'j Explain effectiveness of improvements with regard to controlling discharges of S -100 year storm by
a) Detaining
b) A.coommodating runoff in existing I proposed casements or ROW discharging into primal)' system
c) Combination of a & b
9at'l2
Project Name: __________ _
Review Date:. ___________ _
Reviewer: ____________ _
Drainage Reports(cont.)
Aopendices t References (all criteria and technical information used) JI HY,drologic computations i Land use assumptions for adjacent property
~ Minor/major storm runoff at specific points
~ Historic/fully developed runoff specific points 'r/ Hydrographs at critical points ,ff HY.drauliC computations ft Culvert capacities (headwater and tailwater assumptions) _t Storm sewer capacities '!, Street capacities
~ Storm inlet capacities (inlet control rating)
p , Open channel design y Detention area I volume capacity I outlet capacity
Attached Drawings j( Location map with drainage patterns t Floodplain map if any ~ Drainage plan with topo (existing and proposed with arrows if needed)
YJ Details of outlet structures
10 ol'12
Project Name: __________ _
Review Date: __________ _
Reviewer: __________ _
DEVELOPMENIPERMIT
1. Application Fee ($100)
2. Application
3. Erosion Control Plan
4. EPA/NOI (> 5 acres)
5. Public Infrastructure Inspection Fee ($300)
6. Drainage Report
7. HOA Covenants for maintenance of detention/retention ponds
8. Easements Dedicated (separate instrument)
9. TXDOT permits issued
10. Engineer's F.stimatcs
(1-4 necessary for rough grading/clearing ....... all others necessary for full permit)
11 ot'l2
'·--·
Project Name: __________ _
Review Date:, __________ _
Reviewer: ___________ ~
TXDOT PERMIT CHECKLIST
0 Permit signed (Utility or Driveway) by owner
0 Set or excerpts of construction plans of what is proposed within ROW
0 Traffic Control Plan (1MUI'CD)
0 Drainage Calculations (if applicable)
For City Uae
O Sign permits
0 Attach cover letter
0 Submit in triplicate to TxDOT
12ot'12
General Contractors
Di v. of CDS Enterpri ses, In c.
17 07 Gra ham Rd. • Co ll ege Station, TX 77845 • 409-690-7711 • Fax: 409-690-9797
August 12 , 1999
Jeff Tondre
Development Services
City of College Station
1101 Texas Ave . South
College Station, TX 77842
RE: The Gateway Center -College Station , Texas
Dear Mr. Tondre:
Enclosed are two copies of the drainage report and the drainage construction plans for the
Gateway Center project for your review .
If you have an y questions or need additional information, please do not hesitate to give
me a call at ( 409) 690-7711 .
Sincerely Yours ,
Joe Schultz, P .E .
Ci v il Engineer
Enclosures
Drainage Report
For
The Gateway Center
Hwy. 6 & University Drive
College Station, Te xas
August 1999
Developer:
Gateway Fuels, L.L.C.
2405 Texas Ave. South
College Station, TX 77840
Prepared By:
TEXCON General Contractors
1 707 Graham Rd.
College Station, TX 77845
4091690-7711
CERTIFICATION
I, Joseph P . Schultz, Licensed Professional Engineer No. 65889 , State of Texas, certify that
this report for the drainage design for The Gateway Center, was prepared by me in
accordance with the provisions of the City of College Station Drainage Policy and Design
Standards for the owners hereof.
S-tb-'f'l
INTRODUCTION
DRAINAGE REPORT
THE GATEWAY CENTER
The purpose of this report is to provide the hydrological effects of the construction of the
Gateway Center and to show that the detention facility proposed for this site will control the
runoff in such a manner so as to hav e no downstream impact.
GENERAL LOCATION AND DESCRIPTION
The 1.15 acre tract is located on the northwest comer of the intersection of State Highway 6
and University Drive. The site is wooded w ith the vegetation primarily consisting of oak
trees and yaupons . The ex isting ground elev ations range from elevation 268 to elevation
277 . The slope of the existing ground ranges from 2 to 10%. The general location of the
project site is as shown on a portion of the Bryan East , USGS Quadrangle map . This map
is included as Appendix 1.
FLOOD HAZARD INFORMATION:
The project site is located in the Burton Creek Drainage Basin. The site is located in a
Zone X Area according to the Flood Insurance Rate Maps prepared by the Federal
Emergency Management Agency for Brazos County, Texas and incorporated areas dated
July 2, 1992 , panel number 48041COl42C . A Zone X Area is in an area of a 500-yr flood ,
areas of 100-year flood with average depths less than 1 foot or with drainage areas less than
1 square mile and areas protected by levees from 100-year flood . A copy of a portion of
this map showing the project site is included as Appendix 2 . The final plat for this property
graphically represented the 100-year floodplain based on a base flood elevation of 268 .5
and a topography survey . The 100-year flood plain line shown on Exhibit 1 and 2 is also
based on a B.F.E. of 268 .5 and a recent topographical survey of the property
DEVELOPMENT DRAINAGE PATTERNS:
The storm water runoff from the site prior to development generally flowed toward the
north boundary of the tract and into an existing drainage adjacent to the northwest comer of
the tract. Burton Creek is approximately 2,000 ft from the project site and Carter 's Creek is
located approximately 2,800 ft downstream of the project site .
After development of the project, the storm water runoff from the site will be captured by a
storm sewer system and be released into the existing drainage at the northwest comer of the
tract. In addition to the 1.15 acre tract , runoff from the University Drive and SH 6 Frontage
Road right-of-ways will enter the site due to the existing roadways being higher than the
proposed site . Also , there is a 15 ' wide slope easement around the north and west
boundaries of the tract which will be utilized for construction of the slopes of the fill
material placed to raise grade to the design grades of project. Including this area, the total
area for which runoff is to be controlled is 1. 76 acres. Exhibit 1 shows the drainage area
boundary for the pre-development drainage area boundary. The site has 4 post-
development drainage areas , which are shown on Exhibit 2 . The runoff from Areas 201 ,
202, and 203 is controlled by grate inlets, which allow the runoff to enter the storm sewer
system. Area 204 is the 15 ' slope easement area and the post-development runoff for this
area is allowed to leave the site without being controlled. The post-development run-off
will be controlled and released at the pre-development peak runoff rates by detaining the
runoff in 3 areas of the parking lot. The design criteria and results of the storm sewer
system and detention facility design are included in subsequent sections of this report.
DRAINAGE DESIGN CRITERIA
The design parameters for the storm sewer and detention facility are as follows:
• The Rational Method is utilized to determine peak storm water runoff rates for the
detention facility and storm sewer design .
• Design Storm Frequency
Detention Facility 5, 10, 25, 50, and 100-year storm events
• Runoff Coefficients (Table III-I -Drainage Policy and Design Standards)
-Wooded Area
-Grass Area
-Impervious Area
-Landscaped Area
Pre-Development -Area 101 -1.76 acres
Existing Conditions -Grass -0.43 acres -C=0.50
Wooded Area -1.33 acres -C=0.30
Composite C=(0.43/1. 76)*0.50+(1 .33 /1. 76)*0.30=0.35
Post-Develo2ment
Area, Acres
Grass Landscaped Impervious
Area No . C =0.50 C=0.75 C=0 .90
201 0.31 0.05 0.38
202 0.05 0 .02 0.41
203 0.00 0.00 0.38
Total 0.36 0 .07 1.17
Composite C=(0.36/1.60)*0.50+(0 .07 /1 .60)*0. 75+(1 . l 7 /1.60)*0.90=0 .80
Area 204 -Landscaped Area -0.16 acres -C=0.75
C =0 .30
C=0.50
C=0.90
C=0 .75
• Rainfall Intensity values are from the Intensity -Duration -Frequency Curves for the
City of College Station (Figure III -I -Drainage Policy and Design Standards)
Storm Event
5 yr.
10 yr.
Rainfall Intensity (in/hr)
7.7
8.3
25 yr.
50 yr.
100 yr.
• Time of Concentration
9.8
11.1
12 .6
The pre-development time of concentration, Tc , was calculated as follows :
Overland or Sheet flow -180'@ 5.6 %
Velocity = v = 2 .0 fps
Tt = 180 ' I 2 .0 fps= 90 sec
Concentrated flow -150'@ 2%
V = 1.5 fps
Tt = 150 ' I 1.5 fps = 100 sec
Tc = 90 sec+ 100 sec= 190 sec = 3.2 min.
A minimum time of concentration of 10 minutes was used for the pre-development
and post-development runoff calculations for this site.
DETENTION FACILITY DESIGN
The peak runoff rates for the post-development condition will be reduced to the peak
rates for the pre-de v elopment conditions by temporarily impounding the runoff in the
parking and driveway areas. The project site consists of 4 drainage sub-basins as shown
on Exhibit 2. Areas 201 , 202, 203 each drain into grate inlets located in low points in
the parking lot. Area 204 drains offsite and is not controlled. The parking lot
elevations and the grate inlets are designed to provide the necessary storage and outflow
to reduce the post development peak runoff rates to the pre-development rates . The
calculation of the detention storage volume is shown in Appendix C , Sheet C-1. The
rating curve for the discharge through the grate inlet is pro v id ed in Appendix C, Sheet
C-2 .
