HomeMy WebLinkAboutFolderCf W DEVELOPMENT PERMIT
PERMIT NO. 02-28
Project: St. Mary's Church Parking Lot
COLLEGE STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Lot 2-R
The Ramparts Subdivision
DATE OF ISSUE: 10/9/02
OWNER:
c/o St. Mary's Catholic Church
103 Nagle
College Station , TX 77840
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
SITE ADDRESS:
300 Nagle Street
DRAINAGE BASIN:
Burton Creek
VALID FOR 12 MONTHS
CONTRACTOR:
Full Development Permit
All construction must be in compliance with the approved construction plans
All trees must be barricaded, as shown on plans, prior to any construction. Any trees not barricaded will not
count towards landscaping points. Barricades must be 1' per caliper inch of the tree diameter.
Landscaping plans must be reviewed and approved, and resulting systems verified to be installed per plans
prior to project completion.
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.
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, 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.
;o/9/oZ.
Date / 1
/;---It! -o L---,
Date
STAFF REVIEW COMMENTS NO. 1
Project: DP-ST MARY'S PARKING LOT -DEVELOPMENT PERMIT (0-500044)
ENGINEERING
1. I do not see where this project has requested a Development Permit.
2. The Drainage Report, being a requirement of the Development Permit, seems to be
in order this project.
3. Everything looks good and meets requirements. However, your project calls for a
junction box in Church Street to tie-in to the public stormwater system and replacing
the disturbed pavement. There are no inlet boxes on this section of Church Street
to take stormwater off the street surface and route it underground. Rather than
install a junction box, please consider a curb inlet. The curb inlet will pick up water
in the street as well as water from your drive. It is my opinion that a curb inlet
installed at this location will enhance the area during rainfall events. Thank you for
your consideration of this matter.
Reviewed by: Spencer Thompson Date: May 24, 2002
NOTE: Any changes made to the plans, that have not been requested by the City of College Station, must be explained in your
next transmittal letter and "bubbled" on your plans. Any additional changes on these plans that have not been pointed out
to the City, will constitute a completely new review.
Staff Review Comments Page 2 of2
/ f
SUPPLEMENT AL DEVELOPMENT PERMIT INFORMATION
\... .\
Application is hereby made for the taiowing velopment specific site/waterway alterations:
O:>-;;__,<:(
7I171 OZ-
Parking lot Construction in the Wolf Pen Creek Drainage Ba.sin. :>~' z.. "/\-\
ACKNOWLEDGMENTS:
I, ----------------·~/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 th e documents and the requirements of Chapter 13 of the College S ~City Code.
CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.)
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 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.
Engineer Date
c. 1, '.1i chael R. McClure, P.E. , 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.
Engineer Date
D. I, , 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 Hazard Study.
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 from construction, erosion, and sedimentation shall not be deposited in city streets,
or existing drainage facilities.
~
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
I
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• SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION
Application is hereby made for the following development specific site/waterway alterations:
Construction of a parking lot facility for St. Marys catholic Center which is located
in the Wolf Pen Creek Drainage Facility
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 documents and the requirements of Chapter 13 of the College Station City Code.
Property Owner(s) Contractor
CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.)
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 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.
Engineer Date
C. I, Michael R. McClure, P.E. , certify that the alterations or development cove ~l~~it shall
not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted sit~&t.ttla ~~ll':~ ations
or development are consistent with requirements of the City of College Station City Code, Ch 't~-1 3 rn•Aif ll
encroachments of fl ways and of floodway fringes. &! .. ! ..................... ::1~
~ l~~l.9.~.~.~.~.R . .¥.~91~~~.J
Date ~ o\~ <;>./4f, ··~;f.9tSTE~~··0· ~ *"
\J. •••••• •• "" D. I, , do certify that the proposed alterations do not · Jw..Le~ the 100
year flood above elevation established in the latest Federal Insurance Administration Flood Hazard !t:>
Engineer Date
Conditions or comments as part of approval:---------------------------
In accordance wfth 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 facilfties .
. ,11 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
FOR OFACE USE ONLY
P&Z CASE NO.: -----
DATE SUBMITTED:
SITE PLAN APPLICATION
MINIMUM SUBMITTAL REQUIREMENTS
_x_ Site plan application completed in full.
_x_ $200.00 Application Fee. . .
-$200.00 Development Permit Application Fee. (~velq:::>m~nt Pernut & Fee to be sul:mitted == $600.00 Public Infrastructure Inspection Fee if appn~bPe1:a(-fWi~1e~e~Pc}1able if construction of a
public waterline, sewer!ine, sidewalk, street or drainage facilities is involved.)
_X_ Ten (10) folded copies of site plan.
_X_ A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they
are not checked off.
n/a Parkland Dedication requirement approved by th e Parks & Recreation Board, please provide proof of
approval (if applicable).
NAME OF PROJECT 3. 185 Acre Parking Area -St. Mary's Catholic Church
ADDRESS Nagle Street
LEGAL DESCRIPTION Lot 2-R THE RAMPARTS
APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project):
Name Mr. Greg Gonnan, St. Mary's Catholic Church
Street Address 1 03 Nagle Street City College Station
State TX Zip Code 77840 E-Mail Address -------------
Phone Number 846-5717 Fax Number --------------
PROPER TY OWNER'S INFORMATION:
Name The Most Reverend Gregory M. Aymond,Rishop, Diocese of Austin & His Sucessors in
o f ice Street Address __ sarne ___ a_s_illxw __ e ___________ _ City ----------
State _____ Zip Code _____ _ E-Mail Address -------------
Phone Number ------------Fax Number _____________ _
ARCHITECT OR ENGINEER'S INFORMATION:
Name Michael R. Mc'Clure, P .E., R.P .L.S. -McCLURE ENGINEERING, INC.
