HomeMy WebLinkAbout49 Development Permit 281 KD Timmons SH30 SH6 ChevronDEVELOPMENT PERMIT
PERMIT NO. #281
FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Lot 3, Block 1, Harv ey Road East
SITE ADDRESS:
Corner of SH 30 and SH 6 Frontage Road
OWNER: L T"\ • 1 11 t. Tall Properties r--""""\t~ \...J.1\-WfoY\
1220 South College
College Station
DRAINAGE BASIN:
Carter Creek
TYPE OF DEVELOPMENT:
This permit is valid for fill only, per the approved g rading plan. Fill must be spread
immediately. As per the City of College Station Drainage Ordinance, all areas that are
graded and stripped of natural cover shall receive at least a 6" finish layer of topsoil
and be reseeded.
Contractor shall prevent silt and debris from leaving the site in accordance with the
City of Coll ege Station Drainage Policy and Design Criteria. Owner and/or contractor
shall be responsible for any damage to existing city streets or infrastructure due to
heavy machinery and/or equipment.
This permit being temporary, is valid for sixty (60) days from the date shown below,
and is not intended to allow the complete development of the site as proposed. Any
work peiformed after the expiration of this permit is not cove red, and is considered
unauthorized.) use this paragraph for fill permits and partial permits
In accordance with Chapter 13 of the Code of Ordinances of the City of College
Station, measures shall be taken to insure that debris from construction , erosion, and
sedimentation shall not be deposited in city streets, or existing drainage facilities.
I hereby grant this permit for development of an area inside/outside the special
fl od hazard area. All development shall be in accordance with the plans and
s cifications submitted to and approved by the City Engineer in the development
e mit application for the above named project and all of the codes and ordinances of
, City of College S tion that apply.
Date
Figur·e XU
Development Permit
City of College Station, Texas
Site Legal Description : lot 3 H-<>-(V'/ eo,._J ~+-5~liu\~
Address : I '2. 'ZO ~O ofl {.,; t les c
Telephone: __ L_\ O"'l-=---_-__ '&_2-_2_--_1....::~~A-'-t_.__f
Site Owner: _l'--~-1 \ __ µ_Po__J.p_~ r_+_'IP_~_\..._}--C___
Architect/
Engineer : --'~""-"'"'-'-f-'r'--e-"--tf---"-'---'\=:_-_"'$~,_·~---Address : ____________ _
Telephone No : __________ _
lJ (
Contractor: -=)0:....>L)!<....V\'-'-.'-'°)+----'L®='---'--'-}r"""'--"-°'-'-'-'cto......_l'---5~ Address: ttWi Z I \).l?st-----'---+--'--"--=------
Telephone No : _5?.=i-"'i=-=--1__,_,,tR<->0""-'~=-----
Date Application Filed : __ 3>_-_2._Y_-t1_S __ _ Approved : ___________ _
Application is hereby made for the following development specific waterway alterations:
0
0
t·,11 +or
£, , desig n engineer, hereby acknowledge or affirm that:
~ ·::~ 90 () .... ~,;
The infonnati ~~~~(§.Q.1~~ ··~-contained in the above plans and supporting documents comply
with the current ~t~~~~~g-o f 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 ~nstruct the improvements
proposed in this application a;o~diJ to the se documents and the requirements of Chapter 13 of
-the-C-ol-1~-re -hs ~·'--o -L../_:-'--~-~--£3 /~/~fl , #J/12-J ~ ~t1 /;S fo~
Property Ow r(s) Contract ~
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.
3-2~-9~
Date
, •, <:>~ , 11,~~··.~ISTE~~_...~<ct.: D ate •• .r,()· ........ ~~"\;
'" NAL "'" ---,,,,,,,,,,, ...
I, , do certify th at the proposed alterations do no t raise the level
of the 100 year fl oo d 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 th e Code of Ordinances of the City of College Station,
measures shall be taken to in su re that debris from construction, erosion, and sedimentation shall
not be d epos ited in c ity streets . or existing drainage facilitie s .
I hereby grant this permit for development . All deve lopment 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 .