Since area 204 runoff cannot be controlled, the runoff from Areas 201 , 202 , and 203
must be reduced to the pre-development runoff rates for the total area minus the post-
development runoff for area 204. These allowable peak flows for Areas 201 , 202, and
203 are shown in Table 1.
The required storage volume was determined by graphing the post-development and
pre-development hydrographs and determining the difference between the 2 graphs.
The peak flow rate was assumed to occur at a time equal to the time of concentration,
Tc, and the storm duration to be equal to 3 time Tc, or 30 minutes. A graphical
representation of the storage volume is provided as Figure 1.
The detention volume necessary to provide storage for the 100-yr storm event was
estimated to be approximately 8 ,910 cubic feet. This volume occurs at an elevation of
276 .64 or a depth of water of 0 .79 feet.
TABLE 1
Pre I Post Development Peak Flows
Allowable Post
Storm Pre Development Post Development Post Development Post Development Development Peak
Event Peak Flows Peak Flows Peak Flows Peak Flows Flows
w/o ut detention w/o ut detention
Total Area Total Area Area 204 Areas 201 , 202 , 203 Areas 201 , 202 , 203
cfs cf s cfs cfs cfs
5 yea r 4 .7 10 .8 0 .9 9 .9 3 .8
10 year 5 .1 11.7 1.0 10 .7 4 .1
2 5 y ea r 6 .0 13 .8 1.2 12 .6 4 .8
50 yea r 6 .8 15.6 1.3 14 .3 5 .5
100 y ear 7 .8 17 .7 1.5 16 .2 6.3
20
18
16
14
,.......
12 tf.l
IL4 u
'-"
~ 10
0
~
IL4
8
6
4
2
PRE AND POST DEVELOPMENT HYDROGRAPHS
FOR THE 100 YEAR STORM EVENT
VOLUME OF DETENTION STORAGE
AREA BETWEEN HYDROGRAPHS
= 8,910 CUBIC FEET
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17
TIME (MINUTES)
FIGURE 1
The determination of the post-development peak runoff from areas 201, 202, and 203
was determined by a Storage-Routing Analysis based on the Continuity Equation as
follows : (Il+l2)+((2sl/dt)-01)=((2s2/dt)+02). The time interval, dt, used was Tc/10 .
The Storage Routing Analysis for each storm is presented in tabular form in Appendix
D . The peak runoff rates are also summarized in Table 2. Figures 2 through 6 show the
runoffhydrographs for each storm event. As shown in Table 2 and Figures 2 through 6 ,
the peak runoff has been reduced for the post development condition to a rate equal to
or less than the pre-development runoff. The values shown in the Post Development
Peak Flows column for the total area of the development do not equal the sum of the
peak flows for Area 204 and Areas 201 , 202 , and 203 because of the difference in time
in which these peak flows occur. Appendix E contains the Post Development
hydrographs in tabular form for each storm event for Area 204 and Areas 201 , 202, and
203 and the sum of these hydro graphs which is the peak flow which leaves the proposed
site.
STORM SEWER DESIGN
The storm sewer piping for this project has been selected to be 18" RCP meeting the
requirements of ASTM C-76, Class Ill, pipe. The grate inlet and junction boxes will b e
either cast-in-place concrete or pre-cast. The grate inlets limit the flow into the storm
sewer piping so smaller diameter piping could be used to adequately convey the runoff
from the site. However, to reduce the possibility of clogging from debris and for future
maintenance consideration the 18" diameter pipe was selected . The proposed slope of
the storm sewer pipe is to be 1 %. Even during low flow conditions , this slope will
result in a velocity that will exceed 2.0 fps and prevent sediment build-up in the pipe.
The maximum flow in the storm sewer pipe will occur in Pipe No . 5, which discharges
into the existing drainage channel. The flow will be 5.7 cfs and will result in a velocity
of 5.7 fps based on Manning 's Equation. Rock riprap will be used to line the outlet
channel bottom and sides to prevent erosion.
CONCLUSIONS
The construction of this project will significantly increase the storm water runoff from
this site. The detention facility will adequately reduce the peak post-development
runoff to less than the pre-development runoff for each storm event, including the 100-
year storm. No flood damage to downstream landowners is expected as a result of this
development.
The detention facility is designed to handle the runoff from the 100-year storm with the
maximum depth of water in the parking lot being 0 .77 feet. If the grate inlets were to
become clogged, the water depth would increase to 0.85 ' before the water would begin
flowing over the curb around the parking lot. This will prevent the water storage depth
from becoming excessive and causing damage to vehicles or other facilities on the
project site. Development of the adjacent property should not occur in such a manner as
to eliminate this outlet for emergency overflow from the parking lot.
TABLE 2
Pre I Post Development Peak Flows
Storm Pre Development Peak Post Development Post Development Post Development
Event Flows Peak Flows Peak Flows Peak Flows
With Detention With Detention
Total Area Area 204 Areas 201 , 202 , 203 Total Area
cfs cf s cfs cfs
5 year 4 .7 0 .9 3.9 4.4
10 year 5 .1 1.0 4 .0 4 .6
25 year 6 .0 1.2 4 .3 4.9
50 year 6.8 1.3 4 .5 5.3
100 year 7.8 1.5 4 .7 5 .7
-II) -u -
Runoff Hydrograph
5-Year Storm Event
8 .00 -·-----1------..._----------------------------------<
M ~ ~ m ~ M ~ ~ m ~ M ~ ~ m ~ M ~ ~ m ~ M ~ ~
~ N N N N N M M M M M ~ ~ ~ ~ ~ ~ ~ ~ ~
Time (minutes)
-+--Post Development for Area 204
--Post Development with Detent ion for Areas 201 , 202 , and 203
------Post Development with Detention for Total Area -x-Post Development for Total Area
------Pre Development for Total Area
Figure 2
-8.00 "' -~
~
.52
LL 6.00
Runoff Hydrograph
10-Year Storm Event
Time (minutes)
-+-Post Development for Area 204
-Post Development with Detention for Areas 201, 202, and 203
------Post Development with Detention for Total Area
~Post Development for Total Area
------Pre Development for Total Area
Figure 3
16 .00
14 .00
12 .00
10 .00
Ci) -~ 8 .00 ~
0 u::
6 .00
4.00
2 .00
0 .00
Runoff Hydrograph
25-Year Storm Event
Time (minutes)
-+-Post Development for Area 204
--Post Development with Detention for Areas 201 , 202, and 203
-.-Post Development with Detention for Total Area
~Post Development for Total Area
--+--Pre Development for Total Area
Figure 4
18 .00
16 .00
14 .00
12 .00 -
en 10 .00 -~
~
0 8 .00 u::
6 .00
4 .00
2 .00
0.00
Runoff Hydrograph
50-Year Storm Event
Time (minutes)
-+--Post Development for Area 204
-Post Development with Detention for Areas 201 , 202 , and 203
--.-Post Development with Detention for Total Area
--+--Post Development for Total Area
-+--Pre Development for Total Area
~----
Figure 5
20.00
18 .00
16 .00
14 .00
12.00
en ....
(J -10 .00 5:
.2
LL
8.00
6 .00
4 .00
2.00
0 .00
-q-,.._ 0 ("') <O O'l N l{)
N N
Runoff Hydrograph
100-Year Storm Event
a:> ..--q-f'-0 ("') <O O'l N lD a:> ..--q-f'-0 ("') <O
N ("') ("') ("') -q-~ -q--q-l{) l{) l{) <O <O <O ,.._ ,.._ ,.._
Time (minutes) ·----------. ----J -+-Post Development for Area 204
-Post Development with Detention for Areas 201 , 202 , and 203
---.-Post Development with Detention for Total Area
-----Post Development for Total Area
~Pre Development for Total Area
Figure 6
Appendix A
General Location Map
Appendix C
Detention Facility Design Characteristics
C"
~
QI
E :::s
0 >
QI
Cl co ...
0 .... en
c
0 :;:: c
QI ....
QI c
12000
10000
4000
2000
0
0.00
Elevation
275.85
276 .00
276 .25
276 .50
276 .75
Detention Storage
0.20 0.40 0.60
Depth (ft)
Detention Storage
Depth vs . Volume
De~th, H Area, A
0.80
I-Depth Vs . Volume I
1.00
ft . sf. Volume , V cf. Cumulative Volume, cf.
0.00 0.00 0 .00 0
0 .15 3671 .00 184 .00 184
0.40 11390 .00 1794 .00 1978
0 .65 18469 .00 3697 .00 5675
0 .90 27304 .00 5686 .00 11361
Volume= H/3(A1 +A2+(A1 *A2)1/2)
C-1
Depth vs. Discharge
Discharge, Q
Elevation Depth cf s
275 .85 0.00 0.00
276 .00 0 .15 2 .05
276 .25 0.40 3 .35
276 .50 0 .65 4 .27
276 .75 0 .90 5.03
Rating Curve For Outlet Control Structures -Depth vs.
6.00
:ti' 5.00 c:
0
(.)
Cll
(/) ... 4 .00 Cll
Q. ....
Cll
Cll u.. 3 .00 (.)