Street Address 1008 Woodcreek Drive City College Station
State TX Zip Code __ 7_7_84_5 __ _ E-Mail Address mikem@tca.net
Fax Number 693-2554 ---------------Phone Number _6_9_3_-_3_8_38 _______ _
OTHER CONTACTS (Please specify type of contact, i.e. project manager, potential buyer, local contact, etc.)
Name ------------------------------------
Street Address -------------------
St ate _____ Zip Code _____ _ E-Mail Address ____________ _
Phone Number ___________ _ Fax Number ______________ _
Site Plan Aoolication 1/8/2002 1 of 3
JUN O o 100!
l,UGE S1' A TIO D ra Jn age Re po r L!E!!MG~lH!!!E:?:E:!.!:R':.:.;.NG.---rT
FOR
St. Mary's Parking Lot .
Site Plan
NTS
APRIL, 2002
Prepared By:
McClure Engineering. Inc.
1008 WOODCREEK DRIVE
SUITE 103
COLLEGE STATION, TEXAS 77845
(979) 693-3838
CERTIFICATION
I, Kent M. Laza, Registered Professional Engineer No. 65923, State of Texas, certify that
this report for the drainage design for the ST. MARY'S PARKING LOT project, was prepared by
me in accordance with the provisions of the City of College Station Drainage Policy and Design
Standards for the owners thereof
~t:_L a 'lj_u /oz ~ent M. Laz.a, ~-65923 '
DRAINAGE REPORT
DRAINAGE REPORT
INTRODUCTION
LOCATION
DESCRIPTION
ST. MARY'S PARKING LOT SITE
TABLE OF CONTENTS
DRAINAGE DESIGN CRITERIA
STORM DRAIN FACILITY DESIGN
DETENTION FACILITY DESIGN AND ANALYSIS
CONCLUSION
TABLE OF EXHIBITS
EXCERPT FROM FLOOD INSURANCE RATE MAP
DRAINAGE AREA MAP -EXISTING CONDITIONS
DRAINAGE AREA MAP -PROPOSED CONDITIONS
RATIONAL FORMULA DRAINAGE AREA CALCULATIONS
PIPE SIZE CALCULATIONS
PROPOSED DETENTION POND ROUTING
ROUTING HYDROGRAPH
STAGE STORAGE AND STAGE DISCHARGE TABLE
DRAINAGE REPORT
A&M CHURCH OF CHRIST
2
2
A
B-1
B-2
C-1
C-2
D-1
D-2
D-3
INTRODUCTION:
DRAINAGE ANALYSIS FOR THE
St. Mary's Church Parking Lot Site
The purpose of this report is to describe drainage effects associated with the development of the new
parking lot site adjacent to St. Mary's Catholic Church in College Station. This drainage analysis is provided to
demonstrate that the final design for the site complies with the City of College Station Drainage Policy and Design
Standards (DPDS) by controlling runoff from this site.
LOCATION:
The site is located at the north corner of the intersection of Nagle Street. and Church Street. The
northwest property line adjoins Tract "D-1" of The Ramparts apartment complex. Bordering the site on the
northeast is Lot 1-R of the The Ramparts Rep lat. The southeast side is bordered by Church Street. The southwest
is bordered by Nagle Street.
DESCRIPTION:
The site encompasses an area of 3 .185 acres. The site is currently used as a dirt covered parking lot. It
is generally open with the exception of some small clusters of trees. Natural drainage is toward the northeast
comer of the site where it flows into a city owned storm drain system. Eventually the runoff from this site empties
into Wolf Pen Creek and ultimately the Navasota River. Exhibit B-1 shows the pre-development drainage areas.
This site is not located in a 100-Y ear Flood Haz.ard Area according to the FEMA Flood Insurance .Rate
Maps for Brazos County, Texas (Map Nos. 48041C0144C effective July 2, 1992) An excerpt of this map is
shown in Exhibit A.
DRAINAGE DESIGN CRITERIA:
The proposed drairiage system is designed in accordance with the City of College Station's DPDS. The
design storm for the underground system is a 10-year event and flow calculations are based on the Rational
Method. Pipe sizes were determined using Manning's Equation with an "n" of 0.014. The storage routing for
the detention pond is based on a triangular hydrograph.
STORM DRAIN FACILITY DESIGN:
The proposed design allows most of the runoff from the site to be captured in the driveways and parking
areas where it is directed into inlets or flumes that lead to the detention facility. Exhibit B-2 is the drainage area
DRAINAGE ANALYSIS
St. Mary's Parking Lot Site
map that shows the post-development drainage areas. Runoff calculations for each drainage area are shown in
Exhibit C-1. Exhibit C-2 shows the pipe sire computations derived from these runoff calculations.