XI. Drainage Plan Submittal Requirements
A . Review Process
The development permitting process requires an approved drainage plan for any subdivision
platting activity, any replatting process, any development requiring site plan review only, and
any development on existing commercial, high-density, or industrial lot or tract. The review
process for any drainage plan involves a two-or three-step process. The preliminary drainage
conference with the Administrator and a final drainage plan is required for all development
permits . If desired, a preliminary drainage plan may be submitted .
B. General Drainage Plan Requirements
The submitted drainage plan must satisfy the requirements of the City of College Station
Stormwater Management Ordinance, the requirements of the City of College Station Drainage
Policy and Design Standards, and the specific requirements of this section of the Standards.
C. Preliminary Drainage Conference
1 . The drainage design concept for the proposed development shall be discussed with the
Administrator prior to the development of any specific design or plan preparation. The
parties representing the proposed development shall obtain all resources , plans , and
references necessary to discuss the items below . The conference shall address the following
information relative to the proposed development.
a. General Location
(1) Local streets, within and adjacent to the development
(2) Primary and secondary drainageways and drainage facilities in the vicinity
(3) Names of surrounding developments
b. Property Description
(1) Acreage
(2) Type of land cover (both existing and proposed)
(3) Name of Owner and type of development
(4) Current zoning status and proposed change, if any
c . Primary Drainage Basin Description
( l) Basin drainage characteristics
(2) Related previous drainage studies
(3) Flood Insurance Maps
d. Secondary Drainage Basin Description -Discussion of onsite and offsite drainage flow
patterns and anticipated impact on existing and ultimate development
e. Drainage Facility Design
(1) General Concept
a .) Discussion of concept and typical drainage patterns (This shall include the
delineation of the pathways for conducting the discharges from the site to the
Primary Drainage System)
b.) Discussion of compliance with offsite runoff considerations
c .) Discussion of the content of tables , charts , figures , or drawings to be
presented in the report
(2) Specific Details
a.) Discussions of drainage and erosion problems encountered and proposed
solutions at specific design points both onsite and offsite
b.) Discussion of detention/retention storage and outlet design , if any
c.) Discussion of maintenance access and aspects of the design
d .) Discussion of the areas to be set aside as drainage easement and right-of-way
f . References -Reference all criteria , master plans, and technical information used in
support of concept
2. Upon completion of the preliminary drainage conference , the Administrator may require the
submission of a preliminary drainage report and plans. These shall be prepared along the
lines of the requirements of.the Final Drainage Report and Drawings .
D . Final Drainage Report and Drawings
1. The purpose of the Final Drainage Report is to identify and define conceptual solutions to
the problems which may occur onsite and offsite as a result of the development. All reports
shall be typed on 8-1/2" x 11" paper and bound together. The report shall include a cover
letter presenting the proposed design for review and shall be prepared by a Registered
Professional Engineer licensed in Texas. The report shall contain a certification sheet as
follows :
"I hereby certify that this report (plan) for the drainage design of (Name of Development)
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."
Registered Professional Engineer
State of Texas No .
~~~~~~~~~~-
(Affix Seal)
2
2 . Report Contents
The Final Drainage Report shall be in accordance with the following outline and contain the
applicable information listed :
a. General Location and Description
(1) Location
a .) Local streets within and adjacent to the development
b.) Primary Drainage System drainageways and facilities
c.) Names of surrounding developments
(2) Description of Property
a .) Acreage
b .) Land cover
c .) Primary and Secondary System drainageways within the property
d.) General project description
b . Drainage Basins and Sub-Basins
(1) Primary Basin Description
a.) Reference to Primary Drainage System planning studies such as flood hazard
delineation reports and flood insurance rate maps
b.) Primary Basin drainage characteristics
(2) Secondary Drainage Basin Description -Discussion of offsite drainage flow patterns
and impact of development on existing and proposed pathways to Primary Drainage
System
c . Drainage Design Criteria
(1) Regulations -Discussion of the optional criteria selected or the deviation from the
Standards, if any
(2) Development Criteria Reference and Constraints
a.) Discussion of previous drainage studies for the site in question that influence
or are influenced by the drainage design and how the plan will affect
drainage design for the site
b.) Discussion of the drainage impact of site constraints such as streets , existing
structures, and development or site plan
(3) Hydrological Criteria
a .) Identify design rainfall
b.) Identify runoff calculation method
c.) Identify detention discharge and storage calculation method, if any
