HomeMy WebLinkAbout33 Development Permit 322 Crystal Park CenterDRAINAGE REPORT
FOR
CRYSTAL PARK SUBDIVISION
Lot 1, Block 1
Morgan Rector Survey, A-2
College Station, Brazos County, Texas
December, 1995
DEVELOPED BY:
Karbrooke Inc.
Crystal Park Plaza
2700 East Bypass, Ste . 2000
College Station, Texas 77845
(409) 693-2467
PREPARED BY:
Kling Engineering & Surveying
4103 Texas Avenue, Suite 212
Bryan, Texas 77802
(409) 846-6212
Drainage Report
for
Crystal Park Subdivision
Lot 1, Block 1
Morgan Rector Survey, A-46
College Station, Brazos County, Texas
December 1995
GENERAL LOCATION & DESCRIPTION
The proposed development is to be located on the 3 .77 acre tract designated as Lot 1, Block 1, of
the Crystal Park Subdivision. Pre-development land cover consists of pasture/field grasses . Improvements
will be the addition of a 25,000 square foot office building with supporting landscaping, drives and parking .
The site is bounded to the north by F .M. 2818, the west by the remainder of an unplatted 38 .65 acre tract
belonging to Dr. Clint A Bertrand, and the southeast by three unplatted properties which contain a church,
Crystal Park Plaza-office complex, and an undeveloped tract.
DRAINAGE BASINS AND SUB-BASINS
The site has an average slope of 1.5% and the entire 3 .77 acres lies in the Bee Creek Trib . "A" and
Minor Sub-Tributaries Drainage basin. Runoff from the site drains directly into the primary channel for this
basin, Bee Creek Trib . "A" (See Appendix 1: "General Location Map"). The site is within the Special Flood
Hazard Area according to the Flood Insurance Rate Map No. 48041C0163 C for Brazos County Texas and
Incorporated Areas (See Appendix 2 : "Flood Insurance Rate Map"). Approximately 60% of the tract is
located within the 100 year flood hazard area and 30% in the floodway. The Federal Emergency
Management Agency has established an approximate 100 year water surface elevation across the site which
ranged from 252 at the northeast comer to 253 at the southern comer. The owner plans to reclaim the fringe
of the floodplain as permitted by FEMA. The flood way location on the property is that established by the
City of College Station, on February 27 , 1995 which is 132 .5 feet from the center line of Bee Creek Trib ."A".
There are five sub-basins on the site. Sub-basin DA-1 consists of0.403 acres of a priv ate access road ,
0.283 acres of grassed landscape and approximately 0.421 acres of undeveloped land adjoining the northwest
side of the tract which contributes off-site flow . The second sub-basin , DA-2, consists of 1.175 acres of
impervious area including the office building with associated sidewalk, parking and driveway, and 0 .079 acres
of grassed landscape . Sub-basin DA-3 contains 0 .593 acres of impervious parking and sidewalk, 0 .126 acres
of grassed landscape and 0 .172 acres of grassed F .M . No. 2818 right of way. Sub-basin DA-4 consists of
the two sunken landscaped areas bounded by retaining walls and located on the north face of the proposed
building. Total acreage included is 0 .201 acres . The fifth sub-basin, DA-5 , includes 0.909 acres of
landscaped and floodw ay area . A drainage area map is located in Appendix 3 .
There are t w o drainage structures in the vicinity of the site which provide for conveyance in the
primary system. The first structure is located downstream from Crystal Park Subdivision and was designed
and constructed by The Texas Department of Transportation . This structure includes a concrete headwall
and multiple reinforced box culverts. The design storm used for this structure is the 10 year event (personal
conversation, J. Page, TxDOT). The second structure is located just upstream of the site in the Crystal Park
Plaza office complex . It consists of two concrete trapezoidal channel improvements . The design storm for
this structure is unknown however, it is common knowledge that these structures are inadequate to convey
storm water resulting fro111 fairly frequent storm events .
Drainage Report -Crystal Park Subd. Page 2
Previous Studies of this area include:
1. Comparative Hydraulic Analysis ofBee Creek Tributary "A" in the Vicinity of Lot 1 Block 1 Crystal
Park Subdivision by Kling Engineering and Surveying of Bryan, Texas in November, 1995 . The
purpose of this study was to determine the impact the proposed development would have on flood
characteristics upstream and in the immediate area.
2 . Drainage Analysis for 3.77 Acre Tract by Kling Engineering and Surveying of Bryan, Texas in
October 1994. The purpose of this study was to determine the delineation of the floodway and
placement of fill material in the floodplain.
3. Flood Insurance Study -Brazos County. Texas and Incorporated Areas by the Federal Emergency
Management Agency in July, 1992 . The purpose of this report was to investigate the severity of
flood hazards for Brazos County and to aid in the administration of the National Flood Insurance Act
of 1968 and the Flood Disaster Protection Act of 1973 .
4 . Stormwater Management Plan Phase III by Walton and Associates -Consulting Engineers, Inc.
contracted with the City of College Station in 1987. The purpose of this study was to gain
knowledge of the existing and future drainage conditions in the city and to identify flood problems
and flood prone areas.
DRAINAGE DESIGN CRITERIA
The design storm will be the 25 year event although the 100 year event will also be analyzed. The
Rational Method was used to determine peak runoff A time of concentration of 10 minutes was used for
the site. Runoff coefficients and areas are as follows :
AREA (acres) c
Pre-Developed 4 .36 .43
Post-Developed
IMPERVIOUS 2 .171 .9
LANDSCAPED 0.889 .4
NATURAL 1.302 .43
Total/Composite C 4 .36 .66
Table 1
Drainage Report -Crystal Park Subd. Page 3
The time of concentration for the site is less than the time to peak of the entire basin in the vicinity of the
site as shown.
SITE BASIN BASIN
TIME OF CONCENTRATION TIME OF CONCENTRATION TIME TO P E AK
=lOmin >180min >120min
Runoff from the site will be allowed to leave undetained in accordance with the City of College Station
drainage policy to: " ... encourage the rapid conveyance of stormwater through and out of the city within the
primary system" (Stormwater Management Plan for the City of College Station, Drainage Policy and Design
Standards, Page 8, 1986).
DRAINAGE FACILIJY DESIGN
Maximum discharges were determined to be Q2 sprc«v. = 18.48 cfs and Q 100prc«v. = 21.82 cfs . Post-
developed runoff was found to be Q2 5 = 26 .7 cfs and Q100 = 31.5 cfs (See Appendix 5 : "Hydrologic
Calculations").
Runoff DA-1 DA-2 DA-3 DA-4 D A-5 Total
Pre-Dev. Post Dev. Post Dev. Post Dev Post Dev. Pos tDev. Runoff
Q 25 (cfs) 15 .98 4.61 10 .74 6 .71 0.79 3 .85 26.7
Q 100 (cfs) 18 .86 5.44 12.68 7 .92 0.94 4 .55 31.5
Table 2
Stormwater from DA-1 will flow in the access road toward the existing drainage structure at Crystal Park
Plaza. The existing access road has two different cross sections . The first section is a crowned section the
second is a sloping section. The flattest region of the transition between the two sections was chosen for
capacity analysis. The location of this section is at road station 3+30 and can be seen in Appendix 6 "Access
Road Capacity Calculations". The 10 year and 25 year storm events produced flows ofQ10 = 2.91 cfs and
Q25 = 3 .33 cfs with depths in the road of0.19' and 0 .20' respectively. This allowed 16 .7' of clear width during
the 10 year event and 16.3' during the 25 year event (See Appendix 6: "Access Road Capacity Calculations").
However, the north parking area of Crystal Park Plaza becomes inundated with water during larger storm
events which creates severe backwater effects for surrounding drainage structures. This drainage problem
does not allow the existing access road to flow freely during larger storm events. Stormwater collects in the
access road until it can discharge into the overbank flow of the creek eliminating the capacity of the road to
act as a drainageway.
Flow from DA-2 will be directed toward the retaining wall at the south end of the site and discharge
through three 2' wide curb breaks. The curb breaks will be at elevation 254 . Erosion control will be provided
in the form of a 4' wide strip of rock rubble with a minimum aggregate diameter of 6" below each break. For
the sizing of these structures refer to Appendix 7 "Hydraulic Calculations", for location in the wall refer to
Appendix 4 "Grading and Drainage Plan."
Drainage Report -Crystal Park Subd . Page 4
Stormwater from DA-3 will flow eastward through the parking lot. The lot is configured in an inverted
crown section and will convey water toward two, 4' wide curb breaks located at the easternmost end. The
breaks will have minimum elevations of 251 . 7 and 251 .8. Erosion control will be 4' wide rock rubble strips
with minimum aggregate diameter of6". For the sizing of these structures refer to Appendix 7, for location
in the wall refer to Appendix 4 "Grading and Drainage Plan ."
Runoff from the landscaped island at the front of the building in DA-4 will flow into a grate inlet with an
open area of30 in2 or greater and through a 6" PVC pipe at a 0.75% slope discharging into the westernmost
landscaped area in DA-4 . A 2'X3' concrete splash pad will be provided for erosion control at the outlet of
the drain pipe . Water will then drain through a 12" PVC culvert on a 1.0% slope beneath the proposed
parking area and discharge to the overbank ofBee Creek Tributary "A". The entrance and outlet invert
elevations of the culvert will be 250.5 and 250 .0 respectively . (See Appendix 4 and 7 for placement and
calculations).
CONCLUSIONS
The increased runoff caused by this development will discharged into the primary system before the
primary system receives peak inflow from a storm event. This encourages rapid conveyance of the runoff
through the system in accordance with City of College Station drainage policy. On-site drainage structures
below the 100 year water surface elevation of 252 are expected to become inundated and temporarily
nonfunctional. Ample freeboard is provided to the finished floor of the proposed building (8 feet) to
accommodate the rise of flood waters. Only a minimal amount of the parking area (5 spaces) is below the
published 100 year water surface elevation of 252. No adverse impact to upstream or downstream
landowners is expected . Concerns of the impact to flood water surface profile as a result of development are
addressed in the study Comparative Hydraulic Analysis ofBee Creek Tributary "A" in the Vicinity of Lot
1. Blockl, Cxystal Park Subdivision which is included in Appendix 8 of this report.
"I hereby certify that this report (plan) for the drainage design of Crystal Park Subdivision. Lot 1.
Block 1. was prepared by me (or under my supervision) in accordance with the provisions of the City of
College Station Drainage Policy and Design Standards for the owners thereof."
~,,,,,,,
-~OF ~E'j.~,1 . f,,4',. ...... ·-...; .. ~ ....
~ , '\*''~
Drainage Report -Crystal Park Subd. Page 5
APPENDICES
1) General Location Map -City of College Station
2) Flood Insurance Rate Map -FEMA
3) Drainage Area Map
4) Grading & Drainage Plan -Kling Engineering & Surveying
5) Hydrologic Calculations
6) Access Road Capacity Calculations
7) Hydraulic Calculations
8) Comparative Hydraulic Analysis of Bee Creek Tributary "A" in the Vicinity of Lot 1. Block 1. Ciystal
Park Subdivision.
kca9S-02b:lcrystal.rpt
APPENDIX 1
GENERAL LOCATION MAP -CITY OF COLLEGE STATION
SCALE 1 :500
CONTOUR INTERVAL = 2ft
BASIS OF CONTOURS & ELEVATION:
CITY OF COLL EGE STAT ION
TOPOGRAPHIC MAP
KLIN G EN GI NEERIN G & SURV EYIN (,
BR YAN . TEXAS
APPENDIX2
FLOOD INSURANCE RATE MAP -F.E.M.A.
I
I
I
(11 ::500,.
( . '-
·•· ;,..-(
I '·1\
LIMIT OF .-\·-
STUDY ,'//
----.~ / 11 · /
1 • .:c I ·'zo l ,•Q / i
/ CREEKVIEW · > ~., ; . COURT ~<J I;
/
CCU.RT _/ .i~ BEND \/ ;:. ,.,<.;,..«. ;;~AMETHYST I i 0 WALNUT --
; ;.., •• ..._o
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/i \., ,.,....,..,-/ I . \ ._...... ,..........-
\ . -----------"tj"'~~~~~~~~~~~~__!: -------===i~J:>
r.:-:~::--~~~~~~~~~~--
Part of panel 163
of Flood Insurance Rate Map # 48041CO163 C
Effective Date: July 2, 1992
for Brazos County, Texas and Incorporated Areas
ZONE X
/
'
APPENDIX3
DRAINAGE AREA MAP
APPENDIX4
GRADING & DRAINAGE PLAN
KLING ENGINEERING & SURVEYING
Appendix 1
Appendix 2
Appendix 3
Appendix 4
Appendix 4a
Appendix 5
APPENDICES
Results of Hydraulic Analysis
Cross Section Comparison
Post Development Cross Section
FEMA Input/Output File
Original FEMA Data
Post Development Input/Output File
APPENDIX 1
RESULTS OF HYDRAULIC ANALYSIS
APPENDIX5
HYDROLOGIC CALCULATIONS ·
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APPENDIX6
ACCESS ROAD CAPACITY CALCULATIONS
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10-Year Flow
Worksheet for Irregular Channel
Project Description
Project File
Worksheet
Flow Element
Method
e :\ha estad\pi\karbrook\roadcap . fm2
Access Road Sta . 3+30 (trans. fl A to B)
Irregular Channel
Manning's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.029000 V : H
Elevation range: 254.24 ft to 255 .03 ft.
Station (ft) Elevation (ft)
0.00 254 .74
0.00 254.24
12.25 254.53
24.50 254 .53
24.50 255.03
Discharge 2.91 ft3/s
Results
Wtd. Mannings Coefficient 0.013
Water Surface Elevation 254.43 ft
Flow Area 0.74 ft2
Wetted Perimeter 8.08 ft
Top Width 7.89 ft
Depth 0.19 ft
Critical Water Elev. 254 .50 ft
Critical Slope 0.005019 V : H
Velocity 3.95 ft/s
Velocity Head 0.24 ft
Specific Energy 254 .67 ft
Froude Number 2.28
Full Flow Capacity 181.89 ft3/s
Flow is supercritical.