:ci
:I
~ 2 .00 Cll
Cl ... ca ..c:
(.)
1 .00 IA
0
0.00
0.00 0 .20
Q , cfs = 4 .82 Ag(y)"1/2
Ag = 2(0 .3)+1 (0 .5) = 1.1 sf
Discharge
I-Depth vs . Discharge I
0.40 0 .60 0.80 1.00
Depth (Feet)
Ag = Grate Open Area, sf.
y = Depth of Water, ft .
2 -12"x12" Neenah R -4441 Heavy Duty Grates (Open Area= 0 .3 sf)
1 -14"x14" Neenah R -4511 Heavy Duty Grate (Open Area= 0 .5 sf)
C-2
Appendix D
Storage Routing Analysis
2
3
4
5
6
7
8
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
Inflow
~
0 .00
0 .99
1.98
2.98
3.97
4 .96
5.95
6 .94
7 .94
8.93
9 .92
9.42
8 .93
8.43
7 .94
7.44
6 .94
6.45
5 .95
5.46
4 .96
4.46
3.97
3.47
2 .98
2.48
1.98
1.49
0 .99
0 .50
0 .00
0.00
0.00
0 .00
0 .00
0.00
0.00
0 .00
0.00
0.00
0.00
0.00
Storage Routing Analysis
Areas 201,202, and 203
5-Year Storm Event
Outflow J..1±1.2_
~
0 .00
~ 2s/t+O ~ Depth (ft.) Elevation
0 .00 0.00 0.00 0 .00 275 .80
0.99 0.49 0 .99
2.98 1.73 3.47
4 .96 3 .34 6 .69
6 .94 6.09 10.28
8.93 10 .63 15 .02
10 .91 16 .87 21 .54
12 .90 24 .75 29 .77
14.88 34 .19 39 .63
16 .86 45 .13 51.06
18 .85 57 .50 63 .98
19 .34 70 .04 76.85
18 .35 81.41 88.39
17 .36 91 .63 98 .77
16 .37 100 .72 108 .00
15 .38 108 .70 116 .10
14 .38 115 .59 123 .09
13 .39 121.40 128 .98
12.40 126 .14 133.80
11.41 129 .84 137.55
10.42 132 .50 140.25
9.42 134 .15 141 .93
8.43 134 .80 142 .58
7.44 134.45 142.24
6.45 133 .14 140.90
5.46 130 .87 138.60
4.46 127 .66 135.33
3.47 123 .51 131.13
2.48 118.45 125.99
1.49 112.49 119 .94
0 .50 105 .64 112.98
0 .00 98.40 105.64
0 .00 91 .27 98.40
0 .00 84 .24 91 .27
0 .00 77.32 84.24
0 .00 70 .50 77.32
0 .00 63 .78 70 .50
0.00 57 .31 63.78
0 .00 51 .12 57 .31
0 .00 45.20 51.12
0.00 39 .52 45.20
0 .00 34.09 39 .52
D-1
0 .25
0.87
1.68
2.09
2.20
2.33
2.51
2 .72
2.96
3.24
3.41
3.49
3 .57
3.64
3.70
3.75
3.79
3 .83
3 .86
3 .88
3.89
3 .89
3 .89
3 .88
3 .86
3 .84
3 .81
3 .77
3 .73
3.67
3.62
3.57
3.51
3.46
3.41
3 .36
3 .23
3 .10
2.96
2.84
2 .72
0 .00 275 .80
0 .03 275 .83
0 .10 275 .90
0 .16 275 .96
0 .17 275 .97
0 .19 275 .99
0 .22 276 .02
0 .26 276 .06
0 .31 276 .11
0 .37 276 .17
0.41 276.21
0.43 276 .23
0.45 276 .25
0.47 276 .27
0.49 276 .29
0 .50 276 .30
0.51 276 .31
0 .52 276 .32
0 .53 276 .33
0 .53 276.33
0 .54 276.34
0 .54 276 .34
0.54 276.34
0 .54 276 .34
0 .53 275 .80
0 .52 276 .32
0.52 276 .32
0 .51 276 .31
0.49 276 .29
0 .48 276 .28
0.47 276 .27
0.45 276 .25
0.44 276 .24
0.43 276 .23
0.41 276.21
0.40 276 .20
0 .37 276 .17
0 .34 276 .14
0 .31 276 .11
0 .29 276 .09
0.26 276 .06
Storage Routing Analysis Areas 201,202, and 203 5-Year Storm Event Ii.mJt. IDflQW 11±12._ Q1.1tflQW .(minJ {lli). {lli). ~ .2..sLt±.Q {lli). Depth (ft.) ElevatiQD 42 0.00 0.00 28.89 34.09 2.60 0.24 276.04 43 0.00 0.00 23.90 28.89 2.49 0.22 276.02 44 0.00 0.00 19.14 23.90 2.38 0.20 276.00 45 0.00 0.00 14.57 19.14 2.28 0.19 275.99 46 0.00 0.00 10.20 14.57 2.19 0.17 275.97 47 0.00 0.00 6.01 10.20 2.09 0.16 275.96 48 0.00 0.00 3.00 6.01 1.51 0.08 275.88 49 0.00 0.00 1.50 3.00 0.75 0.02 275.82 50 0.00 0.00 0.75 1.50 0.37 0.00 275.80 51 0.00 0.00 0.37 0.75 0.19 0.00 275.80 52 0.00 0.00 0.19 0.37 0.09 0.00 275.80 53 0.00 0.00 0.09 0.19 0.05 0.00 275.80 54 0.00 0.00 0.05 0.09 0.02 0.00 275.80 55 0.00 0.00 0.02 0.05 0.01 0.00 275.80 56 0.00 0.00 0.01 0.02 0.01 0.00 275.80 57 0.00 0.00 0.01 0.01 0.00 0.00 275.80 58 0.00 0.00 0.00 0.01 0.00 0.00 275.80 59 0.00 0.00 0.00 0.00 0.00 0.00 275.80 60 0.00 0.00 0.00 0.00 0.00 0.00 275.80 D-2
0
1
2
3
4
5
6
7
8
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
Inflow
~
0.00
1.07
2.14
3 .20
4 .27
5 .34
6.4 1
7.48
8 .54
9 .61
10 .68
10.15
9 .61
9 .08
8 .54
8 .01
7.48
6.94
6.41
5.87
5 .34
4 .81
4 .27
3 .74
3 .20
2 .67
2 .14
1 .60
1.07
0 .53
0.00
0.00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
Storage Routing Analysis
Areas 201,202, and 203
10-Year Storm Event
Outflow
11±l2
0 .00
2filt:Q 2fil1±Q ~ Depth (ft.) Elevation
0.00 0 .00 0 .00 0 .00 275 .80
1 .07 0 .53 1 .07
3 .20 1 .86 3 .74
5 .34 3.59 7.20
7.48 6 .85 11 .07
9 .61 12 .01 16.46
11 .75 18 .99 23 .75
13 .88 27.72 32 .88
16.02 38 .13 43 .74
18 .16 50.14 56.29
20 .29 63.71 70.43
20.83 77 .61 84 .54
19.76 90 .26 97 .37
18 .69 101 .66 108 .95
17 .62 111 .84 119 .28
16 .55 120.82 128 .39
15.49 128 .61 136 .30
14.42 135.24 143 .03
13 .35 140 .71 148 .59
12 .28 145.05 152.99
11 .21 148.28 156 .27
10 .15 150.40 158.42
9 .08 151.44 159.48
8 .01 151.42 159.45
6 .94 150.34 158 .36
5 .87 148.22 156 .21
4 .81 145.09 153 .03
3 .74 140.95 148 .83
2 .67 135.82 143.62
1 .60 129.71 137.42
0 .53 122.64 130.24
0 .00 115.15 122.64
0 .00 107.77 115 .15
0 .00 100.50 107 .77
0 .00 93.34 100 .50
0 .00 86.28 93 .34
0 .00 79.33 86 .28
0 .00 72.48 79.33
0 .00 65.73 72.48
0 .00 59.18 65 .73
0 .00 52.91 59 .18
0 .00 46.91 52 .91
D-3
0.27
0 .94
1 .81
2 .11
2 .23
2 .38
2 .58
2 .81
3.07
3 .36
3.46
3.56
3 .64
3.72
3.79
3 .85
3 .90
3 .94
3 .97
3 .99
4 .01
4.02
4 .02
4 .01
3 .99
3 .97
3 .94
3.90
3 .85
3 .80
3 .75
3.69
3.64
3 .58
3 .53
3.48
3.42