d.) Identify design storm recurrence intervals
e .) Discussion and justification of other criteria or calculation methods used that
are not presented in or referenced by the Standards
3
(4) Hydraulic Criteria
a.) Identify various capacity references
b.) Identify detention/retention outlet type , if any
c.) Discussion of other drainage facility design criteria used that are not
presented in the Standards
d. Drainage Facility Design
(1) General Concept
a .) Discussion of concept and typical drainage patterns
b.) Discussion of compliance with offsite runoff considerations
c .) Discussion of the content of tables, charts, figures, or drawings presented in
the report
d .) Discussion of anticipated and proposed drainage patterns
(2) Specific Details
a .) Discussion of drainage problems encountered and solutions at specific design
points
b .) Discussion of detention storage and outlet design , if any
c .) Discussion of maintenance access and aspects of the design
e . Conclusions
(1) Compliance with standards of the City of College Station Drainage Policy and
Design Standards
(2) Effectiveness of drainage design to control damage from stormwater flows
(3) Explanation of the effectiveness of existing and proposed improvements with regard
to controlling the discharges of the 100 year storm with ultimate development
conditions of the secondary system basins affected by the proposed development
f. References -Reference all criteria and technical information used
g. Appendices (Where Applicable)
(1) Hydrologic Computations
a.) Land use assumptions regarding adjacent properties
b .) Minor and major storm runoff at specific design points
c .) Historic and fully developed runoff computations at specific design points
d .) Hydrographs at critical design points
(2) Hydraulic Computations
a .) Culvert capacities
b.) Storm sewer capacity
c .) Street capacity
d.) Storm inlet capacity including inlet control rating at connection to storm
sewer
4
e.) Open channel design
f.) Detention area/volume capacity and outlet capacity calculations
E. Final Drainage Report Drawing Contents
1. Sheet #1 -General Location Map
a. Depicts drainage flows entering and leaving the development site
b. Identifies major construction along path of drainage
c. Illustrates general drainage flow within entire basin
d . Is drawn at a scale of 1 ti = 500' to 1 ti = 2000'
2. Sheet #2 -Floodplain Information
a. Copies of existing City of College Station 100-year floodplain maps showing the
location of the subject development
3 . Sheet #3 -Drainage Plan -Map(s) of the proposed development at a scale of 1 ti = 20' to 1"
= 200' on a 24" x 36" drawing shall be included. The plan shall show the following:
a. Existing and proposed contours at 2-feet maximum intervals
b . Property lin es and easements with purposes noted
c. Streets
d. Existing drainage facilities , roadside ditches , drainageways , gutter flow directions , and
culverts (All pertinent information such as material, size , shape, slope, and location shall
also be included)
e. Overall drainage area boundary and drainage sub-area boundaries
f. Propo sed type of st reet flow , roadside ditch , a nd/or gutter flow directions
g. Proposed storm sewers and open drainageways , including inlets , manholes , culverts ,
and other appurtenances .
h . Proposed outfall point for runoff from the developed area and facilities to convey flows
along the proposed pathways to the final outfall points in the primary drainage system
without damage to downstream properties , or exceeding the capacities of the receiving
facilities as defin ed in these standards.
1. Routing and accumulation of flows at various critical points for th e minor storm runoff.
j. Path (s) chosen for computation of time-of-concentration
k. Details of detention /retention storage facilities and outlet works
I. Location and elevations of all defined floodplains affecting the property
m. Location and elevations of all existing and proposed utilities affected by or affecting the
drainage design
n. Routing of offsite drainage flow through the development
F . Construction Drawings and Specifications
1. Where drainage improvements are to be constructed in accordance with the approved Final
Drainage Report , the construction plans (on 24" x 36" sheets) and specifications shall be
submitted for review and approval prior to construction . The plans and specifications for the
drainage improvements will include:
5
a . Storm sewers, inlets, and outlets
b. Culverts, end sections, and inlet/outlet protection
c . Channels , ditches , and swales
d . Erosion control facilities
e. Detention pond grading, pilot channels, outlets, and landscaping
f. Other drainage related structures and facilities
g. Maintenance access considerations
h . Finished floor elevations of adjacent buildings
1. Existing and Ultimate 100-year water surface elevations
J. Engineer certifications
k . Approval by the City
2. The information required for the drawings and specifications shall be in accordance with
sound engineering principles , these Standards , and the City requirements for subdivision
designs . Construction documents shall include geometric, dimensional, structural,
foundation, bedding , hydraulic, landscaping, and other details as needed to construct the
storm drainage facility . The approved Final Drainage Plan shall be included as part of the
construction documents for all facilities affected by the drainage plan.
