HomeMy WebLinkAboutFolderDEVELOPMENT PERMIT
MINIM1JM SUBMIITAL REQumEMENTS
n/a $100.00 Development Permit Application Fee.
__lL Drainage and erosion control plan, with supporting Drainage Report two (2) copies each.
n/a Notice ofintent (N.O.I.) if disturbed area is greater than 5 acres.
LEGALDESCRIP110N __ Lo_t_4~,'--=B~l~cx:::~k_4~''---'--=-=--'-'--==~:__--=-=-:___,__,---:7"1,.,.c.+-------
APPLICANT (Primary Contact for the Project):
Name CITY OF OJLLEGE STATION
Street Address P .o. Box 9960 City _c_.'--s_. ___________ _
State TX Zip Code 77842 E-Mail Address -------------
Phone Nurnber 764-3570 Fax Number ----------~ ------------------~
PROPER1Y OWNER'S INFORMATION:
Name Same as above
Street Address -----------------City --------------
State Zip Code E-Mail Address -------------------~
Phone Number Fax Number
----------~ ------------------~
ARCIDTECT OR ENGINEER'S INFORMATION:
Name McCLl.JRE ENGINEERING, INC.
Street Address 1 008 Woodcreek Drive City c.s.
State TX Zip Code _7_7_8_45 __ _ E-Mail Address -------------
Phone Number 693-3838 Fax Number 693-2554 ----------~ ----'-'--'-----"---'-'-------------~
Application is hereby made for the following development specific site/waterway alterations:
Construction of the 3MG Park Place Elevated Water Tower in the Wolf Pen Creek
drainage basin
ACKNOWLEDGMENTS:
I, CITY OF OJLLEGE STATION , ~/owner, hereby aclmowledge or affirm that:
The infonnation 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
i.ccording to these documents and the requirements of Chapter 13 of the College Station City Code.
Property Owner(s)
DEVELOPMENT PERMIT
DPERMIT.DOC Jn4/99
Contractor
l of2
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 fl~ing 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 .t.certify that the alterations or development cd~~~~·llolll~m~kt~.
diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted si~ tions or
development are consistent with requirements of the City of College Station City Code, C~u;,·b ~ }'
encroachments o~f flood ways and of floodway fringes. f·~~HAEL°R~M~CLU~g·~
fy7~, ~ &1/z3/ot \~J:.:; .. 3274()·~.::.~1 ~eer Date fa~ .f.'ltSTE~~·· ~ J
,, .s's •••••••• ~0 "" \\.,.~ONAL '(;: --,~~-·~-
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.
DEVELOPMENT PERMIT
DPERMIT.DOC 3n4199
2of2
Drainage Report
FOR
Park Plac e Water Towe r Site
VICINITY MAP
NTS
JULY, 2001 ·
Prepared By:
McClure Engineering, Inc.
1008 Woodcreek Drive, Suite 103
College Station, Texas 77845
(979) 693-3838
Drajnage Report
FOR
Park Place Water Tower Site
VICINITY MAP
NTS
JULY, 2001 ·
Prepared By:
REVIEWED FOR
~ CCJ~~PLIANCE
SEP 5 2001
COLLEGE STATION
ENGINEERING
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 PARK PLACE WATER TOWER SITE 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
DRAINAGE REPORT
PARK PLACE WATER TOWER
TABLE OF CONTENTS
PARK PLACE WATER TOWER SITE
DRAINAGE REPORT
INTRODUTION 1
LOCATION 1
DESCRIPTION 1
DRAINAGE DESIGN CRITERIA 2
STORM DRAIN FACILITY DESIGN 2
DETENTION CRITERIA 3
SUMMARY 4
TABLE OF EXHIBITS
EXCERPT FROM FLOOD INSURANCE RATE MAP A
DRAINAGE AREA MAP -EXISTING CONDITION B-1
DRAINAGE AREA MAP -PROPOSED CONDITION B-2
RATIONAL FORMULA DRAINAGE AREA CALCULATIONS c
DRAINAGE REPORT
PARK PLACE WATER TOWER
PARK PLACE WATER TOWER
DRAINAGE REPORT
INTRODUCTION:
The purpose of this report is to describe potential drainage effects associated with the
proposed development of the water tower site on Park Place adjacent to the new HEB Grocery
Store. Results from this analysis are intended to demonstrate that the proposed drainage system
complies with the City of College Station Drainage Policy and Design Standards (DPDS) by
controlling runoff from this site. The project involves construction of a 3 million gallon elevated
water storage tank and associated grading and paving.
LOCATION:
The site is located in College Station near the intersection of Texas Avenue and Park
Place. It is bordered to the east and south by the proposed HEB Grocery Store, to the north by
Park Place Drive, and to the west by Viking Apartments.
DESCRIPTION:
The site encompasses 1.04 acres of mostly open pasture with an average slope of about
2%. Stormwater from this site drains into Wolf Pen Creek and eventually to the Navasota
River. No portion of the Park Place Water Tower Site is located in the 100-year Flood Hazard
vlo/f ~ .ft"l
Area of W1::18s0e Creek according to the Flood Insurance Rate Maps prepared by FEMA (Map
Number 48041CO144 C, Effective Date July 2, 1992).