DETENTION FACILITY DESIGN AND ANALYSIS:
The storage routing for the detention pond is based on a triangular hydrograph routing of the peak flows
based on the rational method and a time base of 3* Tc, with the peak flow at the time of concentration. The
storage routing is performed in Microsoft Excel using the storage indication curve method. The storage volume
is computed using the trapezoidal approximation of volume. The pond is analyzed for the 5, 10, 25, 50, and 100
year storm events.
The outfall structure for the detention pond is a 22" x 22" grate inlet (Vulcan V-5622) and the top of berm
elevation is 337. 75'. The study point of the routing analysis (Study Point A) is located at the proposed junction
box on the existing 30" RCP in Church Ave. The following summary table gives the pre-development and post-
development flows at the study point to demonstrate that the post-development flow will be equal to or less than
the pre-development flow. These figures are taken from Exhibit D-1.
Proposed Existing Pond W.S. Elev.
Qs 7.9 cfs 9.8 cfs 337.08
Q10 8.4 cfs 11.0 cfs 337.24
Qis 9.0 cfs 12.6 cfs 337.46
Qso 9.5 cfs 14.2 cfs 337.57
Q100 10.9 cfs 16.0 cfs 337.82
Top of Berm= 337.75
CONCLUSION:
As indicated in the table shown above, the proposed drainage system and detention pond provide adequate
capacity to prevent post-development runoff rates from exceeding pre-development runoff rates for any of the
design storms. Therefore, we conclude that it meets the requirements of the city's drainage policy for this
development.
DRAINAGE ANALYSIS
St. Mary's Parking Lot Site
2
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EXHIBIT A
Flood Insurance Rote Map Excerpt
Brazos County. Texas
and Incorporated Areas
Mop Numbers: 48041 C0144C
Effective Date: July 2, 1992
~ :::
0 0 ct UJ ..J ..J ct ~ a. ct LL
UJ 0 j:: I-0
(!) ct -' z ct z
ct ct UJ z UJ (.) 5 i= -' (ij ct UJ :E -' z 0 ~ ct UJ ct ct (!)
I-0 UJ en > I-UJ z
0 z ct UJ ct ~ 0 > UJ 0 I-::::> ct ct I-0 -' a.
NO. AC. 0.4 0.55 0.9 ft.
1 1.29 0.17 0.00 1.12 1.08 1.0
2 0.63 0.02 0.00 0.61 0.56 2.0
3 0.61 0.11 0.00 0.50 0.49 3.0
Pond 0.19 0.19 0.00 0.00 0.08 4.0
Bypass 0.47 0.24 0.00 0.23 0.30 30.0
Ex 3.19 3.19 0.00 0.00 1.27 314.0
EXHIBIT C-1
Rational Formula Drainage Area Calculations
St. Mary's Parking Lot
::: 0 ::: ::: ..J LL 0 0 0 -' -' z LL LL ~ 5 ct ::c ct u UJ I-UJ u I-u I-ct -' ~ (!) ~ -' 0 0 UJ -' ::::> z ::::> -' -' UJ > ct UJ Ci en N I()
0 LL (!) ~ (!) ~ > (.) ::::> ~ 0 !!? 0
ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs
1.0 330.0 4.0 2.2 2.5 10.0 6.33 6.8 7.7 8.3
2.0 315.0 7.0 3.0 1.8 10.0 6.33 3.5 7.7 4.3
3.0 316.0 8.0 3.2 1.7 10.0 6.33 3.1 7.7 3.8
4.0 317.0 9.0 3.4 1.6 10.0 6.33 0.5 7.7 0.6
0.5 400.0 6.0 2.2 3.3 10.0 6.33 1.9 7.7 2.3
6.0 1.0 1.0 1.0 5.4 10.0 6.33 8.1 7.7 9.8
0 I() 0 .... I() N .... 0 ~ 0 -
In/Hr cfs In/Hr cfs
8.6 9.3 9.9 10.6
8.6 4.8 9.9 5.5
8.6 4.3 9.9 4.9
8.6 0.7 9.9 0.7
8.6 2.6 9.9 3.0
8.6 11 .0 9.9 12.6
0 !!?
In/Hr
11 .1
11 .1
11 .1
11 .1
11 .1
11 .1
0 0 0 0 I() 0 .... 0 !: 0
cfs In/Hr cfs
12.0 12.5 13.5
6.2 12.5 7.0
5.5 12.5 6.2
0.8 12.5 1.0
3.4 12.5 3.8
14.2 12.5 16.0
4/23/02
011 5-dra.xls
Exhibit C-1
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DRAINAGE
AREA NO.
Overflow
Drainage Area
Drainage area Q
Q Carry Over
Total Q at Inlet
Street Width
Required Street
Slope(%)
Inlet No.
Total Q at Inlet
~ tr1 00 ('")
~ "'O ~ ,....
0 z
CAP. Per L.F.
L. Reqd.
L. Provided
Q Carry Over
Ponded Depth
CAP. Per S.F .