3 .37
3 .27
3.14
3 .00
0 .00 275.80
0 .03 275 .83
0 .12 275 .92
0 .16 275 .96
0 .18 275 .98
0 .20 276 .00
0 .24 276 .04
0 .28 276 .08
0 .34 276 .14
0.40 276.20
0.43 276 .23
0.45 276 .25
0.47 276 .27
0.49 276.29
0 .51 276 .31
0 .53 276 .33
0 .54 276 .34
0.55 276 .35
0.56 276 .36
0.57 276 .37
0 .57 276 .37
0 .57 276 .37
0 .57 276 .37
0.57 276 .37
0.57 276 .37
0 .56 276 .36
0.55 276 .35
0 .54 276 .34
0 .53 276 .33
0 .51 276 .31
0.50 276 .30
0.48 276 .28
0.47 276.27
0.46 276 .26
0.44 276 .24
0.43 276 .23
0.42 276 .22
0.40 276 .20
0 .38 276.18
0 .35 276 .15
0 .32 276 .12
Storage Routing Analysis Areas 201,202, and 203 10-Year Storm Event ~ lafl2w OutflQW (IninJ .(lli). 1.1±.lZ hlt:.Q 2lilt+Q .(lli). Depth (ft.) Eleyati2a 42 0.00 0.00 41.16 46.91 2.87 0.29 276.09 43 0.00 0.00 35.66 41.16 2.75 0.27 276.07 44 0.00 0.00 30.39 35.66 2.63 0.25 276.05 45 0.00 0.00 25.34 30.39 2.52 0.23 276.03 46 0.00 0.00 20.51 25.34 2.42 0.21 276.01 47 0.00 0.00 15.89 20.51 2.31 0.19 275.99 48 0.00 0.00 11.46 15.89 2.21 0.17 275.97 49 0.00 0.00 7.22 11.46 2.12 0.16 275.96 50 0.00 0.00 3.60 7.22 1.81 0.12 275.92 51 0.00 0.00 1.80 3.60 0.90 0.03 275.83 52 0.00 0.00 0.90 1.80 0.45 0.01 275.81 53 0.00 0.00 0.45 0.90 0.22 0.00 275.80 54 0.00 0.00 0.22 0.45 0.11 0.00 275.80 55 0.00 0.00 0.11 0.22 0.06 0.00 275.80 56 0.00 0.00 0.06 0.11 0.03 0.00 275.80 57 0.00 0.00 0.03 0.06 0.01 0.00 275.80 58 0.00 0.00 0.01 0.03 0.01 0.00 275.80 59 0.00 0.00 0.01 0.01 0.00 0.00 275.80 60 0.00 0.00 0.00 0.01 0.00 0.00 275.80 D-4
TuruL
{m.inJ
0
1
2
3
4
5
6
7
8
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
Inflow
~
0 .00
1.26
2 .52
3 .79
5.05
6 .31
7 .57
8 .83
10 .10
11.36
12 .62
11 .99
11 .36
10 .73
10 .10
9.47
8 .83
8 .20
7.57
6 .94
6 .31
5 .68
5 .05
4.42
3.79
3.16
2 .52
1.89
1.26
0.63
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
Storage Routing Analysis
Areas 201,202, and 203
25-Year Storm Event
Outflow 11.±.12._
~
0 .00
~ 2s/t+O ~ Depth (ft) Elevation
0 .00 0 .00 0.00 0 .00 275.8
1.26 0 .63 1.26
3 .79 2 .20 4.42
6 .31 4.40 8 .51
8.83 8 .92 13 .23
11 .36 15 .66 20.28
13.88 24 .53 29.54
16.41 35.45 40.94
18 .93 48 .31 54.38
21.45 63 .04 69.76
23 .98 80 .06 87 .02
24 .61 97.44 104.67
23 .35 113 .33 120.79
22.09 127 .73 135.41
20.82 140 .68 148 .55
19.56 152 .19 160.24
18.30 162 .29 170.49
17 .04 171 .00 179.33
15.78 178.33 186.77
14.51 184.31 192 .84
13 .25 188 .99 197.56
11 .99 192.38 200 .98
10 .73 194.49 203 .11
9.47 195 .33 203.96
8.20 194.91 203.53
6.94 193 .25 201 .85
5 .68 190 .34 198.93
4.42 186 .21 194.76
3.16 180 .88 189.36
1.89 174.40 182.78
0.63 166.76 175.03
0.00 158 .61 166.76
0 .00 150 .59 158.61
0 .00 142.69 150 .59
0.00 134 .90 142.69
0 .00 127 .23 134.90
0 .00 119 .67 127.23
0 .00 112 .22 119.67
0 .00 104.88 112.22
0 .00 97.66 104.88
0 .00 90.54 97.66
0 .00 83 .52 90.54
D-5
0 .32
1.11
2 .06
2 .16
2 .31
2 .50
2 .75
3.03
3.36
3.48
3 .61
3.73
3.84
3.94
4.02
4 .10
4.17
4.22
4 .27
4.29
4 .30
4.31
4.31
4.31
4.30
4 .29
4 .28
4 .24
4.19
4 .13
4 .07
4 .01
3.95
3.89
3.84
3 .78
3.72
3.67
3.61
3 .56
3 .51
0 .00 275 .80
0 .04 275.84
0 .15 275 .95
0 .17 275.97
0 .19 275.99
0 .22 276 .02
0 .27 276.07
0 .33 276.13
0.40 276.20
0.43 276 .23
0.46 276.26
0 .50 276.30
0 .52 276.32
0 .55 276 .35
0 .58 276 .38
0 .60 276.40
0.62 276.42
0 .63 276.43
0 .65 276.45
0 .65 276.45
0.66 276.46
0 .66 276.46
0 .66 276.46
0 .66 276.46
0.66 276.46
0.66 276.46
0 .65 276.45
0 .64 276.44
0.62 276.42
0 .61 276.41
0 .59 276.39
0 .57 276 .37
0 .56 276.36
0.54 276 .34
0.52 276 .32
0 .51 276 .31
0.49 276 .29
0.48 276 .28
0.46 276 .26
0.45 276 .25
0.44 276 .24
Storage Routing Analysis Areas 201,202, and 203 25-Year Storm Event TuM.. lafl!:!W 11.±1..2._ Outflow {min.). ~ ~ ~ 2slt+Q ~ Depth (ft) Eleyatioa 42 0.00 0.00 76.61 83.52 3.46 0.42 276.22 43 0.00 0.00 69.80 76.61 3.40 0.41 276.21 44 0.00 0.00 63.09 69.80 3.35 0.40 276.20 45 0.00 0.00 56.66 63.09 3.22 0.37 276.17 46 0.00 0.00 50.49 56.66 3.08 0.34 276.14 47 0.00 0.00 44.59 50.49 2.95 0.31 276.11 48 0.00 0.00 38.94 44.59 2.82 0.28 276.08 49 0.00 0.00 33.53 38.94 2.70 0.26 276.06 50 0.00 0.00 28.36 33.53 2.59 0.24 276.04 51 0.00 0.00 23.40 28.36 2.48 0.22 276.02 52 0.00 0.00 18.65 23.40 2.37 0.20 276.00 53 0.00 0.00 14.10 18.65 2.27 0.18 275.98 54 0.00 0.00 9.75 14.10 2.18 0.17 275.97 55 0.00 0.00 5.58 9.75 2.08 0.15 275.95 56 0.00 0.00 2.79 5.58 1.40 0.07 275.87 57 0.00 0.00 1.39 2.79 0.70 0.02 275.82 58 0.00 0.00 0.69 1.39 0.35 0.00 275.80 59 0.00 0.00 0.35 0.69 0.17 0.00 275.80 60 0.00 0.00 0.17 0.35 0.09 0.00 275.80 61 0.00 0.00 0.09 0.17 0.04 0.00 275.80 62 0.00 0.00 0.04 0.09 0.02 0.00 275.80 63 0.00 0.00 0.02 0.04 0.01 0.00 275.80 64 0.00 0.00 0.01 0.02 0.01 0.00 275.80 65 0.00 0.00 0.01 0.01 0.00 0.00 275.80 66 0.00 0.00 0.00 0.01 0.00 0.00 275.80 67 0.00 0.00 0.00 0.00 0.00 0.00 275.80 68 0.00 0.00 0.00 0.00 0.00 0.00 275.80 69 0.00 0.00 0.00 0.00 0.00 0.00 275.80 70 0.00 0.00 0.00 0.00 0.00 0.00 275.80 D-6
I.i.m.e...