Start Station
0.00
Kling Engineering & Surveying
End Station
24.50
Sep 21 , 1995
16:14:06 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
Roughness
0.013
FlowMaster v4.1 c
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Section Data
10YearFlow
Cross Section for Irregular Channel
e:\haestad\pi\karbrook\roadcap.fm2
Access Road Sta. 3+30 (trans. fl A to 8)
Irregular Channel
Manning's Formula
Water Elevation
Wtd. Mannings Coefficient
Channel Slope
0.013
0.029000 V : H
Water Surface Elevation
Discharge
255.1
255.0
254.9
254.8
()
g 254.7
c:
0 ..
('CJ
~ 254.6 w
254.5
254.4
-
254 .43 ft
2.91 ft3/s
/
/ v
.........
y /
/
7
254.3 v
254.2
0 .0 5 .0 10.0 15.0
Station (ft)
Kling Engineering & Surveying
20.0
Sep 21 , 1995
16:14:32 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
0
25 .0
FlowMaster v4.1 c
Page 1of1
25-Year Flow
Worksheet for Irregular Channel
Project Description
Project File
Worksheet
Flow Element
Method
e :\haestad\pi\karbrook\roadcap .fm2
Access Road (transition fl A to 8) "::>r,., -3+ 30
Irregular Channel
Manning 's Formula
Solve For Water Elevation
Input Data
Channel Slope 0.029000 V : H
Elevation range : 254 .24 ft to 255 .03 ft.
Station (ft) Elevation (ft)
0 .00 254 .74
0 .00 254 .24
12.25
24.50
24 .50
Discharge
Results
Wtd. Mannings Coefficient
Water Surface Elevation
Flow Area
Wetted Perimeter
Top Width
Depth
Critical Water Elev .
254.53
254 .53
255.03
3.33
0.013
254.44
0.82
8.50
8.30
0.20
254.54
ft3/s
ft
ft2
ft
ft
ft
ft
Critical Slope 0.005741 V : H
Velocity 4 .08 fUs
Velocity Head 0.26 ft
Specific Energy 254 .70 ft
Froude Number 2 .29
Full Flow Capacity 181.89 ft3/s
Flow is supercritical.
Start Station
0 .00
Kling Engineering & Surveying
End Station
24.50
Aug 4 , 1995
10:59 :51 Haestad M ethods, Inc. 37 Brookside Road W aterbury, CT 06708 (203) 755-1666
Roughness
0 .013
FlowMaster v4.1 c
Page 1of1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Section Data
25 Year Flow
Cross Section for Irregular Channel
e :\haestad\pi\karbrook\roadcap.fm2
Access Road (transition fl A to B) -;,--rr-· -3-' ~o
Irregular Channel
Manning 's Formula
Water Elevation
Wtd. Mannings Coefficient
Channel Slope
0.013
0.029000 V : H
Water Surface Elevation
Discharge
255.1
255 .0
254.9
254 .8
()
Z" :=.. 254 .7
c
0 :;:;
!1l
~ 254 .6 w
254.5
254.4
254.44 ft
3.33 ft3/s
/
/
v
""7
= /
254 .3 / v
/.
254.2
0 .0 5 .0 10.0 15.0
Station (ft)
Kl ing E n gineerin g & Surveyi ng
20 .0
Aug 4 , 1995
10:58 :39 Ha estad M et hods , Inc . 3 7 Brooksid e R oad W aterbu ry , C T 0 6708 (20 3) 7 55-1666
(~
25 .0
FlowMa ste r v4 .1 c
Page 1 of 1
APPENDIX7
HYDRAULIC CALCULATIONS
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Diameter
Discharge
Results
Depth
Flow Area
Wetted Perimeter
Top W idth
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is supercritical.
Drain Pipe Sizing
Worksheet for Circular Channel
e:\haestad\pi\karbrook\drainag .fm2
Drain Pipe for 0 .054 acre landscape
Circular Channel
Manning's Formula
Channel Depth
0.012
0.007500 V : H
0 .50 ft
0.25 ft3/s
0.24 ft
0.09 ft 2
0.77 ft
0.50 ft
0.25 ft
48 .52
0.006612 V : H
2.65 ft/s
0 .11 ft
0.35 ft
1.07
0.57 ft3/s
0.53 ft 3/s
0.001692 V : H
Kling Engineering & Surveying Aug 7, 1995
07:43:28 Haestad Methods, Inc. 37 Brookside Road W ate rbury, C T 06708 (203) 755-1666
F lowMaster v4 .1 c
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Constant Data
Mannings Coefficient
Channel Slope
·Diameter
Input Data
Minimum
Depth 0.25
Rating Table
DISCHARGE THROUGH 12" PVC CULVERT
Rating Table for Circular Channel
e :\ha estad\pi\karbrook\draina g. fm2
12" CULVERT FOR DA-4
Circular Channel
Manning's Formula
Discharge
0.012
0.010000 V : H
1.00 ft
Maximum
1.00
Increment
0.25 ft
Depth Discharge
(ft) (ft3/s)
0 .25 0.53
0.50 1.93
0 .75 3.52
1.00 3.86
Kli ng Engineering & Surveying Dec 7, 1995
08:28:27 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v4.1 c
Page 1 of 1
MAXIMUM DISCHARGE THROUGH CURB BREAK
Rating Table for Rectangular Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Constant Data
e:\haestad\pi\karbrook\drainag.fm2
CURB CUTS
Rectangular Channel
Manning's Formula
Discharge
Mannings Coefficient
Depth
0.013
0.25 ft
Input Data
Channel Slope
Bottom Width
Rating Table
Dec 7 , 1995
08:21 :05
Bottom
Width
(ft}
2.00
2.00
2.00
2 .00
2.00
4.00
4.00
4.00
4.00
4.00
Minimum
0.015000
2.00
Channel
Slope
(V: H)
0.015000
0.021250
0.027500
0.033750
0.040000
0.015000
0.021250
0.027500
0.033750
0.040000
Maximum
0.040000
4.00
Discharge
(ft3/s)
2.39
2.85
3.24
3.59
3.91
5.14
6.11
6.95
7.70
8.39
Increment
0.006250 V : H
2.00 ft
Kling Engineering & Surveying
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v4.1 c
Page 1 of 1
APPENDIX8
CO:NIP ARA TIVE HYDRAULIC ANALYSIS OF BEE CREEK
TRIBUTARY "A" IN THE VICINITY OF LOT 1, BLOCK 1,
CRYSTAL PARK SUBDIVISION
PURPOSE:
COMPARATIVE HYDRAULIC ANALYSIS
OF
BEE CREEK TRIBUTARY "A" IN THE VICINITY OF
LOT 1, BLOCK 1, CRYSTAL PARK SUBDIVISION
COLLEGE STATION, BRAZOS COUNTY, TEXAS
MORGAN RECTOR SURVEY, A-46
In addition to the usual drainage report (which is submitted under separate cover), the city of College
Station has required this additional Comparative Hydraulic Analysis of this site . This analysis was done on a
comparative basis using the best available information which includes the College Station Flood Insurance Study
prepared by FEMA, Phase III: Drainage System Analyses of the Stormwater Management Plan for the City of
College Station prepared by Walton & Associates, and field surveyed topographical data.
DATA COLLECTION:
Kling Engineering and Surveying conducted a topographical survey of the tract to obtain accurate vertical
data . The basis of elevation for this survey was the FEMA benchmark RM 32, a square cut in the culvert
headwall at the southeast comer of the intersection of Texas Avenue and Brothers Boulevard, elevation 263 .94.
Additional topographical data was obtained from McClure Engineering for the Brethren Church of Bryan
College Station tract. Input data for the HEC-2 water surface profile modeling program was obtained from
FEMA and the Walton study. To compare the three sets of data a common cross section was found . This
section is located approximately at the creek station nearest the east edge of the Crystal Park Plaza north parking
lot. In the FEMA study, the river mile for this cross section is 0 . 72. The Walton study labels this cross section
0 .36 (see Appendix 1 "Results of Hydraulic Analysis").
Vertical data for the FEMA model was based on a cross section 1000' upstream at river mile 0 .91. A
constant of -3' was applied to each elevation in this generalized cross section to get an average elevation for the
section at 0. 72. The maximum elevation for the section is 257.0. Bottom, left bank, and right bank elevations
for the channel are 245.4, 250 .9, and 250 .5 respectively . The topographical survey yielded a maximum elevation
of 257.5 with an average variation of+ 1.3' from the FEMA elevations in the first 200' of the cross section width.
The Walton cross section has a maximum elevation of 265 .0 with bottom, left and right bank elevations of 248.5 ,
252.7 , and 252 .3 respectively (see Appendix 2 "Cross Section Comparison").
INCONSISTENCIES:
After beginning the study, a large amount of material appeared to be conflicting and inconsistent. The
following is a listing ofinconsistencies and possible explanations if any .
1. A discrepancy in elevation exists between the FEMA HEC-2 input data and actual surveyed
topographical data. An average variation of +1.3' exists between the two at FEMA river mile 0.72 . This
variation is acceptable due to the fact that the FEMA defined cross section is average estimate which only varies
in slope. The same cross section was used for 1420' and gives only approximate elevations not accounting for
minor site-specific fluctuation. See Appendix 2 "Cross Section Comparison" for graphical comparison ofFEMA
data and actual, on the ground, elevations.
2. A majority of the left overbank of the channel in the Walton model is 5' to 8' higher than the
topographical survey and the FEMA model. Additionally, the minimum main channel elevation is 3 . l' higher in
the Walton model (see Appendix 2 "Cross Section Comparison"). Therefore, an accurate comparison between
the two models can not be obtained .
3. A topographical survey done by McClure Engineering was obtained to gain vertical information about the
Brethren Church tract. This survey was assumed to be on the FEMA vertical datum .
4 . A discrepancy exists between the city 2' contour maps and surveyed elevations with a variation from -0 .3'
to -2.0'
5. The FEMA model does not include the State Highway 6 Drainage Structure as this structure was not
present at the time of the study.
6. The FEMA model does not include the extension ofF.M. 2818 as this roadway was not present at the
time of the study.
7. The FEMA model does not include Crystal Park Plaza as this structure was not present at the time of th e
study .
8. The Walton model does not include the State Highway 6 Drainage Structure as this structure was not
present at the time of the study.
9. The Walton model does not include the extension ofF.M . 2818 as this roadway was not present at the
time of the study.
10 . The FIRM 48041C0163 Chas the floodplain in a different position than specified by the FEMA HEC-2
results . Results from HEC-2 runs call for the floodplain to be as much as 100' wider than shown on the FIRM.
If the floodplain was delineated on maps with larger scales such as U.S.G.S . Quad . maps, horizontal positioning
may not be exact.
11. The flood plain on the FIRM has been positioned horizontally . There is no reasonable way to position
the floodplain vertically as the sections used in analysis are not vertically correct.
12 . The FEMA floodplain does not take into account the State Highway 6 Drainage Structure as this
structure was not present at the time of the study. See 5 above .
13 . The FEMA floodplain does not take into account the extension ofF.M . 2818 as this roadway was not
present at the time of the study . See 6 above .
14 . The FEMA floodplain does not take into account Crystal Park Plaza as this structure was not present at
the time of the study. See 7 above .
15 . The floodway defined by the City of College Station is not consistent with FEMA's determination . The
floodway was defined by FEMA being specified at particular stationing . The methods of equal encroachments,
encroachment stationing equidistant from the centerline of the channel, or specifying a l' rise from
encroachments were not used . The floodway was set between stations 875 and 1130 for cross sections 0 .64 and
0.72 and set between stations 870 and 1135 for cross section 0 .91.
16 . The FEMA floodway does not take into account the State Highway 6 Drainage Structure as this
structure was not present at the time of the study .
17 . The FEMA floodway does not take into account the extension ofF.M . 2818 as this roadway was not
present at the time of the study.
18. The FEMA floodway does not take into account Crystal Park Plaza as this structure was not present at
the time of the study .
19 . The FEMA HEC-2 input data received by Kling Engineering and Surveying called for the special bridge
routine to be used in analyzing the structure at Texas Avenue (river mile 1.25). A program error was
encountered at this section due to "insufficient data". To correct the problem and successfully execute the
program with the original intent of FEMA, X3 cards had to be added to the cross section input for both upstream
and downstream cross sections.
ANALYSIS PARAMETERS:
The FEMA HEC-2 model was run with existing and proposed site conditions . To get the proposed site
condition cross section, a section line was drawn through the maximum proposed site elevations (see Appendix 3
"Post Developed Cross Section"). Vertical positioning of the surveyed elevations used in the cross section was
accomplished by finding the differences in elevations for the pre and post developed surveyed cross section and
adding these incremental differences to the FEMA average cross section . For example, where the grading plan
has an elevation of 260.0 for the finish floor of the building, the incremental difference between 260 and the
existing elevation was added to the FEMA HEC-2 cross section. This provides the means for direct comparison
between existing and proposed conditions while ensuring that the reduction in cross sectional area is decreased
by the proper amount.
The FEMA model uses the same average cross section from the State Highway 6 west access road to a
location 3470' upstream . This reach is modeled as being straight for 1420' with cross sections placed at river
miles 0 .64, 0 .72, and 0.91 (see Appendix 4 "FEMA Input/Output file"). The channel reach lengths were
measured along the FEMA representation of the stream and shown on FIRM 48041C0163 and 480401C0144 .
The fact that FEMA modeled the creek as straight when actual sharp bends and meanders are present is
consistent with the method prescribed by the U.S . Army Corps of Engineers to model overbank flow which is as
follows :
"Channel reach lengths are typically measured along the thalweg. Overbank reach lengths should be
measured along the anticipated path of the center of mass of the overbank flow."
HEC-2 W ater Surface Profiles User 's Manual. Sect. 3.8, pg. 17 . September 1990.
The FEMA model uses a starting water surface elevation of251 .84 at the State Highway 6 west access road an d
a 100 year flow rate of2750 cfs .