Area Required
Area Provided
-en z ~ I
3: m
S» -t m ~ 0 >< -0 :I:
fl) 3: -
""CJ ""CJ~ ~ c -I
"-I 0 -· )> I :::J -IN cc -
I 0
0 z -en
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l
D.A.# D.A. # D.A.# "" ~ 0 c. w ftl ... z Cl iii 0 ... ::!: ,, ..... N >. 0 0 0 :I: (/) (/) 0 Qp 16.1 5.1 Tc 5.7 5.3 inc 1.0 2.0 Time cfs cfs 0.0 0.0 0.0 0.0 1.0 2.8 1.0 3.8 2.0 5.6 1.9 7.6 3.0 8.5 2.9 11.4 4.0 11.3 3.8 15.1 5.0 14.1 4.8 18.9 6.0 15.7 4.8 20.4 7.0 14.3 4.3 18.5 8.0 12.9 3.8 16.7 9.0 11.4 3.3 14.8 10.0 10.0 2.8 12.9 11.0 8.6 2.4 . 11.0 12.0 7.2 1.9 9.1 13.0 5.8 1.4 7.2 14.0 4.4 0.9 5.3 15.0 3.0 0.4 3.4 16.0 1.6 0.0 1.6 17.0 0.1 0.0 0.1 18.0 0.0 0.0 0.0 19.0 0.0 0.0 0.0 20.0 0.0 0.0 0.0 21.0 0.0 0.0 0.0 22.0 0.0 0.0 0.0 23.0 0.0 0.0 0.0 24.0 0.0 0.0 0.0 25.0 0.0 0.0 0.0 26.0 0.0 0.0 0.0 27.0 0.0 0.0 0.0 28.0 0.0 0.0 0.0 29.0 0.0 0.0 0.0 30.0 0.0 0.0 0.0 PEAK FLOWS 15.7 4.8 20.4 0.00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING Sl Mary's Parking Lot Pond Routing EVENT= 5 D.A.# c CJ z. c c 32 0 ..... q Cll + ..... :;::; Cll c 32 + ..... ,, ~ ftl + c + c 41 ~ (/) (/) c 0-c N N CJ fl. w m 3.0 5.0 cfs cfs cfs cfs ft cfs 3.79 0.00 0.00 0.00 335.2 0.0 11.36 0.66 3.79 1.56 335.4 0.6 18.93 7.51 12.02 2.26 335.5 1.2 26.51 19.51 26.44 3.47 335.8 1.8 34.08 37.45 46.01 4.28 336.1 2.4 39.37 62.11 71.53 4.71 336.3 3.0 38.99 91.05 101.48 5.21 336.5 2.7 35.20 119.06 130.04 5.49 336.7 2.4 31.41 142.80 154.25 5.73 336.8 2.1 27.63 162.36 174.21 5.92 336.9 1.8 23.84 177.83 189.98 6.08 337.0 1.5 20.05 189.32 201.67 6.17 337.0 1.2 16.26 196.92 209.37 6.23 337.1 0.9 12.48 200.68 213.19 6.25 337.1 0.6 8.69 200.66 213.16 6.25 337.1 0.3 4.95 196.90 209.35 6.23 337.1 0.0 1.69 189.50 201.85 6.17 337.0 0.0 0.14 179.02 191.20 6.09 337.0 0.0 0.00 167.21 179.16 5.97 336.9 0.0 0.00 155.50 167.21 5.86 336.9 0.0 0.00 144.02 155.50 5.74 336.8 0.0 0.00 132.76 144.02 5.63 336.7 0.0 0.00 121.72 132.76 5.52 336.7 0.0 0.00 110.90 121.72 5.41 336.6 0.0 0.00 100.29 110.90 5.31 336.6 0.0 0.00 89.89 100.29 5.20 336.5 0.0 0.00 -79.84 89.89 5.03 336.4 0.0 0.00 70.13 79.84 4.85 336.3 0.0 0.00 60.75 70.13 4.69 336.3 0.0 0.00 51.69 60.75 4.53 336.2 0.0 0.00 42.93 51.69 4.38 336.1 0.0 6.3 337.08 3.0 0 w (/) ..J 0 <fl. I-0 e g: cfs 0.00 2.16 3.45 .. ·5.26 6.67 7.70 7.90 7.88 7.82 7.72 7.57 7.37 7.12 6.85 6.55 6.23 6.17 6.09 5.97 5.86 5.74 5.63 5.52 5.41 5.31 5.20 5.03 4.85 4.69 4.53 4.38 7.9 D.A.# >< w 9.8 10.0 cfs 9.8 0115-dra.xls Exhibit D-1 0.0 1.0 2.0 2.9 3.9 4.9 5.9 6.9 7.8 8.8 9.8 9.3 8.8 8.3 7.8 7.4 6.9 6.4 5.9 5.4 4.9 4.4 3.9 3.4 2.9 2.5 2.0 1.5 1.0 0.5 0.0 ~
D.A.# D.A. # D.A. # 'II: ~ 0 c. w !'!! z OJ iii 0 .. ::i! 'C .... N >-0' 0 0 x: (/) (/) 0 Qp 18.1 5.7 Tc 5.7 5.3 inc 1.0 2.0 Time cfs cfs 0.0 0.0 0.0 0.0 1.0 3.2 1.1 4.3 2.0 6.4 2.2 8.5 3.0 9.5 3.2 12.8 4.0 12.7 4.3 17.0 5.0 15.9 5.4 21.3 6.0 17.6 5.3 22.9 7.0 16.0 4.8 20.8 8.0 14.4 4.2 18.7 9.0 12.9 3.7 16.6 10.0 11.3 3.2 14.4 11.0 9.7 2.6 12.3 12.0 8.1 2.1 10.2 13.0 6.5 1.6 8.1 14.0 4.9 1.0 5.9 15.0 3.3 0.5 3.8 16.0 1.7 0.0 1.7 17.0 0.2 0.0 0.2 18.0 0.0 0.0 0.0 19.0 0.0 0.0 0.0 20.0 0.0 0.0 0.0 21.0 0.0 0.0 0.0 22.0 0.0 0.0 0.0 23.0 0.0 0.0 0.0 24.0 0.0 0.0 0.0 25.0 0.0 0.0 0.0 26.0 0.0 0.0 0.0 27.0 0.0 0.0 0.0 28.0 0.0 0.0 0.0 29.0 0.0 0.0 0.0 30.0 0.0 0.0 0.0 PEAK FLOWS I 17.6 5.4 22.9 0.00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING St. Mary's Parking Lot Pond Routina EVENT= 10 D.A.