DRAINAGE REPORT 1
PARK PLACE WATER TOWER
DRAINAGE DESIGN CRITERIA:
The design parameters for the project have been determined as follows:
A Peak Runoff Rates: Rational Method for storm sewer designs,
B. Design Storm Frequency:
Storm Drain System 10-year (Post-Dev.)
C. Runoff Coefficients:
Grass covered and undeveloped areas C= 0.40
Developed C= 0.55 & C=0.80
Impervious areas C= 0.90
D. Rainfall Intensities: Information regarding rainfall intensities was obtained from
the Hydraulic Manual compiled by TxDOT
E. Minimum Time of Concentration: 10 minutes
F. Project design must comply with the City of College Station's DPDS
STORM DRAIN FACILITY DESIGN:
Stormwater runoff from future development of the site will be split as shown in Exhibit
B-2. Drainage Area 1 (0.46 acres) will be conveyed to the detention facility located on the HEB
site by curb and gutter and storm drain. Drainage Area 2 (0.58 acres) will sheet flow across the
site and be released into Park Place to enter the existing storm drain system.
Exhibits B-1 and B-2 are the existing drainage area maps that show drainage areas for the
existing and proposed conditions respectively. Runoff calculations for each drainage area are
DRAINAGE REPORT
PARK.PLACE WATER TOWER
2
shown in Exhibit C-1. Table 1 is a summary of the non-detained, pre-and post-development
flowrates from the site taken from Exhibit C-1.
TABLE 1
Design Event Pre-Development Post-Development
Qs= 3.2 cfs 4.4 cfs
Q10= 3.6 cfs 5.0 cfs
Qis= 4.1 cfs 5.6 cfs
Qso= 4.6 cfs 6.4 cfs
Q100= 5.2 cfs 7.2 cfs
The water tower site plan includes a grated inlet near the base of the tower with an 18"
RCP outfall that flows directly to the drainage system on Park Place. While this grate will accept
small amounts of runoff in the immediate vicinity of the tower, its primary purpose is to serve as
an outfall for the overflow pipe of the elevated tank. Overflow releases from the tank are not
included in the drainage system computations shown in Exhibit C-1. All other stormwater from
the site will flow overland to HEB or to Park Place Drive. No underground storm drainage
facilities are proposed with this project.
DETENTION CRITERIA:
Detention for the water tower site is provided by the detention facility located on the
adjoining HEB site. The entire 1.04 acre site is included in the detention calculations of the HEB
DRAINAGE REPORT
PARK.PLACE WATER TOWER
3
drainage report that is shown on Sheets 8 and 9.7 of the plans for that project. Calculations from
that report indicate that the 25-year, pre-development runoff rate from the combined area is
39.47 cfs. The storage system and outfall have been sized such that the post-development runoff
rate is also 39.47 cfs.
SUMMARY:
Development of the Park Place Water Tower site was anticipated with and included as
part of the planning process for the new HEB Grocery Store. The designers of the HEB drainage
system accounted for the small increases in stormwater runoff associated with the development
of this site and incorporated them into their system. As a result, no additional detention is
necessary for the development of the water tower site to meet the requirements of the city's
drainage policy.
DRAINAGE REPORT 4
PARK PLACE WATER TOWER
,.1 .... ... ;•
Flood
EXHIBIT A
Insurance Rate Map Excerpt
Brazos County, Texas
and Incorporated Areas
Map Numbers: 48041C0144C
Effective Date: July 2, 1992
<t 3: w c 0 a: w ....I ....I
<t <t a.. <t LL
w w 0 i= f-c
(.'.) a: ....I 2 <t 2 <t w 2 w (.) :5 ~ <t > w ~ 2 ....I c ....I <t w <t w <t a: (.'.) ~ u; f-cw > f-Wz 0 2 a: w <t 0 >w c f-::::> <t a: a.. f-0 ....I
NO. AC. 0.4 0.55 0.9 ft.
Ex 1.04 1.04 0.00 0.00 0.42 300.0
1 0.46 0.25 0.00 0.21 0.29 70.0
2 0.58 0.47 0.00 0.11 0.29 30.0
EXHIBIT C-1
Rational Formula Drainage Area Calculations
Park Place Water Tower
3: 0 3: 3: ....I LL 0 0 c ....I ....I
2 LL LL >-:5 a: J: a: f-u 0 0 w f-w f-a: ....I f-(.'.) f-....I 0 f-u w ....I f-2 f-....I ....I w > <t ::::> w ::::> <t w cv (/) N IO 0 LL (.'.) ....I (.'.) LL > (.) ::::> £:! 0 ~ 0
ft. ft. ft. ftls min min In/Hr cfs In/Hr cfs
13.0 1.0 1.0 1.5 3.4 10.0 6.33 2.6 7.7 3.2
2.0 80.0 8.0 2.1 1.2 10.0 6.33 1.8 7.7 2.2
1.0 300.0 8.0 2.8 1.9 10.0 6.33 1.8 7.7 2.2
0 0 ...... IO IO N ...... 0 £:! 0 -
In/Hr cf s In/Hr cfs
8.6 3.6 9.9 4.1
8.6 2.5 9.9 2.8
8.6 2.5 9.9 2.8
0 ~
In/Hr
11 .1
11.1
11.1
0 0 0 0 IO 0 ...... 0 !: 0
cf s In/Hr cf s
4.6 12.5 5.2
3.2 12.5 3.6
3.2 12.5 3.6
7/19/01
0009-dra.xls
Exhibit C-1