ANALYSIS RESULTS:
FEMA established the water surface elevation of the 100 year floodplain to be 251.84 at station 0 .64,
253.2 at station 0. 72 and 256 .39 at station 0 .91. Floodway elevations for the same sections were 252 .84 , 254 .2,
and 257.36 respectively (see appendix 4A "Original FEMA Run"). The floodplain and floodway as determined
by FEMA at each section is summarized in the following table.
STA CWSEL TOPWID LEFT DIST FROM CENTER CENTER STA RIGHT DIST FROM CENTER
0.64 251.8 595 .5 344.1 1050 .5 251.4
0.64 252.8 255 175.5 1050.5 79 .5
0.72 253.2 585.0 338 .5 1050.5 246.5
0.72 254 .2 255 175 .5 1050.5 79 .5
0.91 256.4 599 .2 346 .1 1050 .5 253.1
0.91 257.4 265 180 .5 1050.5 84 .5
Clearly, the floodway is not positioned equidistant from the center line of the stream and certainly has no
regard for the actual bends and meanders of the reach length studied . This is verified by the centerline of the
channel being located at station 1050 .5 for all three cross sections . Additionally, the method FEMA used to
define the floodway set left and right stations at prescribed locations (see Appendix 4 "FEMA Input/Output File).
Proposed site development decreased the amount of cross sectional area available for left overbank flow
and increased the water surface elevation by an average of 0 .20'. The cross sectional area was reduced by 5300
square feet or 15%. At section 0 .72 , the floodplain location moved 77' toward the main channel on the creek's
west side and 6.2' away from its previously defined location on the creek's east side. At section 0 .91, the
floodplain moved 9 .2' away from the main channel on creek's west side and 8' away from the main channel on
the east side . The post-developed floodplain characteristics are summarized in the following table.
STA
0.64
0.72
0 .91
CWSEL
251.8
253.4
256 .6
CONCERNS:
TOPWID
595 .5
514 .0
616.4
LEFT DIST FROM CENTER
344.1
261.3
355.3
CENTER STA
1050 .5
1050 .5
1050 .5
RIGHT DIST FROM CENTER
251.4
252 .7
261.2
Due to the many inconsistencies there is some concern about the usefulness of the results . Since the best
available information does not include the F .M . 2818 extension, Highway 6 drainage structure, and Crystal Park
Plaza in the analysis of Bee Creek Tributary "A", no determination of the effect of these features to the original
FEMA study can be made . Additionally, the impact of previous and subsequent improvements in the Tributary
"A" drainage basin to the floodwater surface profile can not be determined accurately for this area.
CONCLUSIONS:
This study was completed utilizing 53 manhours including research on original HEC-2 runs from FEMA,
re-entry for analysis, interpreting results, comparing all information, and drafting . This effort was completed
using the best available information to study the area of Bee Creek Tributary "A" in question. This type of study
is not required by FEMA for development in the fringe of the floodplain . The change in the floodwater surface
profile based on the HEC-2 runs shows a minimal effect on the upstream and surrounding areas. The largest
increase in water surface elevation that occurred in the vicinity of the site was 0 .18'. This resulted in the location
of the 100 year water surface at FEMA river mile 0.72 moving 6 .2' eastward of its previous location . Upstream
1000', the water surface elevation increased by 0 .2'. HEC-2 results show this causes the 100 year water surface
to shift 9 .2' to the west on the west side of the channel and 8' to the east on the east side of the channel. It is our
opinion that no engineering decisions can be made from this comparative analysis. We believe that the addition
of 8.22 cfs flow to the total of2750 cfs is not a significant factor. Also, the reduction of the cross sectional area
due to the proposed construction below elevation 253 .2, the 100 year flood event, does not raise a red flag.
"I hereby certify that this study for the hydraulic analysis of Bee Creek Tributary A was prepared by
me (or under my supervision)."
kcs9S.02b :lhydranl.doc
APPENDIX2
CROSS SECTION COMPARISON
... ;:; ~ "' ~ "' "' r z Cl fT1 z CD '2 Al z -< fT1 )> fT1 z Al ·z ;tjCl ~P:' U1 Vl c ~ ~ z Cl 279 275 271 267 263 259 255 251 247 243 239 235 231 227 223 .. -~ .. 1 0 0 0 0 + + 0 ~ <( <( f-f-(f1 (/) 0 0 + N <( f-I/) 0 0 + n <( f-! :· i (/) CROSS SECTION COMPARISON 0 0 + ..q-<( f-(f1 i ~ . t i t 0 0 + l.{) <( f-I/) i .. ; . l 0 0 + <.O <( f-I/) 0 <( 0 ···-·· ; ,,,,__ 0::: 0 0 0 0 + + r---Cl) <( <( f-f-I/) I/) l ... 0 0 + CJ) <( f-I/) FLOODWAY WIDTH = 255 WSEL: 254. 14 ~···-· 0:::: (_'.) <( ::i::: Q_ 0:::: .. 0.. _J ·~··~ ~-:5 0:::: Q_ u ..... 0 0 + 0 ~ (f1 i l l I --I. -1 I _ 0 0 + ~ I/) HORIZ SCALE 1'' =200' VERT SCALE 1" =20' .. f-· ! ···-··-··-· -.... ; .... 0 0 + N ~ (f1 ....... .;. 0 0 + n <( f-I/) ··t i ············· -·. --·-! ; 0 0 + ..q-<( f-I/) 0 0 0 0 0 0 + + + l.{) (!) r---~ ~ <( <( <( f-f-f-I/) (/) I/) 279 275 271 267 263 259 255 251 247 243 239 235 231 227 223
APPENDIX3
POST DEVELOPMENT CROSS SECTION
APPENDIX4
FEMA INPUT I OUTPUT FILE
1
********************************************
* HEC-2 WATER SURFACE PROFILES • * Version 4.6.2; May 1991 •
• • • •
* RUN DATE 29NOV95 TIME 14:35:52 •
********************************************
29NOV95 14:35:52
*************************************
HEC-2 WATER SURFACE PROFILES
Version 4.6.2; May 1991
*************************************
T1 COLLEGE STATION FLOOD INSURANCE STUDY
x x
x
FEMA INPUT/OUTPUT FILE
EXISTING CONDITIONS vs FLOODWA Y
x xxxxxxx xxxxx xxxxx
x x x x x
x x x
xxxxxxx xx xx x xxxxx xxxxx
x x x x x
x x x x x x
x
x
x x xxxxxxx xxxxx xxxxxxx
***************************************
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET, SUITED
* DAVIS, CALIFORNIA 95616-4687
• (916) 756-1104
*
*
*
*
*
***************************************
PAGE
THIS RUN EXECUTED 29NOV95 14:35:52
T2 FLOODWAY DETERMINATION -METHOD 1 -FLOOD PLAIN RUN
T3 BEE CREEK -TRIBUTARY A
J1 !CHECK INQ NINV !DIR STRT METRIC HVINS Q WSEL FQ
4 251.84
J2 NPROF !PLOT PRFVS XSECV XSECH FN AL LDC IBW CHNIM !TRACE
J3 VARIABLE CODES FOR SUMMARY PRINTOUT
110 115 200
QT 7 1700 2250 2750 3500 2750 2750 2750
NC 0.08 .08 .OS 0.1 .3
ET 9.1 875 1130
X1 .64 16 1040 1061 -4.5
GR 260 590 258 640 256 720 254 785 253.6 1000
GR 2S3.9 1040 2S3.2 1044.S
GR 2S3.S 1061 2S3.S 1100
GR 260 1SOO
ET
X1 o.n
ET
X1 0.91
QT 7. 1600 21SO 2SOO
ET
X1 1.21 19 1777 182S
GR 26S.4 1000 263.9 1100
GR 260.9 1SOO 260 1600
GR 2S7.9 1790 2S4.6 179S
GR 261 18S2 260.4 1900
1
29NOV9S 14:3S:S2
ET
X1 1.22
X3
SB 1.2S 1.SS 2.7
ET
X1 1.23
X2 262.7
X3
BT 7 1000 266.n 0
BT 1700 264.S 0 1900
BT 267.75 0 0 0
ET 0
X1 1.24
ET
X1 1.36 14 1SS1 1611
X3 10
GR 2n.s 1000 270 1170
GR 260.4 1S69 2S7.8 1S72
GR 263.1S 1611 28S.2 1700
QT 7 1SSO 20SO 23SO
NC 0.08 0 .08 .04
ET
X1 1.39
X3 10
FEMA INPUT/OUTPUT FILE
EXISTING CONDITIONS vs FLOODWA Y
248.4 1046.S 248.4
2S4 1210 2S6
9.1
420 420 420
9.1
1000 1000 1000
31SO 2SOO 2SOO
9.1
1720 20SO 173S
262.8 1200 262.7
260.1 1700 269.S
2S4.9 1798 2SS.9
263.2 2000 266.3
9.1
so so so
19. 1 1.4 138
9.1
60 60 60
264.S
1200 264.7 0
10SO
1290
2SOO
1300
1777
1801
2100
1300
26S. 13 0 2000 26S.96
0 0 0 0
0 9 .1
so so so
9.1
1109 1109 1109
264
264 1SOO 264 1SS1
2S7.8 1S78 2S7.8 1S84
270 1940 273 2100
2900 23SO 23SO 23SO
9.1
so so so
264
1
249.1 10S3
2S8 1360
875 1130
1.S
870 113S
3
1SOO 18SO
261.6 1400
2S8.1 1784
260.2 182S
PAGE 2
1SOO 18SO
2S4.9 2S4.9
1SOO 18SO
264.S 0
0 2100
0 0
1SOO 18SO
1SS1 1611
264
261.1 1SS7
262.9 1600
1SS1 1611
264
B 1.25 1.55 2.7
T
X1 1.4
X2 263
3 10
BT 6 1000 271.85 0
BT 1563 264.3 0 1604
ET
1 1.41
X3 10.
29NOV95 14:35:52
T
1 1.52 17 1286 1335
GR 270.45 1000 270.21 1014
GR 261.8 1300 259.9 1304
R 266.9 1400 287.45 1481.5
GR 273.61 1800 275.57 1900
29NOV95 14:35:52
SECNO DEPTH CWSEL CRIWS
Q QLOB QCH QROB
TIME VLOB VCH VROB
SLOPE XLOBL XLCH XLOBR
CHV= .100 CEHV= .300
*SECNO .640
.640 7.94 251.84 .00
2750.0 1339.0 506.9 904.1
.00 1.81 4.43 1.79
.002989 0. 0. 0.
*SECNO .no .no 7.80 253.20 .00
2750.0 1325.4 531.8 892.8
.05 1.91 4.77 1.89
.003586 420. 420. 420.
SECNO .910
.910 7.99 256.39 .00
2750.0 1343.3 498.9 907.8
.17 1.78 4.32 1.76
FEMA INPUT/OUTPUT FILE
EXISTING CONDITIONS vs FLOODWA Y
39.3 3 210
9.1
55 55 55
264.2
264
1300 267.24 0 1500
264.23 0 1700 265
9.1
50 50 50
264
9.1
636 686 736
269.4 1100 266.1 1200
260 1308 260.1 1312
267.65 1500 268.77 1600
WSELK EG HV HL CLOSS
ALOB ACH AROB VOL TWA
XNL XNCH XNR WTN ELMIN
!TRIAL !DC !CONT CORAR TOPl.llD
251.84 251.94 .10 .00 .00
739.1 114.5 504.9 .0 .0
.080 .050 .080 .000 243.90
0 0 0 .00 595.50
.00 253.31 • 11 1.37 .00
692.9 111.6 471.6 12.7 5.7
.080 .050 .080 .000 245.40
2 0 0 .00 585.03
.00 256.48 .09 3.16 .00
755.5 115.5 516.7 43.3 19.3
.080 .050 .080 .000 248.40
1
257 257
1551 1611
264
264.9 0
0
1551 1611
264
PAGE 3
1280 1340
265.4 1286
264.9 1335
271. 18 1700
PAGE 4
L-BANK ELEV
R-BANK ELEV
SSTA
END ST
249.40
249.00
706.40
1301. 90
250.90
250.50
711.99
1297.01
253.90
253.50
704.44
• 002809 1000 • 1000. 1000.
*SECNO 1.210
326S DIVIDED FLOW
1.210 7.80 262.40 .00
2SOO.O 1076.6 1107.7 31S.7
.32 1.80 S.24 1.S6
• 004266 1720. 173S • 20SO.
*SECNO 1.220
326S DIVIDED FLOW
1.220 8.0S 262.6S .00
2SOO.O 1136.8 1019.8 343.4
.33 1.63 4.S9 1.44
• 003090 so . so. so.
29NOV9S 14:3S:S2
SECNO DEPTH CWSEL CRIWS
Q QLOB QCH QROB
TIME VLOB VCH VROB
SLOPE XLOBL XLCH XLOBR
SPECIAL BRIDGE
FEMA INPUT/OUTPUT FILE
EXISTING CONDITIONS vs FLOODWA Y
2 0 0 .00 S99.17
.00 262.62 .22 6.10 .04
S96.7 211.3 202.0 93.4 44.1
.080 .oso .080 .000 2S4.60
3 0 0 .00 S81.96
.00 262.80 .16 .18 .01
696.0 222.0 239.1 94.6 44.8
.080 .oso .080 .000 2S4.60
2 0 0 .00 61S.24
WSELK EG HV HL OLOSS
ALOB ACH AROB VOL TWA
XNL XNCH XNR WTN ELMIN
ITRIAL !DC !CONT CORAR TOPWIO
1303.61
269.SO
260.20
1327.06
1971.S1
269.SO
260.20
1304.72
1980.29
L-BANK ELEV
R-BANK ELEV
SSTA
END ST
S227 DOWNSTREAM ELEV IS 261.46 I NOT 262.6S HYDRAULIC JUMP OCCURS DOWNSTREAM (IF LOW FLOW CONTROLS)
SB XK XKOR COFQ ROLEN ewe BWP BAR EA SS EL CHU ELCHO
1.2S 1.SS 2.70 .00 19.10 1.40 138.00 .00 2S4.90 2S4.90
*SECNO 1.230
326S DIVIDED FLOW
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 3.86
PRESSURE ANO WEIR FLOW, Weir Submergence Based on TRAPEZOIDAL Shape
EGPRS EGLWC H3 QWEIR QPR BAR EA TRAPEZOID ELLC ELTRO WEIRLN
AREA
270.SS 266.08 .00 1061. 1440. 138. 138. 262.70 264.SO m.