G . "As -Built Drawings"
As constructed finished plans (" As-Builts ") for all public improvements shall be attested to by a
professional engineer registered in Texas and submitted to the City before the City will accept
the improvements. The construction drawings are acceptable if they remain true after
construction and are attested to by a registered engineer to represent "As-Built" conditions
consistent with the intent of the approved plan.
XII . Development Permitting Process
The City of College Station Stormwater Management Ordinance requires the acquisition of a
development permit prior to beginning "development" activities defined within the Ordinance. A
blank Development Application Form (for areas within and outside established flood hazard
areas is included in the section as Figure XII .
6
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* WATER SURFACE PROFILES *
* VERSION OF NOVEMBER 1976 *
* UPDATED MAY 1984 *
* IBM-PC-XT VERSION *
* RUN DATE 03/21/95 TIME 06:09:47 *
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HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984
ERROR CORR -Ol,02,03,04,05,06
MODIFICATION -50,51,52,53,54,55,56
IBM-PC-XT VERSION .
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Tl CARTER'S GROVE EXISTING CONDITIONS
T2 FLOODWAY DETERMINATION METHOD 4
T3 *** EQUAL CONVEYANCE ***
Jl ICHECK INQ NINV IDIR STRT
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METRIC
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THIS RUN EXEC
HVINS Q WSEL FQ
.. . o. 2 . o. o. .000000 .00 . 0 0. 256.310 .o J2 NPROF I PLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITR 1.000 .000 .000 .000 .000 .000 .000 .000 .000 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 110.000 200.000 38.000 1.000 4.000 53.000 54.000 21.000 22.000 NC .035 .035 .030 .100 .300 .000 .000 .ooo ET .000 .000 10.400 .000 .000 .000 .000 .ooo 1 QT 2.000 1022.000 1022.000 .000 .ooo .000 .000 .000 Xl 1.000 48.000 4125.000 4294.000 1. 000 1.000 1.000 .000 GR 257.600 600.000 256.250 707.000 255.940 778.000 254.790 900.000 GR 252.900 1055.000 248.190 1061.000 248.190 1067.000 244.400 1078.000 GR 251.100 1315.000 250.300 1470.000 249.320 1624.000 248.470 1714.000 GR 249.000 1931.000 249.790 2074.000 250.200 2214.000 250.140 2356.000 GR 250.800 2627.000 248.420 2648.000 239.050 2663.000 238.320 2693.000 GR 250.300 2762.000 249.540 2840.000 249.630 2870.000 252.000 2900.000 GR 248.000 3135.000 248.000 3152.000 250.000 3360.000 248.600 3500.000 GR 250.000 3800.000 251.000 3970.000 252.430 4015.000 252.410 4045.000 GR 252.000 4175.000 252.000 4235.000 247.990 4282.000 251. 690 4294.000 GR 254.000 4407.000 256.000 4542.000 258.000 4775.000 .000 .000 NC .035 .035 .030 .100 .300 .000 .000 .000 Xl 2.000 25.000 1302.000 1337.000 538.000 50.000 235.000 .000 GR 257.600 660.000 257.250 720.000 254.000 745.000 252.000 760.000 GR 255.000 798.000 254.000 845.000 253.720 890.000 253.600 960.000 GR 256.000 1000.000 256.000 1046.000 255.000 1122.000 254.000 1163.000 GR 254.900 1302.000 250.670 1310.000 249.840 1322.000 250.570 1332.000 GR 255.100 1392.000 254.280 1470.000 255.000 1538.000 256.000 1570.000
.