# c: a .;t c: c: .... a :e .2 "' + ,.!.. .... .... 'C n; "' c: + "' + :e c: + c: > g; (/) (/) c: 0 .!! c: N N a c.. w m 3.3 5.0 cfs cfs cfs cfs ft cfs 4.25 0.00 0.00 0.00 335.2 0.0 12.75 1.04 4.25 1.60 335.4 0.7 21.25 8.99 13.80 2.41 335.6 1.3 29.76 22.67 30.24 3.79 335.9 2.0 38.26 43.65 52.42 4.39 336.1 2.7 44.20 72.12 81.90 4.89 336.4 3.3 43.77 105.61 116.33 5.36 336.6 3.0 39.52 138.02 149.38 5.68 336.8 2.7 35.27 165.62 177.53 5.96 336.9 2.3 31.02 188.55 200.89 6.17 337.0 2.0 26.77 206.98 219.57 6.30 337.1 1.7 22.51 220.95 233.74 6.39 337.2 1.3 18.26 230.54 243.47 6.46 337.2 1.0 14.01 235.81 248.81 6.50 337.2 0.7 9.76 236.81 249.82 6.51 337.2 0.3 5.56 233.60 246.57 6.48 337.2 0.0 1.91 226.30 239.17 6.43 337.2 0.0 0.16 215.50 228.21 6.36 337.1 0.0 0.00 203.12 215.65 6.27 337.1 0.0 0.00 190.75 203.12 6.18 337.0 0.0 0.00 178.58 190.75 6.09 337.0 0.0 0.00 166.65 178.58 5.97 336.9 0.0 0.00 154.95 166.65 5.85 336.9 0.0 0.00 143.47 154.95 5.74 336.8 0.0 0.00 132.23 143.47 5.62 336.7 0.0 0.00 121.20 132.23 5.51 336.7 0.0 0.00 110.39 121.20 5.41 336.6 0.0 0.00 99.79 110.39 5.30 336.6 0.0 0.00 89.40 99.79 5.19 336.5 0.0 0.00 79.37 89.40 5.02 336.4 0.0 0.00 69.67 79.37 4.85 336.3 0.0 6.5 337.24 3.3 0 w (/) _. 0 c( c.. I-0 e it cfs 0.00 2.27 3.74 5.78 7.05 8.22 8.35 8.34 8.29 8.16 7.96 7.73 7.46 7.16 6.84 6.48 6.43 6.36 6.27 6.18 6.09 5.97 5.85 5.74 5.62 5.51 5.41 5.30 5.19 5.02 4.85· 8.4 D.A.# >< w 11.0 10.0 cfs 0.0 1.1 2.2 3.3 4.4 5.5 6.6 7.7 8.8 9.9 11.0 10.5 9.9 9.4 8.8 8.3 7.7 7.2 6.6 6.1 5.5 5.0 4.4 3.9 3.3 2.8 2.2 1.7 1.1 0.6 0.0 11.0 0115-dra.xls Exhibit D-1 !
D.A.# D.A. # D.A.# 'II: .s:: c a. w ta ... 2 Cl iii 0 ... :F! "C .... N >. c c 0 :::c: (/) (/) 0 Qp 20.8 6.5 Tc 5.7 5.3 inc 1.0 2.0 Time cfs cfs 0.0 0.0 0.0 0.0 1.0 3.6 1.2 4.9 2.0 7.3 2.5 9.8 3.0 10.9 3.7 14.6 4.0 14.6 4.9 19.5 5.0 18.2 6.1 24.4 6.0 20.3 6.1 26.3 7.0 18.4 5.5 23.9 8.0 16.6 4.8 21.4 9.0 14.8 4.2 19.0 10.0 13.0 3.6 16.6 11.0 11.1 3.0 14.1 12.0 9.3 2.4 11.7 13.0 7.5 1.8 9.3 14.0 5.7 1.2 6.8 15.0 3.8 0.6 4.4 16.0 2.0 0.0 2.0 17.0 0.2 0.0 0.2 18.0 0.0 0.0 0.0 19.0 0.0 0.0 0.0 20.0 0.0 0.0 0.0 21.0 0.0 0.0 0.0 22.0 0.0 0.0 0.0 23.0 0.0 0.0 0.0 24.0 0.0 0.0 0.0 25.0 0.0 0.0 0.0 26.0 0.0 0.0 0.0 27.0 0.0 0.0 0.0 28.0 0.0 0.0 0.0 29.0 0.0 0.0 0.0 30.0 0.0 0.0 0.0 PEAK FLOWS 20.3 6.1 26.3 0.00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING St Mary's Parking Lot Pond Routina EVENT= 25 D.A.