1.230 10.6S 26S.2S .00 .00 26S.27 .01 2.46 .00 269.SO
2SOO.O 1S03.2 S11. 7 48S.1 2327.6 338.6 759.4 97.8 4S.9 260.20
.3S .6S 1.S1 .64 .080 .oso .080 .000 254 .60 1009.25
1
PAGE s
FEMA INPUT/OUTPUT FILE
EXISTING CONDITIONS vs FLOOD WAY
• 000207 60. 60. 60 • 0 6 .oo 1019.91
*SECNO 1.240
3265 DIVIDED FLOW
1.240 10.67 265.27 .00 .00 265.28 .01 .01 .00
2500.0 1503.S S11.3 485.2 2330.6 338.7 760.4 101. 7 47.1
.37 .6S 1.S1 .64 .080 .050 .080 .000 2S4.60
• 000206 so . so. so. 2 0 0 .00 1020.36
*SECNO 1.360
3301 HV CHANGED MORE THAN HVINS
29NOV9S 14:3S:S2
SECNO DEPTH CWSEL CRl\JS \/SELK EG HV HL OLOSS
Q QLOB QCH QROB ALOB ACH AROB VOL TUA
TIME VLOB VCH VROB XNL XNCH XNR \JTN ELMIN
SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT CORAR TOP\JID
3302 YARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .1S
1.360 7.SS 26S.3S .00 .00 266.23 .88 .69 .26
2SOO.O 219.9 2261.8 18.3 119.6 287.2 9.8 1S0.7 62.5
.41 1.84 7.87 1.86 .080 .050 .080 .000 2S7.80
• 009177 1109 • 1109 . 1109. 2 0 0 .00 194.43
*SECNO 1.390
3302 YARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.S9
1.390 8.18 26S.98 .00 .00 266.52 .54 .26 .03
2350.0 279.1 2050.0 20.9 208.0 324.4 16. 1 151.2 62.8
.41 1.34 6.32 1.30 .080 .040 .080 .000 257.80
• 00321S so . so. 50. 3 0 0 .00 231.04
SPECIAL BRIDGE
SB XK XKOR COFQ RD LEN B\JC B\JP BAREA SS EL CHU
1.25 1.SS 2.70 .00 39.30 3.00 210.00 .00 2S7.00
*SECNO 1.400
6870 D.S. ENERGY OF 266.S2 IS HIGHER THAN COMPUTED ENERGY OF 266.35
PRESSURE AND \JEIR FLOW, \Jeir Submergence Based on TRAPEZOIDAL Shape
EGPRS EGL\JC H3 Q\JEIR QPR BA REA TRAPEZOID ELLC ELTRD
AREA
1
2066.49
269.50
260.20
1008.98
2066.62
PAGE 6
L-BANK ELEV
R-BANK ELEV
SSTA
END ST
264.00
263.1S
1425.47
1619.90
264.00
263.15
1391.37
1622.40
ELCHO
2S7.00
\JEIRLN
268.99 266.6S • 13 1S18 •
1.400 8.18 26S.98 .00
23SO.O 281. 7 2047.2 21.1
.41 1.34 6.29 1.30
• 003178 SS • SS. SS.
*SECNO 1.410
1.410 8.40 266.20 .00
23SO.O 319.8 2006.7 23.S
.42 . 1.30 S.94 1.2S
.002686 so. so. so.
29NOV9S 14:3S:S2
SEC NO DEPTH C\ISEL CRllJS
Q QLOB QCH QROB
TIME VLOB VCH VROB
SLOPE XLOBL XLCH XLOBR
*SECNO 1.S20
326S DIVIDED FLOIJ
1.S20 8.24 268. 14 .00
23SO.O 401.0 1711.4 237.6
.46 1.SO S.96 1.49
• 002S21 636 • 736. 686.
29NOV9S 14:3S:S2
T1 FLOOOIJAY DETERMINATION · FLOOOIJAY RUN
T3 BEE CREEK TRIBUTARY A
J1 I CHECK INQ NINV IDIR
6
J2 NPROF !PLOT PRFVS XSECV
2
29NOV9S 14:3S:S2
SECNO DEPTH CIJSEL CRllJS
Q QLOB QCH QROB
TIME VLOB VCH VROB
FEMA INPUT/OUTPUT FILE
EXISTING CONDITIONS vs FLOODWA Y
828. 210. 218. 263.00 264.20
.00 266.S2 .S4 .oo .oo
210.3 32S.3 16.3 1S1.9 63.1
.080 .040 .080 .000 2S7.80
2 0 4 .00 231.89
.00 266.67 .47 .1S .01
24S.6 338.0 18.8 1S2.6 63.3
.080 .040 .080 .000 2S7.80
2 0 0 .00 244.42
IJSELK EG HV HL CLOSS
ALOB ACH AROB VOL TIJA
XNL XNCH XNR IJTN ELMIN
!TRIAL IDC !CONT CORAR TOPIJID
.00 268.SS .41 1.87 .01
268.0 287.4 1S9.0 163.0 67.6
.080 .040 .080 .000 2S9.90
2 0 0 .oo 310.46
STRT METRIC HVINS Q IJSEL
2S1.84
XSECH FN AL LDC I BIJ CHNIM
IJSELK EG HV HL CLOSS
ALOB ACH AROB VOL TIJA
XNL XNCH XNR IJTN ELMIN
1
324.
264.00
263.1S
1390.S7
1622.46
264.00
263.1S
1378.89
1623.32
PAGE 7
L·BANK ELEV
R·BANK ELEV
SSTA
END ST
26S.40
264.90
1138.30
1S43.40
PAGE 8
FQ
!TRACE
PAGE 9
L·BANK ELEV
R·BANK ELEV
SSTA
0
SLOPE XLOBL XLCH XLOBR
PROF 2
'CHV= .100 CEHV= .300
SECNO .640
3280 CROSS SECTION .64 EXTENDED
5470 ENCROACHMENT STATIONS= 875.0
.640 7.94 251.84 .00
2750.0 1321.9 813.6 614.5
.00 3.06 7.10 3.17
• 007698 0 • 0. o.
SECNO .no
5280 CROSS SECTION .72 EXTENDED
FEMA INPUT/OUTPUT FILE
EXISTING CONDITIONS vs FLOOD WAY
!TRIAL !DC !CONT CORAR TOPWID
.84 FEET
1130.0 TYPE= 1 TARGET= 255.000
251.84 252. 18 .34 .oo .00
431.6 114.5 193.9 .0 .o
.080 .050 .080 .000 243.90
0 0 0 .00 255.00
1.64 FEET
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.46
~470 ENCROACHMENT STATIONS= 875.0 1130.0 TYPE= TARGET= 255.000
.no 8.74 254.14 .00 253.20 254.33 .19 2.14 .02
2750.0 1412 .2 701.4 636.4 564.4 131.4 249.4 8.1 2.5
.04 2.50 5.34 2.55 .080 .050 .080 .000 245.40
• 003616 420 • 420. 420. 3 0 0 .00 255 .00
SECNO .910
470 ENCROACHMENT STATIONS= 870.0 1135.0 TYPE= 1 TARGET= 265.000
.910 8.97 257.37 .00 256.39 257.52 . 15 3.18 .00
2750.0 1427.6 657.4 665.0 619.5 136.2 283.7 30.9 8.4
.13 2.30 4.83 2.34 .080 .050 .080 .000 248.40
. 002820 1000. 1000 • 1000. 3 0 0 .oo 265.00
SECNO 1.210
265 DIVIDED FLOW
29NOV95 14:35:52
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL CLOSS
Q QLOB QCH QROB ALOB ACH AROB VOL TWA
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN
SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT CORAR TOPWID
470 ENCROACHMENT STATIONS= 1500.0 1850.0 TYPE= TARGET= 350.000
1.210 8.32 262.92 .00 262.40 263. 15 .23 5.61 .02
2500.0 1190 .7 1199.1 110.2 566.4 233.9 58.7 69 .7 19.8
1
END ST
249 .40
249 .00
875 .00
1130.00
250.90
250.50
875.00
1130.00
253.90
253.50
870.00
1135.00
PAGE 10
L·BANK ELEV
R·BANK ELEV
SSTA
END ST
269.50
260 .20
.27 2.10 5.13 1.88
.003622 1720. 1735. 2050.
*SECNO 1.220
3265 DIVIDED FLOW
3470 ENCROACHMENT STATIONS= 1500.0
1.220 8.52 263.12 .00
2500.0 1226.6 1158.8 114.6
.27 . 2.01 4.77 1.80
• 003007 so. so . so.
SPECIAL BRIDGE
FEMA INPUT/OUTPUT FILE
EXISTING CONDITIONS vs FLOODWA Y
.080 .050 .080 .000 254.60
3 0 0 .oo 292.05
1850.0 TYPE= 1 TARGET= 350.000
262.65 263.32 .20 .16 .00
611.5 242.8 63.7 70.8 20.1
.080 .oso .080 .000 254.60
2 0 0 .00 293.82
1500.00
1850.00
269.50
260.20
1500.00
18SO.OO
5227 DO\JNSTREAM ELEV IS 261.46 I NOT 263.12 HYDRAULIC JUMP OCCURS . DOWNSTREAM CIF LOU FLOW CONTROLS)
SB XK XKOR COFQ RD LEN BWC BWP BAR EA SS EL CHU ELCHO
1.2S 1.55 2.70 .00 19.10 1.40 138.00 .00 2S4.90 254.90
*SECNO 1.230
326S DIVIDED FLOU
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.16
PRESSURE AND WEIR FLOU, Weir Submergence Based on TRAPEZOIDAL Shape
EGPRS EGLWC H3 QWEIR QPR BAR EA TRAPEZOID ELLC ELTRD WEIRLN
AREA
271.02 266.12 .00 1183. 1318. 138. 138. 262.70 264.SO 784.
3470 ENCROACHMENT STATIONS= 1SOO.O 18SO.O TYPE= 1 TARGET= 3SO.OOO
29NOV95 14:3S:52
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT CORAR TOPWID END ST
1.230 10.66 26S.26 .00 265.25 265.32 .06 2.00 .00 269.50
2500.0 1460.1 900.9 139.0 1111.1 338.5 117.2 72.5 20.6 260.20
.28 1.31 2.66 1.19 .080 .050 .080 .000 254.60 1S00.00
.000642 60. 60. 60. 2 0 6 .00 312.66 1850.00
*SECNO 1.240
1
PAGE 11
FEMA INPUT /OUTPUT FILE
EXISTING CONDITIONS vs FLOODWA Y
326S DIVIDED FLOU
3470 ENCROACHMENT STATIONS= 1SOO.O 18SO.O TYPE= TARGET= 3SO.OOO
1.240 10.69 26S.29 .00 26S.27 26S.3S .06 .03 .00 269.SO
2SOO.O 1462.4 898.4 139.2 1119.0 340.0 118. 1 74.3 20.9 260.20
.29 1.31 2.64 1.18 .080 .oso .080 .000 2S4.60 1SOO.OO
.000630 so. so. so. 2 0 0 .00 312.9S 18SO.OO
*SECNO 1.360
3301 HV CHANGED MORE THAN HVINS
3302 IJARNING: CONVEYANCE CHANGE CXJTSIDE OF ACCEPTABLE RANGE, KRATIO = .31
3470 ENCROACHMENT STATIONS= 1SS1.0 1611.0 TYPE= 1 TARGET= 60.000
1.360 8.60 266.40 .00 26S.3S 267.19 .79 1.62 .22 264 .00
2SOO.O .0 2SOO.O .0 .0 3S0.3 .0 98.8 2S.7 100000 .00
.33 .00 7.14 .00 .000 .oso .000 .000 2S7.80 1SS1.00
• 006493 1109 • 1109. 1109. 2 0 0 .00 60.00 1611.00
*SECNO 1.390
3470 ENCROACHMENT STATIONS= 1SS1.0 1611.0 TYPE= TARGET= 60.000
1.390 9.02 266.82 .00 26S.98 267.43 .61 .21 .02 264.00
23SO.O .0 23SO.O .0 .0 375.0 .0 99.2 2S.7 100000.00
.34 .00 6.27 .00 .000 .040 .000 .000 2S7.80 1SS1.00
.002975 so. so. so. 2 0 0 .00 60.00 1611.00
29NOV9S 14:3S:S2
SECNO DEPTH CWSEL CRllJS IJSELK EG HV HL OLOSS L-BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TIJA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR IJTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT CORAR TOPIJID END ST
SPECIAL BRIDGE
SB XK XKOR COFQ ROLEN BIJC Bl.JP BAREA SS EL CHU ELCHO
1.2S 1.SS 2.70 .00 39.30 3.00 210.00 .00 2S7.00 2S7.00
*SECNO 1.400
6870 D.S. ENERGY OF 267.43 IS HIGHER THAN COMPUTED ENERGY OF 266.92
PRESSURE AND IJEIR FLOU, IJeir Submergence Based on TRAPEZOIDAL Shape
EGPRS EGLI.JC H3 QIJEIR QPR BAREA TRAPEZOID ELLC ELTRD IJEIRLN
AREA
269.83 267.S7 • 1S 1930. 444. 210 . 218. 263.00 264.20 373.
1
PAGE 12
3470 ENCROACHMENT STATIONS= 1551.0
1.400 9.02 266.82 .00
2350.0 .0 2350.0 .0
.34 .oo 6.27 .00
.002977 55. 55. 55.
*SECNO 1.410
3470 ENCROACHMENT STATIONS= 1551.0
1.410 9.19 266.99 .00
2350.0 .0 2350.0 .0
.34 .00 6.09 .00
.002728 50. 50. 50.