{minj
0
1
2
3
4
5
6
7
8
9
10
1 1
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
Inflow
~
0 .00
1.43
2 .86
4 .29
5.72
7 .15
8 .58
10 .01
11.44
12 .87
14 .30
13 .59
12 .87
12 .16
11.44
10.73
10.01
9 .30
8 .58
7 .87
7.15
6.44
5.72
5 .01
4 .29
3 .58
2 .86
2 .15
1.43
0 .72
0 .00
0 .00
0 .00
0.00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
Storage Routing Analysis
Areas 201,202, and 203
50-Year Storm Event
Outflow
J.1.±J.2 ~ 2s/t+O ~ Depth (ft.) Elevation
0 .00 0 .00 0 .00 0 .00 0 .00 275.80
1.43 0 .71 1.43
4 .29 2.50 5 .00
7.15 5.48 9 .65
10 .01 11 .08 15.49
12 .87 19 .18 23 .95
15.73 29 .67 34 .91
18.59 42.46 48 .26
21.45 57.44 63 .91
24 .31 74.86 81 .75
27.17 94.85 102.03
27.89 115.24 122 .73
26.46 133.92 141 .69
25.03 150.92 158 .95
23.60 166 .25 174.51
22.17 179.95 188.42
20 .74 192 .09 200 .69
19.31 202 .71 211 .39
17.88 211 .83 220 .59
16.45 219.46 228 .27
15 .02 225 .60 234.4 7
13.59 230 .28 239 .19
12 .16 233 .51 242.44
10 .73 235 .29 244 .23
9 .30 235.63 244 .58
7.87 234 .56 243 .50
6 .44 232 .07 240 .99
5.01 228.19 237 .08
3.58 222.92 231 .76
2 .15 216.27 225 .06
0 .72 208 .26 216 .98
0.00 199.60 208.26
0 .00 191 .01 199.60
0 .00 182 .51 191 .01
0.00 174 .13 182 .51
0 .00 165 .87 174.13
0.00 157 .74 165 .87
0 .00 149.73 157.74
0.00 141.84 149.73
0.00 134 .06 141 .84
0 .00 126.40 134 .06
0.00 118.86 126.40
0 -7
0 .36
1.25
2 .08
2 .21
2 .39
2 .62
2 .90
3 .24
3.44
3 .59
3 .75
3 .89
4 .01
4 .13
4 .23
4.30
4 .34
4.38
4.41
4.43
4.45
4.47
4.47
4.47
4.47
4.46
4.44
4.42
4.40
4 .36
4 .33
4 .29
4 .25
4 .19
4 .13
4 .07
4 .01
3 .95
3 .89
3 .83
3 .77
0 .00 275 .80
0 .06 275.86
0 .15 275 .95
0 .17 275.97
0 .20 276 .00
0 .24 276 .04
0 .30 276 .10
0 .37 276 .17
0.42 276 .22
0.46 276 .26
0 .50 276 .30
0.54 276.34
0 .57 276 .37
0 .61 276.41
0 .64 276.44
0 .66 276.46
0 .67 276.47
0 .68 276.48
0 .69 276.49
0 .70 276.50
0 .71 276.51
0 .71 276 .51
0 .71 276.51
0 .71 276.51
0 .71 276 .51
0 .71 276 .51
0.70 276 .50
0.70 276 .50
0 .69 276.49
0.68 276.48
0 .67 276 .47
0 .66 276.46
0 .64 276.44
0 .62 276.42
0 .61 276.41
0 .59 276 .39
0 .57 276.37
0 .55 276.35
0 .54 276 .34
0 .52 276 .32
0 .51 276 .31
Storage Routing Analysis
Areas 201,202, and 203
50-Year Storm Event
IirM_ IDflQW OutflQW
{minj ~ 11±12. 2-s&Q 2filt±Q ~ Depth (ft.) ElevatiQD
42 0 .00 0.00 111.42 118 .86 3.72 0.49 276 .29
43 0 .00 0 .00 104 .10 1 11.42 3 .66 0.48 276 .28
44 0 .00 0.00 96 .88 104 .10 3.61 0.46 276 .26
45 0 .00 0 .00 89 .77 96 .88 3.55 0.45 276 .25
46 0.00 0 .00 82 .77 89 .77 3 .50 0.44 276 .24
47 0 .00 0 .00 75 .87 82 .77 3.45 0.42 276 .22
48 0 .00 0 .00 69 .07 75 .87 3.40 0.41 276.21
49 0.00 0 .00 62 .38 69 .07 3.35 0.40 276.20
50 0 .00 0 .00 55.97 62 .38 3 .20 0 .36 276 .16
51 0 .00 0 .00 49 .84 55 .97 3 .07 0 .33 276 .13
52 0 .00 0 .00 43 .97 49 .84 2 .94 0 .31 276 .11
53 0.00 0.00 38 .34 43 .97 2 .81 0 .28 276 .08
54 0 .00 0.00 32.96 38 .34 2 .69 0 .26 276.06
55 0 .00 0 .00 27 .81 32 .96 2 .58 0 .24 276 .04
56 0 .00 0 .00 22 .87 27 .81 2.47 0 .22 276 .02
57 0 .00 0 .00 18 .15 22 .87 2 .36 0 .20 276 .00
58 0 .00 0 .00 13 .62 18 .15 2 .26 0 .18 275 .98
59 0 .00 0 .00 9 .29 13 .62 2 .17 0 .17 275 .97
60 0.00 0 .00 5 .14 9 .29 2 .07 0 .15 275 .95
0 -8
~
{minj
0
1
2
3
4
5
6
7
8
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
Inflow
(ill}
0 .00
1 .62
3 .25
4 .87
6.49
8 .12
9 .74
11 .36
12.98
14 .61
16 .23
15.42
14 .61
13.80
12.98
12 .17
11.36
10 .55
9.74
8 .93
8.11
7 .30
6.49
5.68
4.87
4 .06
3.25
2.43
1.62
0.81
0.00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
0 .00
Storage Routing Analysis
Areas 201,202, and 203
100-Year Storm Event
Outflow J.1.±.12_
~
0 .00
~ 2s/t+O .(00 Depth (ft.) Elevation
0 .00 0.00 0 .00 0 .00 275 .80
1 .62 0 .81 1.62
4 .87 2 .83 5 .68
8 .12 6.73 10 .95
11 .36 13 .57 18 .09
14 .61 23 .22 28 .18
17 .85 35 .58 41 .08
21 .10 50 .51 56 .68
24.35 68 .08 74 .86
27 .59 88 .58 95 .67
30 .84 111.97 119.41
31 .65 135 .82 143.62
30 .03 157 .71 165.84
28.40 177 .68 186.11
26 . 78 195 .83 204.46
25 .16 212.23 220 .99
23 .53 226 .89 235 .76
21 .91 239 .81 248 .80
20 .29 251 .03 260 .10
18 .66 260 .54 269 .69
17 .04 268 .37 277 .59
15.42 274 .53 283.79
13.80 279 .03 288 .33
12 .17 281 .88 291.20
10 .55 283 .10 292.43
8.93 282 .70 292 .02
7 .30 280 .69 290 .00
5.68 277 .09 286.37
4.06 271 .90 281 .15
2.43 265 .15 274 .34
0 .81 256 .85 265 .96
0 .00 247 .80 256 .85
0 .00 238 .82 247 .80
0 .00 229 .92 238 .82
0 .00 221 .09 229 .92
0 .00 212.33 221 .09
0 .00 203 .64 212 .33
0.00 195.02 203 .64
0.00 186.46 195.02
0 .00 178.03 186.46
0.00 169.72 178.03
0 .00 161.53 169.72
D-9
0.41
1.42
2 .11
2 .26
2.48
2 .75
3 .08
3 .39
3 .55
3 .72
3 .90
4 .07
4 .22
4 .31
4 .38
4.44
4.49
4 .54
4 .57
4 .61
4 .63
4 .65
4.66
4.67
4 .66
4 .66
4 .64
4 .62
4 .59
4.56
4 .52
4.49
4.45
4.42
4 .38
4 .35
4 .31
4 .28
4 .22
4 .16
4 .09
0 .01 275 .81
0 .07 275.87
0 .16 275 .96
0 .18 275 .98
0.22 276 .02
0.27 276 .07
0 .34 276 .14
0.41 276 .21
0.45 276 .25
0.49 276 .29
0.54 276 .34
0 .59 276.39
0 .63 276.43
0.66 276.46
0 .68 276.48
0 .70 276.50
0 .72 276 .52
0 .73 276.53
0 .74 276.54
0 .75 276.55
0 .76 276 .56
0.77 276 .57
0 .77 276 .57
0 .77 276 .57
0 .77 276 .57
0 .77 276.57
0.77 276.57
0.76 276.56
0.75 276 .55
0 .74 276 .54
0 .73 276.53
0 .72 276 .52
0 .70 276 .50
0.69 276.49
0 .68 276.48
0 .67 276.47
0.66 276.46
0.65 276.45
0.63 276.43
0 .61 276.41
0 .60 276.40