# c: a t. c: c: .... ~ !2 .2 Cll + .... "C '1ii Cll c: + .... ta + !2 c: + c: > a. (/) (/) c: o~ >. -= N N a a.. w al 3.8 5.0 cfs cfs cfs cfs ft cfs 4.88 0.00 0.00 0.00 335.2 0.0 14.63 1.56 4.88 1.66 335.4 0.8 24.38 10.98 16.19 2.61 335.6 1.5 34.13 27.16 35.36 4.10 336.0 2.3 43.88 52.21 61.29 4.54 336.2 3.0 50.70 85.82 96.09 5.13 336.5 3.8 50.21 125.41 136.52 5.56 336.7 3.4 45.33 163.75 175.62 5.94 336.9 3.0 40.46 196.63 209.08 6.22 337.1 2.7 35.58 224.25 237.09 6.42 337.2 2.3 30.71 246.69 259.84 6.58 337.3 1.9 25.83 264.00 277.39 6.70 337.4 1.5 20.96 276.26 289.83 6.78 337.4 1.1 16.08 283.54 297.21 6.84 337.4 0.8 11.20 285.92 299.62 6.85 337.5 0.4 6.39 283.45 297.12 6.84 337.4 0.0 2.19 276.27 289.84 6.78 337.4 0.0 0.18 265.05 278.46 6.71 337.4 0.0 0.00 252.01 265.23 6.61 337.3 0.0 0.00 238.96 252.01 6.52 337.3 0.0 0.00 226.10 238.96 6.43 337.2 0.0 0.00 213.42 226.10 6.34 337.1 0.0 0.00 200.91 213.42 6.25 337.1 0.0 0.00 188.58 200.91 6.17 337.0 0.0 0.00 176.45 188.58 6.06 337.0 0.0 0.00 164.56 176.45 5.95 336.9 0.0 0.00 152.90 164.56 5.83 336.8 0.0 0.00 141.46 152.90 5.72 336.8 0.0 0.00 130.26 141.46 5.60 336.7 0.0 0.00 119.27 130.26 5.49 336.7 0.0 0.00 108.49 119.27 5.39 336.6 0.0 6.9 337.46 3.8 c w (/) ...I 0 ~a.. ... 0 0 a: Fm a.. cfs 0.00 2.41 4.12 ·6.37 7.57 8.92 8.97 8.97 8.88 8.69 8.47 8.21 7.92 7.59 7.23 6.84 6.78 6.71 6.61 6.52 6.43 6.34 6.25 6.17 6.06 5.95 5.83 5.72 5.60 5.49 5.39 9.0 D.A.# )( w 12.6 10.0 cfs 0.0 1.3 2.5 3.8 5.0 6.3 7.5 8.8 10.1 11.3 12.6 11.9 11.3 10.7 10.1 9.4 8.8 8.2 7.5 6.9 6.3 5.7 5.0 4.4 3.8 3.1 2.5 1.9 1.3 0.6 0.0 12.6 0115-dra.xfs Exhibit D-1 ~
EXHIBIT "D-1"
PROPOSED DETENTION POND ROUTING
St. Mary's Parking Lot
D.A. # D.A.# D.A.# Pond Routing EVENT= 50 D.A.# D.A.#
:ii: c: J::. c CJ c Q. "' w z c: w .. z c: 32 0 en
Cl iii ..... CJ Ill ...J 0 0 + ..... ;: Ill .. ~ c: .:. + ..... ,, "' "' ct 0.. ,, ..... N + 32 c: + c: > g; r-0 >. c c 0 en en c: 0 .!! 0 0:: >< :I: en en 0 c: N N CJ 0.. w IX) ... 0.. w
Qp 22.4 6.9 4.3 14.2
Tc 5.7 5.3 5.0 10.0
inc 1.0 2.0
Time cfs cfs cfs cfs cfs cfs ft cfs cfs cfs i
0.0 0.0 0.0 0.0 5.23 0.00 0.00 0.00 335.2 0.0 0.00 0.0
1.0 3.9 1.3 5.2 15.70 1.86 5.23 1.69 335.4 0.9 2.54 1.4
2.0 7.9 2.6 10.5 26.16 12.11 17.55 2.72 335.7 1.7 4.43 2.8
3.0 11.8 3.9 15.7 36.62 29.97 38.27 4.15 336.0 2.6 6.71 4.3
4.0 15.7 5.2 20.9 47.09 57.34 66.60 4.63 336.2 3.4 8.05 5.7
5.0 19.6 6.5 26.2 54.41 93.94 104.42 5.24 336.5 4.3 9.51 7.1
6.0 21.8 6.4 28.3 53.89 137.01 148.35 5.67 336.8 3.8 9.52 8.5
7.0 19.8 5.8 25.6 48.66 178.73 190.90 6.09 337.0 3.4 9.50 9.9
8.0 17.9 5.1 23.0 43.43 214.69 227.39 6.35 337.1 3.0 9.34 11.4
9.0 15.9 4.5 20.4 38.20 244.99 258.12 6.56 337.3 2.6 9.13 12.8
10.0 14.0 3.8 17.8 32.97 269.71 283.19 6.74 337.4 2.1 8.87 14.2
11.0 12.0 3.2 15.2 27.74 288.93 302.68 6.87 337.5 1.7 8.58 13.5
12.0 10.0 2.5 12.6 22.50 302.33 316.67 7.17 337.5 1.3 8.45 12.8
13.0 8.1 1.9 9.9 17.27 309.96 324.84 7.44 337.6 0.9 8.29 12.1
14.0 6.1 1.2 7.3 12.04 312.19 327.23 7.52 337.6 0.4 7.95 11.4
15.0 4.1 0.6 4.7 6.87 309.39 324.23 7.42 337.6 0.0 7.42 10.7
16.0 2.2 0.0 2.2 2.36 301 .95 316.26 7.15 337.5 0.0 7.15 9.9
9.2
17.0 0.2 0.0 02 0.20 290.54 304.31 6.89 337.5 0.0 6.89
0.0 6.79 8.5
18.0 0.0 0.0 0.0 0.00 2n.16 290.74 6.79 337.4 7.8 337.4 0.0 6.70
19.0 0.0 0.0 0.0 0.00 263.76 277.16 6.70 7.1
0.00 250.56 263.76 6.60 337.3 0.0 6.60