*SECNO 1.520
3470 ENCROACHMENT STATIONS= 1280.0
1.520 9.05 268.95 .00
2350.0 36.1 2280.0 33.9
.37 1.71 6.97 1. 71
.002899 636. 736. 686.
*************************************
HEC-2 \.IATER SURFACE PROFILES
Version 4.6.2; May 1991
*************************************
FEMA INPUT/OUTPUT FILE
EXISTING CONDITIONS vs FLOODWA Y
1611.0 TYPE= TARGET= 60.000
265.98 267.43 .61 .00 .00 264.00
.0 374.9 .0 99.7 25.8 100000.00
.000 .040 .000 .000 257.80 1551.00
2 0 5 .oo 60.00 1611.00
1611.0 TYPE= 1 TARGET= 60.000
266.20 267.57 .58 .14 .00 264.00
.0 385.6 .o 100.1 25.9 100000.00
.000 .040 .000 .000 257.80 1551.00
2 0 0 .00 60.00 1611.00
1340.0 TYPE= 1 TARGET= 60.000
268.14 269.68 .73 2.07 .05 265.40
21.2 327.3 19.9 106.5 26.9 264.90
.080 .040 .080 .000 259.90 1280.00
0 0 0 .00 60.00 1340.00
THIS RUN EXECUTED 29NOV95
NOTE-ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST
BEE CREEK -TRIBUTAR
SUMMARY PRINTOUT TABLE 110
SECNO C\.ISEL DIFK\.IS EG TOP\.llD QLOB QCH QROB PERENC STENCL STCHL
.640 251.84 .00 251.94 595.50 1338.96 506.93 904.11 .00 .00 1040.00
.640 251.84 •. 00 252. 18 255.00 1321.90 813.61 614.49 255.00 875.00 1040.00
.720 253.20 .00 253.31 585.03 1325.40 531. 76 892.84 .00 .00 1040.00
* .720 254.14 .94 254.33 255.00 1412.21 701.39 636.40 255.00 875.00 1040.00
.910 256.39 .00 256.48 599.17 1343.34 498.85 907.81 .00 .00 1040.00
.910 257 .37 .98 257.52 265.00 1427.59 657.38 665.04 265.00 870.00 1040.00
1.210 262.40 .00 262.62 581.96 1076.60 1107. 73 315.67 .00 .00 1777.00
1
14:35:53
STCHR STEN CR
1061.00 .oo
1061.00 1130.00
1061.00 .oo
1061.00 1130.00
1061.00 .00
1061.00 1135 .oo
1825.00 .00
1.210 262.92 .52
1.220 262.65 .00
1.220 263.12 .47
* 1.230 265.25 .oo
* 1.230 265.26 .01
1.240 265.27 .00
1.240 265.29 .03
* 1.360 265.35 .00
* 1.360 266.40 1.05
* 1.390 265.98 .00
1.390 266.82 .84
1.400 265.98 .00
1.400 266.82 .83
1.410 266.20 .00
1.410 266.99 .79
29NOV95 14:35:52
SECNO C\ISEL DIFKIJS
1.520 268.14 .00
1.520 268.95 .82
29NOV95 14:35:52
SUMMARY OF ERRORS AND SPECIAL NOTES
IJARNING SECNO= .no PROFILE=
CAUTION SECNO= 1.230 PROFILE=
IJARNING SECNO= 1.230 PROFILE=
CAUTION SECNO= 1.230 PROFILE=
IJARNING SECNO= 1.230 PROFILE=
IJARNING SECNO= 1.360 PROFILE=
IJARNING SECNO= 1.360 PROFILE=
IJARNING SECNO= 1.390 PROFILE=
29NOV95 14:35:52
FEMA INPUT/OUTPUT FILE
EXISTING CONDITIONS vs FLOODWA Y
263.15 292.05 1190.65 1199.14 110.20 350.00
262.80 615.24 1136.80 1019.83 343.37 .00
263.32 293.82 1226.59 1158.80 114.61 350.00
265.27 1019.91 1503. 16 511.73 485. 11 .00
265.32 312.66 1460.13 900.88 138.99 350.00
265.28 1020.36 1503.46 511.33 485.22 .00
265.35 312.95 1462.44 898.40 139. 17 350.00
266.23 194.43 219.91 2261.82 18.27 .00
267.19 60.00 .oo 2500.00 .00 60.00
266.52 231.04 279.05 2050.01 20.94 .00
267.43 60.00 .00 2350.00 .oo 60.00
266.52 231.89 281.68 2047.22 21.10 .00
267.43 60.00 .00 2350.00 .00 60.00
266.67 244.42 319.83 2006.65 23.51 .oo
267.57 60.00 .00 2350.00 .00 60.00
EG TOPIJID QLOB QCH QROB PERENC
268.55 310.46 401.02 1711.36 237.61 .00
269.68 60.00 36.10 2279.95 33.95 60.00
2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
1 HYDRAULIC JUMP D.S.
1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
2 HYDRAULIC JUMP D.S.
2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
Floodway width Sllll'llBry: BEE CREEK -TRIBUTAR
Profile No. 2
1
1500.00 1777.00 1825.00 1850.00
.00 1777.00 1825.00 .00
1500.00 1777.00 1825.00 1850.00
.00 1777.00 1825.00 .oo
1500.00 1777.00 1825.00 1850.00
.00 1777.00 1825.00 .00
1500.00 1777.00 1825.00 1850.00
.00 1551.00 1611.00 .oo
1551.00 1551.00 1611.00 1611.00
.00 1551.00 1611.00 .00
1551.00 1551.00 1611.00 1611.00
.00 1551.00 1611.00 .00
1551 .00 1551.00 1611.00 1611.00
.00 1551.00 1611.00 .00
1551.00 1551.00 1611.00 1611.00
PAGE 14
STENCL STCHL STCHR STENCR
.00 1286.00 1335.00 .00
1280.00 1286.00 1335.00 1340.00
PAGE 15
PAGE 16
Left
Section Elevation Top Encroach
Nl.llber Increase Width Station
FEMA INPUT/OUTPUT FILE
EXISTING COND ITIONS vs FL OODWA Y
left Sta Right Sta
Distance Distance Right
From Center From Encroach
Center Station Center Station
--------------------------------------------------------------------------------.640 .oo 255.00 875.00 175.50 1050.50 79.50 1130.00
.720 .94 255.00 875.00 175.50 1050.50 79.50 1130.00
.910 .98 265.00 870.00 180.50 1050.50 84.50 1135 .oo
1.210 .52 350.00 1500.00 301.00 1801.00 49.00 1850.00
1.220 .47 350.00 1500.00 301.00 1801.00 49.00 1850.00
1.230 .01 350.00 1500.00 301. 00 1801.00 49.00 1850.00
1.240 .03 350.00 1500.00 301.00 1801.00 49.00 1850.00
1.360 1.05 60.00 1551.00 30.00 1581.00 30.00 1611.00
1.390 .84 60.00 1551.00 30.00 1581.00 30.00 1611.00
1.400 .83 60.00 1551.00 30.00 1581.00 30.00 1611.00
1.410 .79 60.00 1551.00 30.00 1581.00 30.00 1611.00
1.520 .82 60.00 1280.00 30.50 1310.50 29.50 1340.00
29NOV95 14:35:52
FLOOOWAY DATA, BEE CREEK -TRIBUTAR
PROFILE NO. 2
FLOOOIJAY WATER SURFACE ELEVATION
STATION WIDTH SECTION MEAN IJITH IJITHOUT DIFFERENCE
AREA VELOCITY FLOOOIJAY FLOOOIJAY
.640 255. 740 . 3.7 251.8 251.8 .o
.720 255. 945. 2.9 254.1 253.2 .9
• 910 265 • 1039. 2.6 257.4 256.4 1.0
1.210 350. 859. 2.9 262.9 262.4 .5
1.220 350. 918. 2.7 263.1 262.6 .5
1.230 350. 1567. 1.6 265.3 265.3 .o
1.240 350. 1577. 1.6 265.3 265.3 .0
1.360 60. 350. 7.1 266.4 265.4 1.0
1.390 60. 375. 6.3 266 .8 266.0 .8
1.400 60 . 375. 6.3 266.8 266.0 .8
1.410 60. 386. 6.1 267.0 266.2 .8
1.520 60. 368. 6.4 268.9 268.1 .8
1
PAGE 17
APPENDIX4a
ORIGINAL FEMA DATA
"-'l · I l. ·····~··········~··········••4••······'·········~· •iC2 AELE,SE D•TFO ~o~ 16 u~o·'~~ ·~' .~,, --fH~J· :j~R; 01,02 110D1t1CHIOl1 • 50,5115P,5J t (; 9 1111 D I rJ C l T P "i !> r "II C H C '.l 1 ~· '"~ ~ • I • e •' • ; ' ) , ) I. · ' I • 7 1 I ••i•l•i••••••••••••••••••••••l••••••••I••••••••••• Tl ;OLLE~G STATIO~ fLOOO l~SU~a~cE )fJC' . f2 .. FL~ODN•T ~[TE~'11~•Tf0~ • ~e•~oo 1 -~L00C ~~,,~ Qu~ U BEE CREE'< -T.iJ~uH:;y-t-/•. "•IS"..'" l•EC,1TL[l ;111e11, 1i; .. e:sc l tftl NINV I a I A pru '1t TA I c M\l I 115 .;, W5EL re --t • ---------. 4 ! -----,, ~1 0 I o, c. --0 I 2'1.e•o ot ,12 . t1P1or iFlOT 1t•rvs •>ect XSEt:ll rN Al LDC IB• CH .. IH IT'IACE -' ~ 1.111·· .. •• •l.Ctl a, ~. o. o, C, DI 0. '6"Cilf&.t r:ooE~ fOll .u .. ~~~-~~l,!Ql!L ·--.. ----I I .lt,031 l ,800 34iOIO z,tto 43,00Q H.ooo 14 1 DOI ts,ooo u.ooo u.ooo •• n.ooo ~9 .ou '1, uo l 0 I 0011 u.ooo 53,0 .. 54,DDO •.ood u.~01 IH • .,I o. O• t1 o, t, o, O, 11 1. l ...• , 1,oot noo.iot~ 210-;ur:-:1110:000-· un;ati---2no;11r--rrh~oO--·-.i1ij"iDlir ... -O! _____ ----or -.11c ,, ... ·. o.ott· 1,011 ... o.uo a,uo o, . ·. 1. -tt o. o, .~t...,..,_t._ • _ _t_.__· ___ ,, · tj __ -______ ,L-_____ !J!f_· _. _. o, ____:_:__u ____ tn.~a~ __ un.eoo. __ ~·""'· " .. . ~ . . -. . _it_ . o,o40 -·-h!ooa Jll-a,oot ___ JOH';'oao o~ . _ __ 01 ~·-•· .. ___ .. •r. ____ ••,,u___.:.___ Oi . _ l Gii tto;ao1 no.ona ~ 2u.oot 64Diooo 2s,,aoo 120,ul U4.ooa . 111,odo 2tJ,ha. uoo,ooo ·~ ISS,900 1040,DGD 2,3,20• L044,SOO 2•1.~00 1046,,D : . ~······ . to5o•DDD 24t,too ~~51,ooa -:=--· :!~;;U----u:~:~~l---~~t~~· ____ por~o~~ 2'~:~~Q _ 1?1::00'---.-~'::oo ___ u•1:011 ___ ,,:;ou ___ u•:fooo · [.~' ---··-~-·----,--~-______ o ~ ------· o: _ __ o. .. _ _ _9, "_'______ a, __ _,__ __ ~-· __ -·--'~'·o°' __ uso,ooa _ _ _ _ _; . ; . -•t a;ne o. o. o: 42o!oto •21,oot : uo.•oo •• 1.,oe •i . ~· ;.'. .. •---'• .JI. o.._ Vi ___ -------•·------_'·"'---•·-· a&. 11a.ooe_un,ou _______ -----, . W\·· · -j ,:. e~ A iim -mt;,.-11,:: ... -... :;,.; m:;::: m::m-~::::::: --m:! ... ----_, :!·on _ _:__, :f ·· · -----·---·; : }• · ,~t , ·. •· •• . a, o~ t. t,Ut •· . ··••. '''°•''' use,aoo ~· • · ~ '!:'. . • . • ---· ···-----··------.. , -------·------.• ,.--~ . :. ·ti" '·t.1 "+ifft u,oot 11n,ooe aers';'oao u20:000 20sa,1u ans.aoa · •~ · •• •i ~ 4 '. \ \ { · a" ·--!•5,4U ___ uoo.aoo._ us,•o• _ ~100~000 • _ 20, uo. _ uo~.ooo ___ ~n. 100 __ noosou ___ 2ui•n _ U00.1oro . _ . -. . · · '.: ~ H ha. tot UDO, IOI 20, oat UDD:aoo t•t, 110 1 >00, DO• ·' . tH .soo · 1177<111 · 2H t tctwm, "' ·r · -' •R ;,1.•oe auo.aoo . U4.tot 11n;110 2~4.ua i1u,1ot ·.. 2)s,too . uu~uo uo.201 .. -111s1to\t.~~1cs 1) ~· Cll IU,111 U52,0GI 2to,4H . UOO:OOO 2631200 2t.OOJIOI .; ~ 2H,JOt •lOla'f•t__ 01 i ~~-~, t, lfi: ICCI ·'-' .. ~-~;l •r~·, -··-:--~ .-·;:-_~~--.-. •-·~--... -------· • -·-----ltf" --·. ~-: -.. fll f I Ii. ·"'f!ll""lll"'-"'• . ..,-. I \~.J .,. ~N\~· ·;~'··.·:' t ,. '··Y··l;,C ' • • t, I.. . . . It . I t I '-I •'" H I ~i .j; '~~ .. t . .,-~ -. : . ,: ·.-'";/"(-: ~ '.... : ) . _. . ~--. . ·--; ':' . . . . . . ~ :"""':";.: ··-·-~ .............. ~ ~ .. }·'·1'-ii ;.<. ' . q " . ~.. • ... , ........... --... • .,.~ tl:~"'T' ·-~~, Lt?t ..... ~ ... ··'· .. , .. ,. .. :-....... ~ ........ , ... ,;;r~ ....... ~ f r.r .... r' ·-·~,t r' •. "-~ ..-· ':."· •--..· .,a..:of'· · • '-· ('\ ~ ·.'I · .··,. ' • ,_,, .. 'ii·· · ·' " . . ' ; •. ··. j •. • ••.. ..,., .. 1 .. •. ·• ·!."''·•·; .,•·.· ~tA~~ff-~(~~t.!;~t~.t~~~:;:,~ .. ~r,'t~::t~ .. _i}f ~)~~~-·{-? i~i~ii~~-~~-~->>;i·"' · :::/i~~~-~-~'.; u1~~{; ~ :~-+~\~$;~:f-~. ., ... ·~. < ' .. ,., r " . ·-,. .. :-~ ~ ~."· ... , ... , ~-=-~-~-;: f .. :: •• • ~~, ........ ~.-::'.\~. "'!l~~~911i ·· ·~" mn·-·· -· · ··· J .... _,.) • "·'1"'!..;.'r.: · -· l·~-~-._ .... -.. ·. · · _ ~ ;;x..1·~.;; . · • .i' ··, ·"' >. . ... ;,-)'!~ i.. :f -v .. ·· t · , '• ti .... ..,~·· '.7 .• }~ , .. .1 ... 1 •·'"""~~·~··~i:-->t';.,·)·-:•"4• . .r-··-··' .... ·/_, ;.; ·'·· .--.~ .. ';,., -"'~"-' . ':"!""'~···, '.~..,~··: ;. _.._ __ ·.