IirM.. {min.} 42 43 44 45 46 47 48 49 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 77 78 79 80 81 82 83 lnfl.2.w ~ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Storage Routing Analysis Areas 201,202, and 203 100-Year Storm Event Outflow 11±12_ ~ 0.00 2.sLt:Q 2s/t+O ~ Depth (ft.) Elevation 153.46 161.53 4.03 0.58 276.38 0.00 145.51 0.00 137.68 0.00 129.97 0.00 122.37 0.00 114.88 0.00 107.51 0.00 100.24 0.00 93.08 0.00 86.03 0.00 79.08 0.00 72.24 0.00 65.49 0.00 58.95 0.00 52.69 0.00 46.70 0.00 40.96 0.00 35.46 0.00 30.20 0.00 25.17 0.00 20.34 0.00 15.73 0.00 11.31 0.00 7.07 0.00 3.53 0.00 1.76 0.00 0.88 0.00 0.44 0.00 0.22 0.00 0.11 0.00 0.05 0.00 0.03 0.00 0.01 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 153.46 145.51 137.68 129.97 122.37 114.88 107.51 100.24 93.08 86.03 79.08 72.24 65.49 58.95 52.69 46.70 40.96 35.46 30.20 25.17 20.34 15.73 11.31 7.07 3.53 1.76 0.88 0.44 0.22 0.11 0.05 0.03 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D-10 3.97 3.91 3.86 3.80 3.74 3.69 3.63 3.58 3.53 3.47 3.42 3.37 3.27 3.13 3.00 2.87 2.75 2.63 2.52 2.41 2.31 2.21 2.12 1.77 0.88 0.44 0.22 0.11 0.05 0.03 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.56 276.36 0.55 276.35 0.53 276.33 0.51 276.31 0.50 276.30 0.48 276.28 0.47 276.27 0.46 276.26 0.44 276.24 0.43 276.23 0.42 276.22 0.40 276.20 0.38 276.18 0.35 276.15 0.32 276.12 0.29 276.09 0.27 276.07 0.25 276.05 0.23 276.03 0.21 276.01 0.19 275.99 0.17 275.97 0.16 275.96 0.11 275.91 0.03 275.83 0.01 275.81 0.00 275.80 0.00 275.80 0.00 275.80 0.00 275.80 0.00 275.80 0.00 275.80 0.00 275.80 0.00 275.80 0.00 275.80 0.00 275.80 0.00 275.80 0.00 275.80 0.00 275.80 0.00 275.80 0.00 275.80
Storage Routing Analysis Areas 201,202, and 203 100-Year Storm Event Ii.nN.. IDflQW 11.±1.2._ OutflQW (minJ ~ ~ ~ 2slt+Q ~ Depth (ft.) ElevatiQD 84 0.00 0.00 0.00 0.00 0.00 0.00 275.80 85 0.00 0.00 0.00 0.00 0.00 0.00 275.80 86 0.00 0.00 0.00 0.00 0.00 0.00 275.80 87 0.00 0.00 0.00 0.00 0.00 0.00 275.80 88 0.00 0.00 0.00 0.00 0.00 0.00 275.80 89 0.00 0.00 0.00 0.00 0.00 0.00 275.80 90 0.00 0.00 0.00 0.00 0.00 0.00 275.80 D-11
Appendix E
Determination of Total Runoff
Post-Development Condition
Determination of Total Runoff Post Development Condition 5-Year Storm Event Ar~a 204 B!.!DQff Ar~a~ 201, 202, aad ~ 203 QutflQW (~f~) I2tal (~fs) 0.00 0.00 0.00 0.09 0.25 0.34 0.18 0.87 1.05 0.28 1.68 1.95 0.37 2.09 2.46 0.46 2.20 2.66 0.55 2.33 2.89 0.64 2.51 3.15 0.74 2.72 3.46 0.83 2.96 3.79 0.92 3.24 4.16 0.87 3.41 4.28 0.83 3.49 4.32 0.78 3.57 4.35 0.74 3.64 4.37 0.69 3.70 4.39 0.64 3.75 4.39 0.60 3.79 4.39 0.55 3.83 4.38 0.51 3.86 4.36 0.46 3.88 4.34 0.41 3.89 4.30 0.37 3.89 4.26 0.32 3.89 4.21 0.28 3.88 4.16 0.23 3.86 4.09 0.18 3.84 4.02 0.14 3.81 3.95 0.09 3.77 3.86 0.05 3.73 3.77 0.00 3.67 3.67 0.00 3.62 3.62 0.00 3.57 3.57 0.00 3.51 3.51 0.00 3.46 3.46 0.00 3.41 3.41 0.00 3.36 3.36 0.00 3.23 3.23 0.00 3.10 3.10 0.00 2.96 2.96 0.00 2.84 2.84 E-1
Determination of Total Runoff Post Development Condition 5-Year Storm Event AB~iil 20~ B!.!DQff A[~iil~ 20:1, 202, aad ~ 203 QutflQW (~f~) I2tal (~fs) 0.00 2.72 2.72 0.00 2.60 2.60 0.00 2.49 2.49 0.00 2.38 2.38 0.00 2.28 2.28 0.00 2.19 2.19 0.00 2.09 2.09 0.00 1.51 1.51 0.00 0.75 0.75 0.00 0.37 0.37 0.00 0.19 0.19 0.00 0.09 0.09 0.00 0.05 0.05 0.00 0.02 0.02 0.00 0.01 0.01 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 E-2
Determination of Total Runoff Post Development Condition 10-Year Storm Event Anrn 2!M BUDQff A[ea~ 2Q1, 2Q2, am:! ~ 2Q3 QUtflQW h~f~} IQtal {~fsl 0.00 0.00 0.00 0.10 0.27 0.37 0.20 0.94 1.14 0.30 1.81 2.11 0.40 2.11 2.51 0.50 2.23 2.73 0.60 2.38 2.98 0.70 2.58 3.28 0.80 2.81 3.61 0.90 3.07 3.97 1.00 3.36 4.36 0.95 3.46 4.41 0.90 3.56 4.46 0.85 3.64 4.49 0.80 3.72 4.52 0.75 3.79 4.54 0.70 3.85 4.55 0.65 3.90 4.55 0.60 3.94 4.54 0.55 3.97 4.52 0.50 3.99 4.49 0.45 4.01 4.46 0.40 4.02 4.42 0.35 4.02 4.37 0.30 4.01 4.31 0.25 3.99 4.24 0.20 3.97 4.17 0.15 3.94 4.09 0.10 3.90 4.00 0.05 3.85 3.90 0.00 3.80 3.80 0.00 3.75 3.75 0.00 3.69 3.69 0.00 3.64 3.64 0.00 3.58 3.58 0.00 3.53 3.53 0.00 3.48 3.48 0.00 3.42 3.42 0.00 3.37 3.37 0.00 3.27 3.27 0.00 3.14 3.14 E-3
Determination of Total Runoff Post Development Condition 10-Year Storm Event Arna 2Q~ BUOQff Ar~a~ 2Q'.I, 2Q2, aod ~ 2Q3 QytflQW (kf~) IQtal (kfs) 0.00 3.00 3.00 0.00 2.87 2.87 0.00 2.75 2.75 0.00 2.63 2.63 0.00 2.52 2.52 0.00 2.42 2.42 0.00 2.31 2.31 0.00 2.21 2.21 0.00 2.12 2.12 0.00 1.81 1.81 0.00 0.90 0.90 0.00 0.45 0.45 0.00 0.22 0.22 0.00 0.11 0.11 0.00 0.06 0.06 0.00 0.03 0.03 0.00 0.01 0.01 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 E-4
Determination of Total Runoff Post Development Condition 25-Year Storm Event Acea 2Q~ B!.!DQff Acea~ 2Q1, 2Q2, aad ~ 2Q3 QutflQW (kf~) I!2tal {kfs} 0.00 0.00 0.00 0.12 0.32 0.43 0.24 1.11 1.34 0.35 2.06 2.41 0.47 2.16 2.63 0.59 2.31 2.90 0.71 2.50 3.21 0.83 2.75 3.57 0.94 3.03 3.98 1.06 3.36 4.42 1.18 3.48 4.66 1.12 3.61 4.73 1.06 3.73 4.79 1.00 3.84 4.84 0.94 3.94 4.88 0.89 4.02 4.91 0.83 4.10 4.93 0.77 4.17 4.93 0.71 4.22 4.93 0.65 4.27 4.91 0.59 4.29 4.88 0.53 4.30 4.83 0.47 4.31 4.78 0.41 4.31 4.72 0.35 4.31 4.66 0.30 4.30 4.60 0.24 4.29 4.53 0.18 4.28 4.45 0.12 4.24 4.36 0.06 4.19 4.25 0.00 4.13 4.13 0.00 4.07 4.07 0.00 4.01 4.01 0.00 3.95 3.95 0.00 3.89 3.89 0.00 3.84 3.84 0.00 3.78 3.78 0.00 3.72 3.72 0.00 3.67 3.67 0.00 3.61 3.61 0.00 3.56 3.56 E-5
Determination of Total Runoff Post Development Condition 25-Year Storm Event A[eil 2!M Bum~ff A[eil~ 201, 202. and ~ 2Q3 Quttl2w (~f~) I2tal (~fs) 0.00 3.51 3.51 0.00 3.46 3.46 0.00 3.40 3.40 0.00 3.35 3.35 0.00 3.22 3.22 0.00 3.08 3.08 0.00 2.95 2.95 0.00 2.82 2.82 0.00 2.70 2.70 0.00 2.59 2.59 0.00 2.48 2.48 0.00 2.37 2.37 0.00 2.27 2.27 0.00 2.18 2.18 0.00 2.08 2.08 0.00 1.40 1.40 0.00 0.70 0.70 0.00 0.35 0.35 0.00 0.17 0.17 0.00 0.09 0.09 0.00 0.04 0.04 E-6
Determination of Total Runoff Post Development Condition 50-Year Storm Event Anrn 2!M Bl.IDQff A[eSls 2Q:I, 202. Sim! (llil 2QJ Qutfl!2w {~fs} I!2l'11 {~fs) 0.00 0.00 0.00 0.12 0.36 0.48 0.24 1.25 1.49 0.35 2.08 2.44 0.47 2.21 2.68 0.59 2.39 2.98 0.71 2.62 3.33 0.83 2.90 3.73 0.94 3.24 4.18 1.06 3.44 4.50 1.18 3.59 4.77 1.26 3.75 5.01 1.20 3.89 5.09 1.14 4.01 5.16 1.08 4.13 5.21 1.02 4.23 5.26 0.97 4.30 5.26 0.91 4.34 5.25 0.85 4.38 5.23 0.79 4.41 5.20 0.73 4.43 5.16 0.67 4.45 5.12 0.61 4.47 5.08 0.55 4.47 5.02 0.49 4.47 4.97 0.43 4.47 4.90 0.38 4.46 4.83 0.32 4.44 4.76 0.26 4.42 4.68 0.20 4.40 4.59 0.14 4.36 4.50 0.00 4.33 4.33 0.00 4.29 4.29 0.00 4.25 4.25 0.00 4.19 4.19 0.00 4.13 4.13 0.00 4.07 4.07 0.00 4.01 4.01 0.00 3.95 3.95 0.00 3.89 3.89 0.00 3.83 3.83 E-7