20.0 0.0 0.0 0.0 6.51 6.4
0.0 0.00 237.53 250.56 6.51 337.2 0.0 5.7 21.0 0.0 0.0 6.42
0.0 0.00 224.69 237.53 6.42 337.2 0.0 5.0 22.0 0.0 0.0 337.1 0.0 6.33
0.0 0.0 0.00 212.03 224.69 6.33 4.3 23.0 0.0 6.24 337.1 0.0 6.24
0.0 0.0 0.0 0.00 199.54 212.03 6.16 3.6 24.0 187.23 199.54 6.16 337.0 0.0 2.8 15.0 0.0 0.0 0.0 0.00 0.0 6.05
175.12 187.23 6.05 337.0 2.1
26.0 0.0 0.0 0.0 0.00 5.93 336.9 0.0 5.93
I 0.00 163.26 175.12 5.82 1.4
0.0 0.0 0.0 27.0 0.0 163.26 5.82 336.8 0.7
0.0 0.0 0.0 0.00 151 .62 336.8 0.0 5.70 28.0 151 .62 5.70 0.0
0.0 0.00 140.22 0.0 5.59
29.0 0.0 0.0 0.00 129.03 140.22 5.59 336.7
30.0 0.0 0.0 0.0
9.5 14.2
EAKFLOWS 7.5 337.57 4.3
I 21 .6 I 6.5 28.3
D. D.A.# D.A. # 'II: ~ c.. "' ... t7I 0 0 w z iii ... 'g. ~ N 0 0 :I: en 0 Qp 1.6 8.2 Tc .7 5.3 inc .0 2.0 Time cfs 0.0 .0 0.0 0.0 1.0 7 1.5 6.2 2.0 3 3.1 12.4 3.0 0 4.6 18.6 4.0 7 6.2 24.9 5.0 3 7.7 31.1 6.0 9 7.7 33.6 7.0 ) 6.9 30.5 8.0 ! 6.1 27.3 9.0 l 5.3 24.2 10.0 ; 4.6 21.1 11.0 ~ 3.8 18.0 12.0 I 3.0 14.9 13.0 2.2 11.8 14.0 1.5 8.7 15.0 0.7 5.6 16.0 0.0 2.6 17.0 0.0 0.2 18.0 0.0 0.0 19.0 0.0 0.0 20.0 0.0 0.0 21.0 0.0 0.0 22.0 I 0.0 0.0 23.0 0.0 0.0 24.0 0.0 0.0 25.0 I 0.0 0.0 26.0 I 0.0 0.0 27.0 0.0 0.0 28.0 i 0.0 0.0 29.0 I 0.0 0.0 30.0 0.0 0.0 PEAK FLOWS 2! 7.7 33.6 0.00 indicates inital condition EXHIBIT "D-1" PROPOSED DETENTION POND ROUTING St. Mary's Parking Lot Pond Routing EVENT= 100 D.A.# c: a .;!:. c: c: ..... ~ :e .E Cll + ..... "C 1ii Cll c: + ..... "' + :e c: + c: > c.. en en c: 0 .!! >-c: N N a a. w m 4.8 5.0 cfs cfs cfs cfs ft cfs 6.21 0.00 0.00 0.00 335.2 0.0 18.64 2.68 6.21 1.77 335.4 1.0 31.07 15.24 21.32 3.04 335.7 1.9 43.50 37.74 46.31 4.29 336.1 2.9 55.92 71.48 81.24 4.88 336.4 3.8 64.63 116.47 127.41 5.47 336.6 4.8 64.01 169.12 181.10 5.99 336.9 4.3 57.80 220.35 233.13 6.39 337.2 3.8 51.58 264.74 278.14 6.70 337.4 3.3 45.37 302.01 316.32 7.15 337.5 2.9 39.15 330.98 347.38 8.20 337.6 2.4 32.94 352.21 370.14 8.96 337.7 1.9 26.73 366.22 385.15 9.47 337.8 1.4 20.51 373.49 392.95 9.73 337.8 1.0 14.30 374.48 394.01 9.76 337.8 0.5 8.16 369.60 388.78 9.59 337.8 0.0 2.80 359.33 377.76 9.22 337.8 0.0 0.23 344.74 362.13 8.69 337.7 0.0 0.00 328.74 344.97 8.12 337.6 0.0 0.00 313.60 328.74 7.57 337.6 0.0 0.00 299.47 313.60 7.06 337.5 0.0 0.00 285.77 299.47 6.85 337.5 0.0 0.00 272.26 285.77 6.76 337.4 0.0 0.00 258.93 272.26 6.66 337.3 0.0 0.00 245.79 258.93 6.57 337.3 0.0 0.00 232.83 245.79 6.48 337.2 0.0 0.00 220.06 232.83 6.39 337.2 0.0 0.00 207.46 220.06 6.30 337.1 0.0 0.00 195.03 207.46 6.21 337.1 0.0 0.00 182.78 195.03 6.13 337.0 0.0 0.00 170.77 182.78 6.01 336.9 0.0 9.8 337.82 4.8 0 w en ...J 0 ex: a. .... 0 0 0:: .... a. cfs 0.00 2.72 4.95 ·7.15 8.70 10.25 10.30 10.22 10.05 10.02 10.59 10.87 10.90 10.68 10.24 9.59 9.22 8.69 8.12 7.57 7.06 6.85 6.76 6.66 6.57 6.48 6.39 6.30 6.21 6.13 6.01 10.9 D.A.# )( w 16.0 10.0 cfs 0.0 1.6 3.2 4.8 6.4 8.0 9.6 11.2 12.8 14.4 16.0 15.2 14.4 13.6 12.8 12.0 11.2 10.4 9.6 8.8 8.0 7.2 6.4 5.6 4.8 4.0 3.2 2.4 1.6 0.8 0.0 16.0 0115-<lra.x!s Exhibit D-1 f~
~
St. Mary's Parking Lot