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.lnau1Jt1il OfMltl11
t A~rtn7lt11 • MJIMO .ii
APPENDIXS
POST DEVELOPMENT INPUT I OUTPUT FILE
POST DEVELOPMENT INPUT/OUTPUT FILE
PROPOSED CONDITIONS vs FLOODWAY
1********************************************
* HEC-2 IJATER SURFACE PROFILES *
* * Version 4.6.2; May 1991
*
*
*
* * RUN DATE 14DEC95 TIME 14:23:17 *
********************************************
14DEC95 14:23:17
*************************************
HEC-2 IJATER SURFACE PROFILES
Version 4.6.2; May 1991
*************************************
T1 COLLEGE STATION FLOOO INSURANCE STUDY
x x xxxxxxx xxxxx
x x x x x
x x x x
xxxxxxx xx xx x
x x x x
x x x x x
x x xxxxxxx xxxxx
T2 FLOODIJAY DETERMINATION -METHOD 1 -FLOOD PLAIN RUN
T3 BEE CREEK -TRIBUTARY A
J1 ICHECK INQ NINV !DIR STRT METRIC HVINS
4
J2 NPROF !PLOT PRFVS XSECV XSECH FN AL LDC
J3 VARIABLE CODES FOR SUMMARY PRINTOUT
110 115 200
T 7 1700 2250 2750 3500 2750
NC 0.08 .08 ~OS 0.1 .3
9.1
.64 16 1040 1061
260 590 258 640 256 no
253.9 1040 253.2 1044.5 248.4 1046.5
253.5 1061 253.5 1100 254 1210
260 1500
ET 9.1
X1 o.n 17 1040 1061 420 420
GR 259.4 590 258.9 640 258.6 no
GR 250.6 1000 250.9 1040 250.2 1044.5
GR 246.1 1053 250.5 1061 250.5 1100
GR 255 1360 257 1500
xxxxx
Q
I BIJ
2750
254
248.4
256
420
253.6
245.4
251
***************************************
* U.S. ARMY CORPS OF ENGINEERS *
* HYDROLOGIC ENGINEERING CENTER *
* 609 SECOND STREET, SUITED *
* DAVIS, CALIFORNIA 95616-4687 *
* (916) 756-1104 *
***************************************
xxxxx
x x
x
xxxxx
x
x xxxxxxx
PAGE
THIS RUN EXECUTED 14DEC95 14:23:17
IJSEL
251.84
CHNIM
2750
785
1050
1290
785
1046.5
1210
FQ
!TRACE
875 1130
-4.5
253.6 1000
249.1 1053
258 1360
875 1130
252.8 800
245.4 1050
253 1290
POST DEVELOPMENT INPUT/OUTPUT FILE
PROPOSED CONDITIONS vs FLOODWAY
ET 9.1 870 1135
X1 0.91 16 1040 1061 1000 1000 1000
GR 260 590 258 640 256 no 254 785 253.6 1000
GR 253.9 1040 253.2 1044.5 248.4 1046.5 248.4 1050 249.1 1053
GR 253.5 1061 253.5 1100 254 1210 256 1290 258 1360
GR 260 1500
14DEC95 14:23:17 PAGE 2
QT 7 1600 2150 2500 3150 2500 2500 2500
ET 9.1 1500 1850
X1 1.21 19 1777 1825 1720 2050 1735
GR 265.4 1000 263.9 1100 262.8 1200 262.7 1300 261.6 1400
GR 260.9 1500 260 1600 260.1 1700 269.5 1777 258.1 1784
GR 257.9 1790 254.6 1795 254.9 1798 255.9 1801 260.2 1825
GR 261 . 1852 260.4 1900 263.2 2000 266.3 2100
ET 9.1 1500 1850
X1 1.22 50 50 50
X3
SB 1.25 1.55 2.7 19.1 1.4 138 254.9 254.9
· ET 9.1 1500 1850
X1 1.23 60 60 60
X2 262.7 264.5
X3
BT 7 1000 266.n 0 1200 264.7 0 1300 264.5 0
BT 1700 264.5 0 1900 265.13 0 2000 265.96 0 2100
BT 267.75 0 0 0 0 0 0 0 0 0
ET 0 0 9.1 1500 1850
X1 1.24 50 50 50
ET 9.1 1551 1611
X1 1.36 14 1551 1611 1109 1109 1109
10 264 264
2n.5 1000 270 1170 264 1500 264 1551 261.1 1557
260.4 1569 257.8 15n 257.8 1578 257.8 1584 262.9 1600
263.15 1611 285.2 1700 270 1940 273 2100
QT 7 1550 2050 2350 2900 2350 2350 2350
NC 0.08 0.08 .04
ET 9.1 1551 1611
1 1.39 50 50 50
X3 10 264 264
SB 1.25 1.55 2.7 39.3 3 210 257 257
ET 9.1 1551 1611
1 1.4 55 55 55
X2 263 264.2
X3 10 264 264
T 6 1000 271.85 0 1300 267.24 0 1500 264.9 0
BT 1563 264.3 0 1604 264.23 0 1700 265 0
14DEC95 14:23:17 PAGE 3
9.1 1SS1 1611
1.41 so so so
10 264 264
POST DEVELOPMENT INPUT/OUTPUT FILE
PROPOSED CONDITIONS vs FLOODWAY
ET
X1 1.52 17 1286 1335 636
GR 270.45 1000 270.21 1014 269.4
GR 261.8 1300 259.9 1304 260
GR 266.9 1400 287.45 1481.5 267.65
GR 273.61 1800 275.57 1900
14DEC95 14:23:17
SECNO DEPTH CWSEL CRIWS WSELK EG
Q QLOB QCH QROB ALOB ACH
TIME VLOB VCH VROB XNL XNCH
SLOPE XLOBL XLCH XLOBR ITRI AL IDC
*PROF 1
0
1
CCHV= .100 CEHV= .300
*SECNO .640
.640 7.94 251.84 .00 251.84 251. 94
2750.0 1339.0 506.9 904.1 739.1 114.5
.00 1.81 4.43 1. 79 .080 .050
.002989 0. o. 0. 0 0
*SECNO .no .no 7.98 253.38 .oo .00 253.56
2750.0 886.3 663.0 1200.7 443.7 115.3
.04 2.00 5.75 2.34 .080 .050
.004996 420. 420. 420. 2 0
*SECNO .910
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE,
.910 8.21 256.61 .00 .00 256.68
2750.0 1361.6 464.6 923.7 833.8 120.4
.18 1.63 3.86 1.61 .080 .050
• 002125 1000 • 1000. 1000. 3 0
*SECNO 1.210
3265 DIVIDED FLOW
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE,
1.210 7.60 262.20
2500.0 1019.7 1190.5
.31 1.96 5.88
• 005636 1720 • 1735.
*SECNO 1.220
14DEC95 14:23: 17
SECNO DEPTH CWSEL
Q QLOB QCH
TIME VLOB VCH
SLOPE XLOBL XLCH
3265 DIVIDED FLOW
1.220
2500.0
.31
7.94
1111.8
1. 71
262.54
1056.4
4.86
.00
289.7
1.67
2050.
CRillS
QROB
· VROB
XLOBR
.oo
331.8
1.49
.00
520.1
.080
3
llSELK
ALOB
XNL
ITRI AL
.00
652.1
.080
262.49
202.5
.050
0
EG
ACH
XNCH
IDC
262.72
217.3
.050
9.1
686
1100
1308
1500
HV
AROB
XNR
I CONT
.10
504.9
.080
0
.18
513.9
.080
0
KRATIO =
.07
573.5
.080
0
KRATIO =
.28
173.3
.080
0
HV
AROB
XNR
I CONT
.18
222.7
.080
736
266.1
260.1
268.n
HL
VOL
WTN
CORAR
.00
.0
.000
.00
1.60
11. 7
.000
.00
1.53
3. 11
41.6
.000
.00
.56
5.74
92.3
.000
.00
HL
VOL
WTN
CORAR
.22
93.4
.000
1200
1312
1600
CLOSS
TWA
ELMIN
TOPWID
.00
.0
243.90
595.50
.03
5.3
245.40
514.03
.01
18.3
248.40
616.44
.06
42.9
254.60
554.78
CLOSS
TWA
ELMIN
TOPWID
.01
43.6
254.60
1280
265.4
264.9
271.18
L·BANK ELEV
R·BANK ELEV
SSTA
END ST
249.40
249.00
706.40
1301.90
250.90
250.50
789.18
1303.21
253.90
253.50
695.23
1311.67
269.50
260.20
1345.30
1964.35
L·BANK ELEV
R·BANK ELEV
SSTA
END ST
269.50
260.20
1314.43
1340
1286
1335
1700
PAGE 4
PAGE 5
• 003S46 so . so. so. 2 0 0 .00 600.n 1976.47
SPECIAL BRIDGE
S227 DOUNSTREAM ELEV IS 261.46 I NOT 262.S4 HYDRAULIC JUMP OCCURS DOUNSTREAM CIF LOU FLOU CONTROLS)
SB XK XKOR COFQ ROLEN BIJC BIJP BAREA SS EL CHU ELCHO
1.2S 1.SS 2.70 .00 19.10 1.40 138.00 .oo 2S4.90 2S4.90
*SECNO 1.230
26S DIVIDED FLOU
302 IJARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 4.12
RESSURE AND IJEIR FLOU, IJeir Submergence Based on TRAPEZOIDAL Shape
EGPRS EGLIJC H3 QIJEIR QPR BAREA TRAPEZOID ELLC ELTRD IJEIRLN
AREA
270.44 . 266.10 . oo 103S • 1466. 138. 138. 262.70 264.SO no.
1.230 10.64 26S.24 .00 .00 26S.26 .01 2.S4 .00 269.SO
2SOO.O 1S02.3 S12.8 484.8 2319.4 338.0 756.7 96.6 44.7 260.20
.33 .6S 1.S2 .64 .080 .oso .080 .000 2S4.60 1010.00
• 000209 60. 60 • 60. 1 0 6 .00 1018.71 2066.13
*SECNO 1.240
26S DIVIDED FLOU
1.240 10.6S 26S.2S .00 .00 26S.27 .01 .01 .oo 269.SO
2SOO.O 1S02.7 S12.4 484.9 2322.S 338.2 757.8 100.S 4S.9 260.20
.3S .6S 1.S1 .64 .080 .oso .080 .000 2S4.60 1009.n
• 000208 so . so. so. 2 0 0 .00 1019.16 2066.27
14DEC95 14:23: 17 PAGE 6
SECNO DEPTH CIJSEL CRllJS IJSELK EG HV HL OLOSS L-BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL JIJA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR IJTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRI AL IDC !CONT CORAR TOPIJID END ST
'SECNO 1.360
3301 HV CHANGED MORE THAN HVINS
302 IJARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .1S
1.360 7.S4 26S.34 .00 .00 266.23 .88 .70 .26 264.00
2SOO.O 218.0 2263.9 18.1 118.S 286.7 9.7 149.3 61.3 263.1S
.39 1.84 7.90 1.86 .080 .oso .080 .000 2S7.80 142S.9S
.0092SO 1109. 1109. 1109. 2 0 0 .00 193.91 1619.87
SECNO 1.390
302 IJARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 1.S9
1.390 8.17 26S.97 .00 .oo 266.S2 .SS .26 .03 264.00
23SO.O 278.6 20SO.S 20.9 207.6 324.3 16.1 149.8 61.6 263.1S
.39 1.34 6.32 1.30 .080 .040 .080 .000 2S7 .80 1391.S1
• 003222 so . so. so. 3 0 0 .00 230.88 1622.39
POST DEVELOPMENT INPUT/OUTPUT FILE
PROPOSED CONDITIONS vs FLOODWAY
SPECIAL BRIDGE
SB XK XKOR COFQ ROLEN BIJC BIJP BAREA SS EL CHU ELCHO
1.2S 1.SS 2.70 .00 39.30 3.00 210.00 .00 2S7.00 2S7.00
*SECNO 1.400
687 0 D.S. ENERGY OF 266.S2 IS HIGHER THAN COMPUTED ENERGY OF 266.3S
PRESSURE AND IJEIR FLOIJ, \Jeir Submergence Based on TRAPEZOIDAL Shape
EGPRS EGLIJC H3 QIJEIR QPR BAR EA TRAPEZOID ELLC ELTRD IJEIRLN
AREA
268.99 266.6S • 13 1S16 • 830. 210. 218. 263.00 264.20 324.