Xl 3.000 9.000 1175.000 1215.000 400.000 50.000 200.000 .000
GR 258.000 830.000 256.000 970.000 254.000 1175.000 251.180 1190.000
GR 254.000 1215.000 254.380 1250.000 256.000 1400.000 258.000 1430.000
1
03/21/95 06:09:47
NC .020 .035 .030 .100 .300 .000 .000 .000
Xl 4.000 9.000 1221. 000 1259.000 250.000 250.000 250.000 .ooo
GR 260.000 1000.000 258.000 1020.000 258.040 1221. 000 252.520 1223.000
GR 252.500 1257.000 257.940 1259.000 258.150 1300.000 259.000 1465.000
Xl 5.000 10.000 1215 .000 1260.000 19.000 19.000 19.000 .000
GR 260.000 1000.000 258.000 1030.000 257.620 1165.000 259.040 1215.000
GR 252.400 1240.000 252.430 1258.000 258.940 1260.000 258.740 1315.000
NC .035 .035 .013 .100 .300 .000 .000 .000
Xl 6.000 10.000 1215.000 1260.000 1.000 1. 000 1.000 .000
GR 260.000 1000.000 258.000 1030.000 257.620 1165.000 259.040 1215.000
GR 252.400 1240.000 252.350 1258.000 258.940 1260.000 258.740 1315.000
SB 4.013 .500 2.600 .000 4.000 6.000 35.000 8.300
Xl 7.000 10.000 1215.000 1260.000 35.000 35.000 35.000 .000
X2 .000 .000 2.000 .000 257.620 .000 .000 .000
BT -7.000 1000.000 260.000 .000 1030.000 258.000 .000 1165.000
BT .000 1215.000 259.040 .000 1260.000 258.940 .000 1315.000
BT .000 1465.000 259.000 .000 .000 .000 .000 .000
GR 260.000 1000.000 258.000 1030.000 257.620 1165.000 259.040 1215.000
GR 252.400 1240.000 252.430 1258.000 258.940 1260.000 258.740 1315.000
NC .035 .035 .013 .100 .300 .000 .000 .000
Xl 8.000 10.000 1215.000 1260.000 1.000 1.000 1. 000 .000
GR 260.000 1000.000 258.000 1030.000 257.620 1165.000 259.040 1215.000
2
GR 252.400 1240.000 252.430 1258.000 258.940 1260.000 258.740 1315.000 NC .035 .035 .030 .100 .300 .000 .000 .000 Xl 1050.000 18.000 114.000 158.000 15.000 15.000 15.000 .000 GR 252.190 .000 259.190 50.000 258.390 100.000 257.890 114.000 GR 250.990 124.100 250.390 130.000 250.790 138.000 253.190 138.100 GR 259.200 202.000 259.590 213.000 258.490 225.000 258.390 250.000 GR 259.390 340.000 259.120 365.000 259.500 371. 000 .000 .000 Xl 1150.000 17.000 143.000 177.000 100.000 100.000 .000 GR ~ .000 260.290 50.000 260.890 100.000 a 143.000 GR 162.000 252.990 166.000 255.990 169.000 5"9'0 177.000 GR . 0 250.000 258.890 300.000 258.890 337.000 258.790 347.000 GR 259.530 368.000 259.980 370.000 .000 .000 .000 .ooo Xl 1200.000 19.000 166.000 200.000 100.000 100.000 100.000 .000 GR 259.090 .000 259.390 50.000 260.690 100.000 260.490 150.000 GR 256.290 180.000 252.990 180.100 250.490 190.000 252.890 194.000 GR 258.090 200.000 259.390 207.000 260.290 220.000 260.090 250.000 GR 259.090 344.000 258.690 355.000 260.130 367.000 260.430 368.000 EJ .000 .000 .000 .000 .000 .000 .000 .000 1 03/21/95 06:09:47 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC I CONT CORAR TO PW ID END ST *PROF 1 CCHV= .100 CEHV= .300 *SECNO 1. 000 1. 00 17.99 256.31 .00 256.31 256.31 .00 .00 .00 251.78 1022. 969. 39. 14. 20617. 854. 551. o. 0. 251. 69 .00 .05 .05 .03 .035 .030 .035 .000 238.32 702.24 .000000 1. 1. 1. 0 0 0 .00 3875.87 4578.11 0 CCHV= .100 CEHV= .300 *SECNO 2.000 2.00 6.46 256.30 .oo .oo 256.31 .01 .00 .oo 254.90 1022. 631. 221. 169. 1036. 180. 350. 137. 26. 254.67 .18 .61 1. 23 .48 .035 .030 .035 .000 249.84 727.23