5 Year Event Hydrograph
12.00 ~--------------------------------~
10.00
8.00
I
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~ 6.00 -I a I
I
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I
4.00 I I
I
I
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2.00 I I
I
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I ' 0.00 --------------1---------+-----------......... -----------1
0.00 5.00 10.00 15.00 20.00
Time(min.)
25.00 30.00 35.00 40.00
--TOTAL PROPOSED
- - -TOTAL EXISTING
4/26/2002
Exhibit D-2
St. Mary's Parking Lot
10 Year Event Hydrograph
12.00 -r--------------------------------------.,
10.00
8.00
~ 6.00 -a
4.00
2.00
I
I
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I
I
I
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\ 0.00+-----+-----+-----+-----+------lf------>t-----+-------l
0.00 5.00 10.00 15.00 20.00
Time(min.)
25.00 30.00 35.00 40.00
--TOTAL PROPOSED
---TOTAL EXISTING
4/26/2002
Exhibit 0-2
St. Mary's Parking Lot
25 Year Event Hydrograph
14.00 -.----------------------------------------.
12.00
10.00
8.00
6.00 -
I
I
I 4.00 I
I
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I 2.00
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' ' o.oo~----+-----+------;------+-----t-------------------..
0.00 5.00 10.00 15.00 20.00
Time(min.)
25.00 30.00 35.00 40.00
~--TOTAL PROPOSED
- - -TOTAL EXISTING
4/26/2002
Exhibit D-2
~ ~ a
--
St. Mary's Parking Lot
50 Year Event Hydrograph
16.00 -...-----------------------------------------.
14.00
12.00 -
10.00
8.00
6.00 I
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I 4.00 -I
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' 0.00 +------l-----+-----+-----+------+-----"l------+------1
0.00 5.00 10.00 15.00 20.00
Time(mln.)
25.00 30.00 35.00 40.00
~--TOTAL PROPOSED
- - -TOTAL EXISTING
4/26/2002
Exhibit D-2
-
St. Mary's Parking Lot
100 Year Event Hydrograph
18.00 -....-----------------------------------------.
16.00
14.00
12.00
10.00
8.00 -
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6.00 I
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I 2.00
I
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I
I
I
I
I
I
I
I
I
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\ '\
'\ '\
'\ '\
'\ '\
'\ '\
'\ '\
'\ '\
'\ '\
'\ '\
'\ '\
'\ '\
'\
'\ '\
'\ '\
'\ '\
'\ '\
'\ '\
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' 0.00 -----------;----------+------------"'!------------1
0.00 5.00 10.00 15.00 20.00
Time (min.)
25.00 30.00 35.00 40.00
---TOTAL PROPOSED
- - -TOT AL EXISTING
4/26/2002
Exhibit D-2
0.400
0.350
0.300
~ 0.250
c:i .!!.
QI Cl ~ 0 (;; 0.200
0.150
0.100
0.050
-
St. Mary's Parking Lot
Stage-Storage Curve
0.000+-~_._.._..=--+-~~~~~-+-~~~~~-+~~~~~~+--~~~~~-+-~~~~~-+-~~~~~-+~~~~~--l
335 335.5 336 336.5 337
Elevation (msl)
337.5 338 338.5 339
Exhibit 0-3
~
GI ~ 25.000 .c ~ c
-
St. Mary's Parking Lot
Stage-Discharge Curve
0.000-t-~-.'---~~-t-~~~~~-t-~~~~~-+~~~~~--;~~~~~~+-~~~~~-t-~~~~~-t-~~~~~~
335.0 335.5 336.0
.
336.5 337.0
Elevation (msl)
337.5 338.0 338.5 339.0
Exhibit 0-3