1.400 8.18 26S.98 .oo .oo 266.S2 .S4 .00 .00 264.00
23SO.O 281.2 2047.7 21.1 210.0 32S.2 16.2 1SO.S 61.9 263 .1S
.40 1.34 6.30 1.30 .080 .040 .080 .ooo 257.80 1390.70
• 003184 S5 • SS. 55. 2 0 4 .00 231.75 1622.45
14DEC9S 14:23:17 PAGE 7
SECNO DEPTH CIJSEL CRllJS IJSELK EG HV HL OLOSS L-BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TIJA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR IJTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRI AL !DC I CONT CORAR TOPIJID END ST
*SECNO 1.410
1.410 8.40 266.20 .oo .00 266.67 .47 .15 .01 264.00
2350.0 319.S 2007.0 23.5 245.3 337.9 18.8 151.2 62.1 263.15
.40 1.30 5.94 1.25 .080 .040 .080 .000 257.80 1379.00
.002690 50. 50. so. 2 0 0 .00 244.31 1623.31
*SECNO 1.S20
265 DIVIDED FLO\J
1.S20 8.24 268.14 .00 .00 268.55 .41 1.87 .01 265.40
2350.0 401.0 1711.3 237.6 268.0 287.4 159.0 161.6 66.4 264.90
.44 1.50 5.96 1.49 .080 .040 .080 .000 259.90 1138.30
• 002S21 636. 736. 686 • 2 0 0 .00 310.46 1543.41
PAGE 8
T1 FLOODIJAY DETERMINATION • FLOOOIJAY RUN
3 BEE CREEK TRIBUTARY A
J1 I CHECK INQ NINV !DIR STRT METRIC HVINS Q IJSEL FQ
6 251.84
J2 NPROF !PLOT PRFVS XSECV XSECH FN AL LDC I BIJ CHNIM IT RACE
2
14DEC95 14:23:17 PAGE 9
SECNO DEPTH C\JSEL CRllJS IJSELK EG HV HL OLOSS L·BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TIJA R·BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR IJTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRI AL IDC !CONT CORAR TOPIJID END ST
POST DEVELOPMENT INPUT/OUTPUT FILE
PROPOSED CONDITIONS vs FLOODWAY
*PROF 2
0
CCHV= .100 CEHV= .300
*SECNO .640
3280 CROSS SECTION .64 EXTENDED .84 FEET
470 ENCROACHMENT STATIONS= 875.0 1130.0 TYPE= 1 TARGET= 255.000
.640 7.94 251.84 .00 251.84 252.18 .34 .00 .00 249.40
2750.0 1321.9 813.6 614.5 431.6 114.5 193.9 .0 .o 249.00
.oo 3.06 7.10 3.17 .080 .050 .080 .000 243.90 875.00
.007698 o. o. 0. 0 0 0 .00 255.00 1130.00
*SECNO .no
3470 ENCROACHMENT STATIONS= 875.0 1130.0 TYPE= 1 TARGET= 255.000
.no 8.86 254.26 .oo 253.38 254.47 .22 2.28 .01 250.90
2750.0 1277.9 764.3 707.8 511.5 133.8 257.2 7.9 2.5 250.50
.03 2.50 5. 71 2.75 .080 .050 .080 .000 245.40 875.00
.004046 420. 420. 420. 3 0 0 .00 255.00 1130.00
*SECNO .910
470 ENCROACHMENT STATIONS= 870.0 1135.0 TYPE= 1 TARGET= 265.000
.910 9.10 257.50 .00 256.61 257.64 .14 3.16 .01 253.90
2750.0 1437.4 645.3 667.3 642.1 139.0 293.6 30.6 8.4 253.50
.13 2.24 4.64 2.27 .080 .050 .080 .000 248.40 870.00
• 002540 1000 • 1000. 1000. 4 0 0 .00 265.00 1135.00
*SECNO 1.210
a265 DIVIDED FLO'ol
3470 ENCROACHMENT STATIONS= 1500.0 1850.0 TYPE= 1 TARGET= 350.000
1.210 8.26 262.86 .00 262.20 263.10 .24 5.42 .03 269.50
2500.0 1178.9 1212.3 108.7 552.7 231.2 57.2 69.8 19.8 260 .20
.27 2.13 5.24 1.90 .080 .050 .080 .000 254.60 1500.00
.003840 1720. 1735. 2050. 3 0 0 .00 291.51 1850.00
14DEC95 14:23:17 PAGE 10
SECNO DEPTH C\JSEL CRI\olS lolSELK EG HV HL CLOSS L-BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TlolA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR lolTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC !CONT CORAR TOP\olID END ST
*SECNO 1.220
265 DIVIDED FLO'ol
3470 ENCROACHMENT STATIONS= 1500.0 1850.0 TYPE= 1 TARGET= 350.000
1.220 8.47 263.07 .00 262.54 263.28 .20 .17 .00 269.50
2500.0 1218.1 1168.3 113.6 600.4 240.6 62.5 70.8 20.1 260.20
.27 2.03 4.86 1.82 .080 .050 .080 .000 254.60 1500.00
• 003145 50. 50 • 50. 2 0 0 .00 293.39 1850.00
POST DEVELOPMENT INPUT/OUTPUT FILE
PROPOSED CONDITIONS vs FLOODW A Y
SPECIAL BRIDGE
5227 DOIJNSTREAM ELEV IS 261.46 I NOT 263.07 HYDRAULIC JUMP OCCURS DOIJNSTREAM (If LOW FLOW CONTROLS)
SB XK XKOR COFQ ROLEN BWC BWP BAREA SS EL CHU ELCHO
1.25 1.55 2.70 .00 19.10 1.40 138.00 .00 254.90 2S4 ~90
*SECNO 1.230
3265 DIVIDED FLOW
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.21
PRESSURE AND WEIR FLOW, Weir Submergence Based on TRAPEZOIDAL Shape
EGPRS EGLWC H3 QWEIR QPR BAREA TRAPEZOID ELLC ELTRD WEIRLN
AREA
270.97 . 266 .12 .oo 1169. 1331. 138. 138. 262.70 264.SO 782.
3470 ENCROACHMENT STATIONS= 1500.0 18SO.O TYPE= TARGET= 3SO.OOO
1.230 10.65 265.2S .00 26S.24 26S.31 .06 2.04 .00 269.SO
2500.0 1459.7 901.3 139.0 1109.8 338.3 117 .1 72.S 20.6 260.20
.28 1.32 2.66 1.19 .080 .oso .080 .000 2S4.60 1SOO.OO
.000644 60. 60. 60. 2 0 6 .00 312.62 18SO.OO
*SECNO 1.240
14DEC9S 14:23:17 PAGE 11
SECNO DEPTH C\JSEL CRIWS WSELK EG HV HL CLOSS L-BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC !CONT CORAR TOPWID END ST
3265 DIVIDED FLOW
3470 ENCROACHMENT STATIONS= 1500.0 18SO.O TYPE= TARGET= 3SO.OOO
1.240 10.69 265.29 .00 26S.2S 26S.34 .06 .03 .00 269.SO
2500.0 1462 .1 898.8 139.1 1117.7 339.8 117.9 74.3 20.9 260.20
.29 1.31 2 .6S 1.18 .080 .oso .080 .000 2S4.60 1SOO.OO
.000632 50. so . so. 2 0 0 .00 312.91 18SO.OO
*SECNO 1.360
3301 HV CHANGED MORE THAN HVINS
3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .31
3470 ENCROACHMENT STATIONS= 15S1.0 1611.0 TYPE= 1 TARGET= 60.000
1.360 8.60 266.40 .00 26S.34 267.19 .79 1.63 .22 264.00
2500.0 .o 2500.0 .o .0 3S0.2 .0 98.8 2S.7 100000.00
.33 .00 7.14 .00 .000 .oso .000 .000 257.80 15S1.00
• 006498 1109. 1109 • 1109. 2 0 0 .00 60.00 1611.00
*SECNO 1.390
3470 ENCROACHMENT STATIONS= 1S51.0 1611.0 TYPE= 1 TARGET= 60.000
1.390 9.01 266.81 .00 26S.97 267.42 .61 .21 .02 264.00
23SO.O .0 23SO.O .o .0 374.9 .0 99.3 2S.7 100000.00
.33 .00 6.27 .• 00 .• 000 .040 .000 .000 2S7.80 1SS1.00
• 002976 so . 50 . so. 2 0 0 .00 . 60.00 1611.00
POST DEVELOPMENT INPUT/OUTPUT FILE
PROPOSED CONDITIONS vs FLOODWAY
SPECIAL BRIDGE
SB XIC XICOR COFQ ROLEN BUC B\JP BAR EA SS EL CHU ELCHO
1.25 1.55 2.70 .00 39.30 3.00 210.00 .00 257.00 257,00
*SECNO 1.400
14DEC95 14:23:17 PAGE 12
SECNO DEPTH C\JSEL CRIUS \/SELIC EG HV HL OLOSS L-BANIC ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TUA R-BANK ELEV
TIME VLOB VCH VROB XNL XNCH XNR UTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC !CONT CORAR TOP\110 END ST
6870 D.S. ENERGY OF 267.42 IS HIGHER THAN COMPUTED ENERGY OF 266.92
PRESSURE AND \JEIR FLOIJ, Ueir Subnergence Based on TRAPEZOIDAL Shape
EGPRS EGL UC H3 QUEIR QPR BAREA TRAPEZOID ELLC ELTRD UEIRLN
AREA
269.83 267.57 • 15 1929 • 444. 210. 218. 263.00 264.20 373.
3470 ENCROACHMENT STATIONS= 1551.0 1611.0 TYPE= 1 TARGET= 60.000
1.400 9.01 266.81 .00 265.98 267.42 .61 .00 .00 264.00
2350.0 .0 2350.0 .0 .0 374.8 .0 99.7 25.8 100000.00
.34 .oo 6.27 .00 .000 .040 .000 .000 257.80 1551.00
.002978 55. 55 . 55. 2 0 5 .00 60.00 1611.00
*SECNO 1.410
3470 ENCROACHMENT STATIONS= 1551.0 1611.0 TYPE= 1 TARGET= 60.000
1.410 9.19 266.99 .00 266.20 267 .57 .58 .14 .oo 264.00
2350.0 .0 2350.0 .0 .o 385.6 .0 100.2 25.9 100000.00
.34 .00 6.09 .00 .000 .040 .000 .000 257.80 1551.00
.002n9 so. 50. 50. 2 0 0 .00 60.00 1611.00
*SECNO 1.520
470 ENCROACHMENT STATIONS= 1280.0 1340.0 TYPE= 1 TARGET= 60.000
1.520 9.05 268.95 .00 268. 14 269.68 .73 2.07 .05 265.40
2350.0 36.1 2280.0 33.9 21.2 327.3 19.9 106.5 26.9 264.90
.37 1. 71 6.97 1. 71 .080 .040 .080 .000 259.90 1280.00
• 002899 636 • 736. 686. 0 0 0 .00 60.00 1340.00
THIS RUN EXECUTED 14DEC95 14:23:18
*************************************
HEC-2 YATER SURFACE PROFILES
Version 4.6.2; May 1991
*************************************
NOTE-ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST
POST DEVELOPMENT INPUT/OUTPUT FILE
PROPOSED CONDITIONS vs FLOODWAY
BEE CREEK -TRIBUTAR
RY PRINTOUT TABLE 110
SECNO C\/SEL DI FICUS EG TOPWID QLOB QCH QROB PERENC STENCL STCHL STCHR STEN CR
.640 251.84 .00 251. 94 595.50 1338.96 506.93 904.11 .00 .00 1040.00 1061.00 .00
.640 251.84 .00 252.18 255.00 1321.90 813.61 614.49 255.00 875.00 1040.00 1061.00 1130.00
.no 253.38 .oo 253.56 514.03 886.31 662.95 1200.73 .00 .00 1040.00 1061.00 . .00
.no 254.26 .88 254.47 255.00 1277.93 764.28 707.79 255.00 875.00 1040.00 1061.00 1130.00
* .910 256.61 .00 256.68 616.44 1361.64 464.61 923.75 .00 .00 1040.00 1061.00 .00
.910 257.50 .89 257.64 265.00 1437.41 645.29 667.30 265.00 870.00 1040.00 1061.00 1135.00
* 1.210 262.20 .00 262.49 554.78 1019.74 1190.53 289 .73 .00 .oo 1m.oo 1825.00 .00
1.210 262.86 .65 263.10 291.51 1178. 93 1212.33 108.75 350.00 1500.00 1m.oo 1825.00 1850.00
1.220 262.54 .00 262.n 600.77 1111.79 1056.38 331.83 .00 .00 1m.oo 1825.00 .00
1.220 263.07 .53 263.28 293.39 1218. 13 1168.29 113.58 350.00 1500.00 1m.oo 1825.00 1850.00
1.230 265.24 .00 265.26 1018.71 1502.35 512.82 484.83 .00 .00 1m.oo 1825.00 .00
* 1.230 265.25 .01 265.31 312.62 1459.75 901.29 138.96 350.00 1500.00 1m.oo 1825.00 1850.00
1.240 265.25 .00 265.27 1019.16 1502.65 512.41 484.94 .00 .00 1m.oo 1825.00 .00
1.240 265.29 .03 265.34 312.91 1462.07 898.79 139. 14 350.00 1500.00 1m.oo 1825.00 1850.00
* 1.360 265.34 .00 266.23 193.91 217.96 2263.89 18 .15 .oo .00 1551.00 1611.00 .00
1.360 266.40 1.06 267.19 60.00 .00 2500.00 .00 60.00 1551.00 1551.00 1611.00 1611.00
1.390 265.97 .00 266.52 230.88 278.58 2050.51 20.91 .00 .00 1551.00 1611.00 .00
1.390 266.81 .84 267.42 60.00 .00 2350.00 .00 60.00 1551.00 1551.00 1611.00 1611.00
1.400 265.98 .00 266.52 231. 75 281.24 2047.68 21.08 .00 .00 1551.00 1611.00 .00
1.400 266.81 .84 267.42 60.00 .00 2350.00 .00 60.00 1551.00 1551.00 1611.00 1611.00
1.410 266.20 .00 266.67 244.31 319.48 2007.03 23.49 .00 .00 1551.00 1611.00 .oo
1.410 266.99 .79 267 .57 60.00 .00 2350.00 .00 60.00 1551.00 1551.00 1611.00 1611.00
14DEC95 14:23: 17 PAGE 14
SECNO C\/SEL DIFKWS EG TOPWID QLOB QCH QROB PERENC STENCL STCHL STCHR STEN CR
1.520 268 . 14 .00 268.55 310.46 401.03 1711.35 237.62 .00 .00 1286.00 1335.00 .00
1.520 268.95 .82 269.68 60.00 36.10 2279.95 33.95 60.00 1280.00 1286.00 1335.00 1340.00
14DEC95 14:23: 17 PAGE 15
SUMMARY OF ERRORS AND SPECIAL NOTES
WARNING SECNO= .910 PROFILE= CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
RNING SECNO= 1.210 PROFILE= CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
CAUTION SECNO= 1.230 PROFILE= 1 HYDRAULIC JUMP D.S.