Determination of Total Runoff Post Development Condition 50-Year Storm Event Ar~a 20~ BUDQff Ar~a~ 201. 202. aad {rul 203 Quttl2:w (~f~) I2tal (~fsl 0.00 3.77 3.77 0.00 3.72 3.72 0.00 3.66 3.66 0.00 3.61 3.61 0.00 3.55 3.55 0.00 3.50 3.50 0.00 3.45 3.45 0.00 3.40 3.40 0.00 3.35 3.35 0.00 3.20 3.20 0.00 3.07 3.07 0.00 2.94 2.94 0.00 2.81 2.81 0.00 2.69 2.69 0.00 2.58 2.58 0.00 2.47 2.47 0.00 2.36 2.36 0.00 2.26 2.26 0.00 2.17 2.17 0.00 2.07 2.07 0.00 1.29 1.29 E-8
Determination of Total Runoff Post Development Condition 100-Year Storm Event Area 20!1: B1.1a2ff Area~ 20::1, 202. am! ~ 203 01.1tfl2w (cfs) I2tal (~fs) 0.00 0.00 0.00 0.12 0.41 0.52 0.24 1.42 1.66 0.35 2.11 2.46 0.47 2.26 2.73 0.59 2.48 3.07 0.71 2.75 3.46 0.83 3.08 3.91 0.94 3.39 4.34 1.06 3.55 4.61 1.18 3.72 4.90 1.51 3.90 5.41 1.45 4.07 5.52 1.39 4.22 5.61 1.33 4.31 5.65 1.27 4.38 5.65 1.22 4.44 5.65 1.16 4.49 5.65 1.10 4.54 5.63 1.04 4.57 5.61 0.98 4.61 5.59 0.92 4.63 5.55 0.86 4.65 5.51 0.80 4.66 5.46 0.74 4.67 5.41 0.68 4.66 5.35 0.63 4.66 5.28 0.57 4.64 5.21 0.51 4.62 5.13 0.45 4.59 5.04 0.39 4.56 4.95 0.00 4.52 4.52 0.00 4.49 4.49 0.00 4.45 4.45 0.00 4.42 4.42 0.00 4.38 4.38 0.00 4.35 4.35 0.00 4.31 4.31 0.00 4.28 4.28 0.00 4.22 4.22 0.00 4.16 4.16 0.00 4.09 4.09 E-9
Determination of Total Runoff Post Development Condition 100-Year Storm Event A[ea 20~ R!.!OQff A[ea~ 201, 202. aod !llil 20J QytflQW (kf~) IQtal (kfs) 0.00 4.03 4.03 0.00 3.97 3.97 0.00 3.91 3.91 0.00 3.86 3.86 0.00 3.80 3.80 0.00 3.74 3.74 0.00 3.69 3.69 0.00 3.63 3.63 0.00 3.58 3.58 0.00 3.53 3.53 0.00 3.47 3.47 0.00 3.42 3.42 0.00 3.37 3.37 0.00 3.27 3.27 0.00 3.13 3.13 0.00 3.00 3.00 0.00 2.87 2.87 0.00 2.75 2.75 0.00 2.63 2.63 0.00 2.52 2.52 E-10
CI TY, CO LLE GE STAT I ON TEL NO. Sep 01,99 8 :2 7 P.03
~~1rr ·\SrtJ •'
( t l l t t t,' •, ·1 ' , '~. f\
DA~mi= I
80-+ SH (o fuJ+h
DEVELOPMENT PERMIT
/ MINIMUM SUBMJ1TAL REQUIREMENTS ,
vSJ00,00 Development Permit Application Pee. · : ~ralnage and erosion control plan, with supporting Dralmtge Report two (2) coplts each. ~~
otice oflntcnt (N.0.1.) if d.1$turbed area i& greater than 5 acres.
LEOALDBSCRIPTION l. I 4C0 W"'rc ~ r "fr,d -R_1ch 0 rJ L..c..rk /....e1o5w\e + /1--~
APPIJCANT(PrimaryCootactfortheProjcct): L.ol-3 1 Bloc.I<. Ot\~, :-rhe G,o.~w"-/
Name ~('c.~ier ~u.;\J.....rs -L-h.orl~s Te.7{0/ ,
Stroot Address b t I "Z.. u,S . H:,.,~ 5'1 t\Jv±:h City _ _z.v_..;.:_c..._~_r(-"c.'-------
s~ \ i: Zip Code . 11 '1 0 ~ E-Mail Addrti8 & ---------~
Phor:acNumber 3b I -~?e -~oo4 faxNumber ______ __._......._ __ .......:.-~-
PR.OPBRTY OWNE R'S IN FORMATION:
Name G~lecwc-'1 F~ .. ls ,i L. L. C. ,
StTcctAdd res s "2-4-o S -r(' "°' S Ave. . .Sb .... ~ City C.Ollc5e 'Jf1..ft~ ....
S~ -r f... Zip Code 7 7 S cf-o E-Mail Add~s ~--_._~------
Pb(w.te Numb er 4-0"9,.. f, ~ 0 -17 't-4 Fax Number ____________ .. _____________ _
ARcmrBCT OR ENGINEER'S INFORMAUON:
Name lt %, c.o"" & e\'\vc.( Lo...,{roJ-re -Josef A f. {e,.~ ... {f.~ . ,
.. , _ _,., Stroc:tAddress l]<:)J C... .. coh.Gfto\ {:r,oJ --·· City ._ Co/l~~c ffJ.-'001 --
Stam T'l. ZipCocfo "77'l>45 &Maif~s -l-e~'""'<!.+c.a.."C!f.
PhooeNumbor 4~, -b9u -77 ti Fax Number 4o ,_ b 9o-&J7. '11
Applioatioo is bcroby made for the fbll~ dcYdopmcnt specific siWwa.ttrway altert\tions: . ~t>"" Sf~1o11d;,.,. e.+ f4 f;o..kwa 'f C o""'+v o..+ AJ lAJ Uf'l\~ or
A~WLEDG~: ; ~=~~.design~, hoteby~ora111nntMt:
The information and oanclusions oontainod in the above plan." and supportins doeumc:nu comply with the wrrcmt
requirements of the City of College Station, Texas City Code, Chapter 13 and its associated l>niinagc Policy andl)cmaa
Standards .
k a coodition of approval of this pennit applicatiou. l agree to constnrot the improvements proJ)oscd in this appli<ation
according to these documents and the requirements of Ota ter 13 of tho Col ege Station City Code.
'ropcrty Owner(s)
l ora
CITY, COL LEGE STATION TEL NO. ,.,.
CERTIFl£?ATIONSi (for proposed alterations within dooignatoo flood hazard areas.)
Se p 0 1. 99
\
I
1
! .
8 :2 7 P.0 4
A. I. j o S ~ k P. .S~.J fl, certify that s.ny nonresidential structure on or pro~ to _ ~~~
... £this application is dA;ignated to prevent damage to the structure or its contents u a sosult of ffoodii&~ ·l ~~
Dl1D ill-f -r.-·· ·· .. O' 't. /----,· l 1!• .. •• * '~ ....... __ _,, wj) ,~.: .... ~~
I · &] -z -7 1 ~ ... josEPH 0 P0
... SC0H0U0LTZ°'1 -;;:::z::z:i-.-.J>Tlr-ll~~~__!.__--.-----Date ·l···································I ~~ !,~ .... ~ 65889 /&~
.••. 0 •~T(2 <(.,_<;)• ~ 111
; A~ ··.91STE~··· ..... ~ #
i ' s ········ ~'\JJ B. I. certify that the finished floor elevation of the lowest ~r. / ~ __ _
bucmc:ot, of any residontial structure~ proposed as part of this application is at or above die b~ Bood c~ establlshcd
in tho latest Federal Insurance Administration f1ood Hazard Study and maps, as amended.
~ Date
C. r. P. ~~ ... /~fy that the alterati ons or devclopMeUt covered byjthis permit shall not
diminish 1bt flood-ca • capadty of the waterway adjoining or crossing this permitted site ID<l that such alterations or
deYdopmmt are consistent with requirements of lhe City of CoUoge Station City Code. Chapter ~ 3 ooncemin,g
"of flood .... ,..~ !norwar friog<:s . , ~ R .. ~ q,.Z-99
..,.............,...., Date
I
. L do certify that the proposed alterations do mot raise~the kvcl of tho l 00 year
'-. __ .tfuod I.bow elevation mablished in the latest Federal lnsuranoe Admin.i$lration Flood Haz:iud StflY·
I
I
!