\!ARNING SECNO= 1.230 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
UTION SECNO= 1.230 PROFILE= 2 HYDRAULIC JUMP D.S.
NING SECNOz 1.230 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
WARNING SECNO= 1.360 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
NING SECNO= 1.360 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
RNING SECNO= 1.390 PROFILE= CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE
14DEC95 14:23:17 PAGE 16
POST DEVELOPMENT INPUT/OUTPUT FILE
PROPOSED CONDITIONS vs FLOODWAY
Floodway width sUllll8ry: BEE CREEK -TRIBUTAR
Profile No. 2
Left Sta Right Sta
Left Distance Di stance Right
Section Elevation Top Encroach From Center From Encroach
Nl.llber Increase lolidth Station Center Station Center Station
--------------------------------------------------------------------------------.640 .00 255.00 875.00 175.50 1050.50 79.50 1130.00 .no .88 255.00 875.00 175.50 1050.50 79.50 1130.00
.910 .89 265.00 870.00 180.50 1050.50 84.50 1135.00
1.210 .65 350.00 1500.00 301.00 1801.00 49.00 1850.00
1.220 .53 350.00 1500.00 301.00 1801 .00 49.00 1850.00
1.230 .01 350.00 1500.00 301.00 1801.00 49.00 1850.00
1.240 .03 350.00 1500.00 301.00 1801.00 49.00 1850.00
1.360 1.06 60.00 1551.00 30.00 1581.00 30.00 1611.00
1.390 .84 60.00 1551.00 30.00 1581.00 30.00 1611.00
1.400 .84 60.00 1551.00 30.00 1581.00 30.00 1611.00
1.410 .79 60.00 1551.00 30.00 1581.00 30.00 1611.00
1.520 . .82 60.00 1280.00 30.50 1310.50 29.50 1340.00
14DEC95 14:23:17 PAGE 17
FLOOOIJAY DATA, BEE CREEK -TRIBUTAR
PROFILE NO. 2
FLOOOIJAY -------WATER SURFACE ELEVATION
STATION WIDTH SECTION MEAN WITH WITHOUT DIFFERENCE
AREA VELOCITY FLOOOWAY FLOOOWAY
• 640 255 • 740. 3.7 251.8 251.8 .0 . no 255 • 902. 3.0 254.3 253.4 .9
.910 265. 1075. 2.6 257.5 256.6 .9
1.210 350. 841. 3.0 262.9 262.2 .7
1.220 350. 903. 2.8 263.0 262.5 .5
1.230 350. 1565. 1.6 265.2 265.2 .o
1.240 350. 1575. 1.6 265.3 265.3 .0
1.360 60. 350. 7.1 266.4 265.3 1.1
1.390 60. 375. 6.3 266.8 266.0 .8
1.400 60. 375. 6.3 266.8 266.0 .8
1.410 60. 386. 6.1 267.0 266.2 .8
1.520 60. 368. 6.4 268.9 268.1 .8
POST DEVELOPMENT SUMMARY TABLES
PROPOSED CONDITIONS vs FLOODWAY
•-----------------------------------*
S U M P 0
Interactive Sl..Ufllary Printout
for MS/PC-DOS micro c~ters
May 1991
*-----------------------------------*
NOTE -Asterisk (*) at left of profile nl.lllber
indicates message in Sl..Ufllary of errors
list
BEE CREEK -TRIBUTAR
Sl..Ufllary Printout
SECNO DIFWSX HV HL SSTA END ST TOPWID ELMIN
.64 .00 .10 .oo 706.40 1301.90 S9S.SO 243.90
.64 .00 .34 .00 875.00 1130.00 2SS.OO 243.90
.n 1.S4 .18 1.60 789.18 1303.21 S14.03 24S.40
.72 2.42 .22 2.28 875.00 1130.00 2SS.OO 24S.40
* .91 3.23 .07 3.11 69S.23 1311.67 616.44 248.40
.91 3.2S .14 3.16 870.00 113S.OO 26S.OO 248.40
* 1.21 S.S9 .28 S.74 134S.30 1964.3S SS4.78 2S4.60
1.21 S.3S .24 S.42 1SOO.OO 18SO.OO 291.S1 2S4.60
1.22 .34 .18 .22 1314.43 1976.47 600.77 2S4.60
1.22 .22 .20 .17 1SOO.OO 1850.00 293.39 254.60
* 1.23 2.70 .01 2.54 1010.00 2066. 13 1018.71 2S4.60
* 1.23 2.18 .06 2.04 1SOO.OO 18SO.OO 312.62 2S4.60
1.24 .01 .01 .01 1009.n 2066.27 1019.16 2S4.60
1.24 .03 .06 .03 1500.00 1850.00 312.91 254.60
* 1.36 .09 .88 .70 142S.9S 1619.87 193.91 257.80
* 1.36 1. 11 .79 1.63 1551.00 1611.00 60.00 257.80
* 1.39 .63 .SS .26 1391.S1 1622.39 230.88 257.80
1.39 .41 .61 .21 1551.00 1611.00 60.00 2S7.80
1.40 .01 .S4 .00 1390.70 1622.45 231.75 257.80
1.40 .00 .61 .00 1SS1.00 1611.00 60.00 257.80
1.41 .22 .47 .15 1379.00 1623.31 244.31 257.80
1.41 .18 .58 .14 1551.00 1611.00 60.00 257.80
1.52 1.94 .41 1.87 1138.30 1543.41 310.46 259.90
1.52 1.96 .73 2.07 1280.00 1340.00 60.00 2S9.90
POST DEVELOPMENT SUMMARY TABLES
PROPOSED CONDITIONS vs FLOODWAY
NOTE -Asterisk C*) at left of profile n...iber
indicates message in Sl.ITITl8ry of errors
list
BEE CREEK -TRIBUTAR .
Sl.lllll8ry Printout
SECNO C\JSEL AREA Q QLOB QCH QROB Q\JEIR
.64 251.84 1358.51 2750.00 1338.96 506.93 904.11 .00
.64 251.84 739.99 2750.00 1321.90 813.61 614.49 .00
.72 253.38 1072.88 2750.00 886.31 662.95 1200.73 .00 .n 254.26 902.48 2750.00 1277.93 764.28 707.79 .00
• .91 256.61 1527.73 2750.00 1361.64 464.61 923.75 .00
.91 257.50 1074.68 2750.00 1437.41 645.29 667.30 .00
• 1.21 262.20 895.90 2500.00 1019.74 1190.53 289.73 .oo
1.21 262.86 841.11 2500.00 1178.93 1212.33 108.75 .00
1.22 262.54 1092.09 2500.00 1111.79 1056.38 331.83 .00
1.22 263.07 903.49 2500.00 1218.13 1168.29 113.58 .00
• 1.23 265.24 3414.22 2500.00 1502.35 512.82 484.83 1034.56 • 1.23 265.25 1565.14 2500.00 1459.75 901.29 138.96 1169.39
1.24 265.25 3418.48 2500.00 1502.65 512.41 484.94 .00
1.24 265.29 1575.41 2500.00 1462.07 898.79 139.14 .00
• 1.36 265.34 414.95 2500.00 217.96 2263.89 18.15 .00 • 1.36 266.40 350.24 2500.00 .00 2500.00 .00 .00
• 1.39 265.97 547.95 2350.00 278.58 2050.51 20.91 .00
1.39 266.81 374.90 2350.00 .00 2350.00 .oo .00
1.40 265.98 551.36 2350.00 281.24 2047.68 21.08 1516.49
1.40 266.81 374.81 2350.00 .00 2350.00 .00 1929.27
1.41 266.20 601.99 2350.00 319.48 2007.03 23.49 .00
1.41 266.99 385.56 2350.00 .00 2350.00 .00 .00
1.52 268.14 714.44 2350.00 401.03 1711.35 237.62 .00
1.52 268.95 368.36 2350.00 36.10 2279.95 33.95 .00
POST DEVELOPMENT SUMMARY TABLES
PROPOSED CONDITIONS vs FLOODWAY
NOTE -Asterisk (*) at left of profile nl.illber
indicates message in Sl61ll\ary of errors
list
BEE CREEK -TRIBUTAR
Sl6llllary Printout
SECNO TOP\JID VLOB VCH VROB C\JSEL Q QCH
.64 595.50 1.81 4.43 1.79 251.84 2750.00 506.93
.64 255.00 3.06 7.10 3.17 251.84 2750.00 813.61
.72 514.03 2.00 5.75 2.34 253.38 2750.00 662.95
.72 255.00 2.50 5. 71 2.75 254.26 2750.00 764.28
* .91 616.44 1.63 3.86 1.61 256.61 2750.00 464.61
.91 265.00 2.24 4.64 2.27 257.50 2750.00 645.29
* 1.21 554.78 1.96 5.88 1.67 262.20 2500.00 1190.53
1.21 291.51 2.13 5.24 1.90 262.86 2500.00 1212.33
1.22 600.77 1.71 4.86 1.49 262.54 2500.00 1056.38
1.22 293.39 2.03 4.86 1.82 263.07 2500.00 1168.29
* 1.23 1018. 71 .65 1.52 .64 265.24 2500.00 512.82
* 1.23 312.62 1.32 2.66 1.19 265.25 2500.00 901.29
1.24 1019.16 .65 1.51 .64 265.25 2500.00 512.41
1.24 312.91 1.31 2.65 1.18 265.29 2500.00 898.79
* 1.36 193.91 1.84 7.90 1.86 265.34 2500.00 2263.89
* 1.36 60.00 .00 7.14 .00 266.40 2500.00 2500.00
* 1.39 230.88 1.34 6.32 1.30 265.97 2350.00 2050.51
1.39 60.00 .00 6.27 .00 266.81 2350.00 2350.00
1.40 231. 75 1.34 6.30 1.30 265.98 2350.00 2047.68
1.40 60.00 .00 6.27 .oo 266.81 2350.00 2350.00
1.41 244.31 1.30 5.94 1.25 266.20 2350.00 2007.03
1.41 60.00 .oo 6.09 .00 266.99 2350.00 2350.00
1.52 310.46 1.50 5.96 1.49 268.14 2350.00 1711.35
1.52 60.00 1. 71 6.97 1. 71 268.95 2350.00 2279.95
D
D
D
D
Drainage Development Permit
Issuance Checklist
$ l 00.00 Fee Paid
Application Complete/Signed
Erosion Cont rol Plan (submitted & approved)
If Site > 5 Acres Is N 0 .1. Submitted
Drainage Report/Letter (s ubmit ted & approved)
$300 Fee Paid -For Subd ivision In spection (if app li cable)
"Th e above check li st must be complete prior to issuing a full drainage
permit on a project. To issue a partial permit for clearing and grading
onl y, a ll items minus the drainage report mu s t be complete Please initial
in ea ch box i r you check off an y of these items "
Figure XII
Development Permit
City of College Station, Texas
Site L egal Description : 3. 77 acres save & except ·.414 acres out of the Morgan Rector League
2700 East ByPass Ste 2000
Site Owner: Karbrooke, Inc Address : College Station, Tx 77845
Telephone : 409-693-2467
Architect/
Engineer : Kling Engineering
Contractor: Karbrooke, Inc
Date Application Filed : ________ _
4103 S. Texas Ave Ste 212
Address: Bryan, Tx 7780l-
Telephone No : 409-846-6212
2700 East ByPass Ste 2000
Address : College Station, Tx 77845
Telephone No : 409-6._9_3_-_2_46_7 ____ _
Approved : ___________ _
Application is hereby made for the following development specific waterway alterations :
Retaining Wall -for specifications please see attached site plan
D Applicat ion Fee
D Signed Certifications
D Drainage and erosion control plan, with supporting Drainage Report two (2) copies each .
D Site and Construction Plans, with supporting Drainage Report two (2) copies each.
D Other:
------------------------------~
ACKNOWLEDGMENTS :.
I , B . ,J K 1 in g , design engineer, 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
Figure XII Continued
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 ,~.~ ~\..,J\b\,\., , 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 alteratio ~~opment are consistent with requirements of
the City of College Station City Code ~ ~::l\w..erning encroachments of floodways and of ~"*· .. ~~ ... floodway fringes . ,,,_.,. ··"\it·~ --+-w:::---~~1£..M'"---"'· ~-or..1*_~t._ .. s.:r:I9~9:~ JM.Lu J 9 tcS~ ,~\ 2.4705 ~fR L w;~ •• 4>-tGJ rfr?~'~; .. ~~-.... ~""' ~,.,
I, ___________ __, cla~'"· · P proposed alterations do not raise the level
of the 100 year flood above elevation estabt's~'tct'fn 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.
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 .
KARBROOKE. INC.
2700 EAST BY PASS STE 2000
COLLEGE STATION , TX 77845
PAY **ONE HUNDRED DOLLARS AND 00/100
TO THE
ORD ER OF
City of College Station
VICTORIA BANK & TRUST
MEMBER VICTORIA BANKSHARES ,INC ., MEMBER FDIC
BRYAN , TX 77805-0913
88-254-11310
DATE
07/06/95
AMOUNT
**$100.00**
2596