Date
Ccaditioas ot comments as part of approval:_~~-~--~~--------,.---------
I I .
Jn acoordanoe with Charter J 3 of the Code of Ordinances of the City of Colleg6 Station, meuu..J. lhaU be taken to ~
that debris from constroction, erosion, and sedimentation shall not be deposited in city strocts, or~~ drainaao &ci1iti(!ll .
AU development shall be in accordance with the plans and srcciflcntions submitted to and ap~ by the City ~r
b dlC above tJamCd prajec:t.._ All of the o.ppl~ble ~and ordinanc.aJ of the City of C.olleBC 8t',atioo .iwi "P)Jly.
!
I DATZSUB~J/-1q45
qq _) ,q CUtl
FINAL PLAT APPLICATION
(check one) Minor _Amending Final _Vacating __ Replat
The follo\J/illg items must be submitted by an established filing deadline date for P & Z C-Ommission consideration.
MINIMUM SUBMITTAL REQUIREMENTS:
/ Filing Fee of $200.00.
N/A Development Permit Application Fee of Sl00.00 (if applicable). v Infrastructure Inspection Fee of S3 00. 00 (applicable if any public infrastructure is being constructed .).
/_.<\pplication completed in full.
_/_~Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.)
__ One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable).
7Paid tax certificates from City of College Station, Brazos C-Ounty and College Station LS .D.
1/7 A copy of the attached checklist \X.<1th all items checked off or a brief explanation as to -.,i,-b.y they are not
__ Two (2)copies of public infrastructure plans associated with this plat (if applicable).
APPLICATION DATA
NAi\.fE OF SUBDMSION Q-p.;1 E.Wftl': LJ:;.1 3 bbCC.¥.. 0~£.
SPECIFIED LOCATION OF PROPOSED SUBDMSION A-r. 11-n:.. I N\ce$£(\1 c~ Of lJNNEl?.Pl!'i'
Orz.1vE. q. Cr\4-ra H 1 c..,HNA~ ~. (s) f fuul'f-\Beil..lN'O :fgeN---rA~£-~ADJ
APPLICANT/PROJECT ~.l.i~AGER'S INFORMATION (Primary Contact for the Project):
Name MBsN A . Mi::_c <.ALF
Street Address 2?S\ IE..XA:';:> A'1E. Scvif.\ 1 S-te.. A City Co t..L.£gE SY\11 t:lN
Seate Ix. Zip Code 778L..! O E-Mail Address TY"\O a,Ctfz @ a, te . ne i:
Phone Number ('-10'1) loci3-5'b'5<1
...; u
Fax Number (tiD9J lo'1r::,-Yz.'13
PROPERTY OWNER'S INFOR!-vfATION:
Name ~DN Cowe: I '6e:e:1 Nl4££i...gg, , -:I"Nc..
S ueet Address "4514:, '?c::51' [)p, ~ f I.Ac. E. . Ste . Z'bo
;
Seate l'l<. Zip Code 17'07..I E-Mail Address ------------
Phone Number {-r1~) "355-6:6'5
ARCHITECT OR ENGINEER'S INFOR!-vfATION :
Fa.'<: Number (7!';) 8]'2.-S-Z.<C \
~ame i?Al'V1'££.. A'b A ffl..ICAl'-\"1 / ftZ.001l.~I 'f'f\A4'\AG\f~
City -------------
s ~.,,-~ ----Z ip Code ____ _ E-Mail Address ------------
P~,o ne Numba __________ Fa.x 1'."wTlber -----------------
r.:-.:.-'l.. ?'._~_-:-.-'..PPUC.-\TIO:-..-
F:<L?.-._:;? =·-:.r: 3 2~ '/"";
1 of:;
SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION
Application is hereby made for the following development specific waterway alterations:
ACKNOWLEDGMENTS:
I,----------------' 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.
As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to
these docume nts and the requirements of Chapter 13 of the College Station City Code .
Property Owner(s) Contractor
CERTIFICATIONS: (for proposed alterations within designated flood haz.ard areas.)
A. I, f\/o&nf 9> /2rt!2-D £ L l-J fl:; 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.
~ f3 , ~ a. !Uif'/3, Jr?lt:
Engineer ~ ~ 7
B. I, tJJ\.. , certify that the finished floor elevation of the lowest floo r, including any
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.
NA ~-N~~~~
Engineer Date
C. I, ."I OFl-YI+ 8 f3f!f<Df£ l:b J"& certify that the alterations or development covered by this permit shall not
diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or
development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of
floodways and of floodway fringes.
11;;r:!JB. ~ ~ IU~;~/91CZ
Engineer ~ rfFiJ ./
D. I, '<N/A , do certify that the proposed alterations do not raise the level of the 100 year
flood above elevation established in the latest Federal Insurance Administration Flood Haz.ard Study.
~A AJM ----"'-------Engineer Date
Conditions or c..>mments 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
from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities.
I hereby grant this permit for development. All development shall be in 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.
SITE PLAN APPLICATION
SITEAPP 04/13/99
4of3
Bu f/'T oq
CJ of '?i/.z.
P'vf(
DP
sJ ~ ~ ~ r;~ a-A..
~ fJcrt: P~~ ~ ~(£:;
15 /07 '9 9 1 2:36 FAX 409 693 42 4 3 M D G
1
2
3
4
s
6
7
e
ENGINEER'S COST ESTIMATE
The Gateway, (Lot 3, Block One)
PROPOSED WATER LINE IMPROVEI\tENTS
Proposed 8" Water Une (C900, Class200) w/Class "40 L.F. $18.00 'D' Embedme nt
Highway Bore w/16" Steel Encasement (Sch 40) & 110 L.F . $140 .00 S" 0.1.P . w/Field Locking Gaskets & casin g spacers
1 e"x 8" (MJ) Tapp ing Valve & Sleeve 1 EA . $1,500.00
S" Gate Valve, Box & Thrust Bl ocking 2 EA. $75 0.00
B"x Sfl (MJ) Cross w!Thrust Blocking 1 EA. $750.00
8" (MJ} Plug w/Thrust Blocking 2 EA. $450.00
Standard Fire Hydrant (Type 2} wtGate Valve, 1 EA. $2,000.00 Fitt i ngs & Appurtena nces
Trench Safety, Sheeting & Shoring 4 0 L.F . $10.00 -
$720.00
$15,400.00
$1,500 .00
$1 ,500.00
$750.00
$900 .00
$2 ,000.00
$400.00
ESTIMATED CONSTRUCTION COST• $23,170.00
This engineer's estimate was prepared in our office
,at the date sh own, and Is released for the purpose of
public lnfastructu re cost projections.
!{mBil..Mt!.
North 8 . Bardell , Jr .• P.E. 60873
~l h!a•*il
MU NICIPAL DE VELOPMENT GROUP
255 1 TEXAS AVENi.JE SOUTH , STE . A
COLLEGE STATJO N . TEXAS 77840
P h (4 0 9)693-5359 F'AX : (409 )693 -4243
E-mail : mdgcs@gte .ne l.
00030 0-31 64 Efl.l1rl COit Eat.xis
CONTINGENCIES • $2,830.00
GRAN O TOTAL• $28,000 .00
Dae
~002
0'1 /08 /99 13 : u DE VELOPMENT svcs .. _. ~001 -------~-----·-
COLLEGE STATION
P. 0 . Box ~9tm • 1101 T•>eaa Aven~ • Coll9gfJ Station , TX 770~
Mr. by HanleG
Hwa~Group
~5 Taaa A~ Soutb, Ste. 308
Colleg9 Station. Teas 77840
Dear Mt. HaDMn:
Tel: 409 764 3500
The &ml plat tor the Gateway SubdiYislon Lot 3, Block 1 was approved by the Plaonina IDd
Zoning Commillioa on Thunday, 1uly 1. 1999. The Plarulin1 and Zonina Commiulon is the final
approval body for 9Ubdiviaioo plats iD the City of Co!Mp Station. The follows it a list of hem
that need to be completed:
Noa oftM J!mal lJli
../ Provide an ~s estimate for the propoaed public wam-line ..med by a registered
profelsioaal ,..neer. (Staff will review the estimate to eusure that the costs are
~ witll rtceat developmem costs.)
The foDowbtg are your two opuom in de&Jiaa with the water line:
Poat a fllllDCiaJ guarautee u outlined in the City•• SubdMJion ResuJatlom in the
amouat of the approved engineer's estimate; OR.
CoulnM::t tb8 Wiler line.
Cogruction g[th! W@LQ;
{ Prior to inuance of the dewlopment permit and approving the co~on plans for the
watw line, the following items must be compl«ed:
'i.. Developanent permit application cornpJeted in full.
Erosion control plaa
If you have my quesdons or if I can be of f\uther a.salstauce. J>letse do not hesitate to call me at
7(;4..3570.
Development Coor=ator
Cc: Plannlnc CAio f'Jlt
Cbril Smitlmman via fax lm4-2201
Hom• of Texas A&M Un iversity