.000076 538. 235. 50. 0 0 0 .00 883.07 1610.30
0
*SECNO 3.000
3.00 5.13 256.31 .oo .00 256.37 .06 .04 .02 254.00
1022. 281. 476. 265. 272. 177. 243. 144. 30. 254.00
.21 1. 03 2.69 1. 09 .035 .030 .035 .000 2 51. 18 948 .16
.000419 400. 200 . 50. 0 0 0 .00 456.52 1404.68
0
CCHV= .100 CEHV= .300
*SECNO 4.000
3
3301 HV CHANGED MORE THAN HVINS
4.00 3.26 255.76 .00 .00 257.00 1. 24 .28 .35 258.04
1022. 0. 1022. 0. o. 114. 0. 147. 31. 257.94
.22 .00 8.94 .00 .020 .030 .035 .000 252.50 1221.82
. 008274 250 . 250. 250. 3 0 0 .00 36.38 1258.20
0
*SECNO 5.000
3301 HV CHANGED MORE THAN HVINS
5.00 4.24 256.64 .00 .00 257.15 .51 .08 .07 259.04
1022. 0. 1022. 0. o. 178. 0. 147. 31. 258.94
.22 .00 5.73 .00 .020 .030 .035 .000 252.40 1215.73
.002437 19. 19. 19. 3 0 0 .oo 43.56 1259.29
0
1
03/21/95 06:09:47
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
0
SLOPE XLOBL XLCH XLOBR ITRIAL IDC I CONT CORAR TO PW ID END ST
CCHV= .100 CEHV=
*SECNO 6.000
6.00 4.31
1022. 0.
. 22 .00
.000441 1.
SPECIAL BRIDGE
.300
256.66
1022.
5.66
1.
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0.
.00
1.
5227 DOWNSTREAM ELEV IS 255.48 ,NOT
SB XK
4.01
*SECNO 7.000
XKOR
.50
3265 DIVIDED FLOW
COFQ
2.60
PRESSURE AND WEIR FLOW
EGPRS
263.28
7.00
1022.
• 23
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EGLWC
257.65
6.25
53.
.39
35.
HJ
258.65
4
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.00
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.00
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31.
252.35
43.59
259.04
258.94
1215.72
1259.30
256.66 HYDRAULIC JUMP OCCURS DOWNSTREAM (IF LOW FLOW CO
BWC
4.00
QPR
588.
.oo 258.85
136.
.035
2
268.
.013
0
BWP
6.00
BAREA
35.00
BAREA TRAPEZOID
35.
.19
o .
.000
6
AREA
529388.
1. 69
147.
.000
.oo
SS
8.30
ELLC
.00
.00
31.
252.40
225.93
EL CHU
252.43
ELTRD
257.62
259.04
258.94
1020.21
1259.91
ELC
252.
0
CCHV= .100 CEHV= .300
*SECNO 8.000
3265 DIVIDED FLOW
8.00 6.25 258.65 .00 .00 258.85 .19 .00 .00 259.04
1022. 53. 969. 0. 136. 268. 0. 147. 31. 258.94
.23 .39 3.62 .oo .035 .013 .035 .000 252.40 1020.22
.000119 1. 1. 1. 0 0 0 .oo 225.92 1259.91
0
1
03/21/95 06:09:47
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WTN ELM IN SSTA
SLOPE XLOBL XLCH XLOBR I TRIAL roe I CONT CORAR TO PW ID END ST
CCHV= .100 CEHV= .300
*SECNO 1050.000
3265 DIVIDED FLOW
3280 CROSS SECTION 1050.00 EXTENDED 6.55 FEET
1050.00 8.35 258.74 .oo .oo 258.86 . 12 .oo .01 257.89
1022. 325. 656. 41. 166. 211. 54. 147. 31. 256.89
.23 1. 97 3.11 .76 .035 .030 .035 .000 250.39 .00
. 000591 15 . 15. 15. 2 0 0 .00 247.23 307.54
0
*SECNO 1150.000
3265 DIVIDED FLOW
3301 HV CHANGED MORE THAN HVINS
1150.00 8.24 258.43 .00 .oo 259.15 .72 .11 .18 259.09
1022. 0. 1009. 13. o. 147. 10. 148. 32. 257.59
.23 .oo 6.85 1. 26 .035 .030 .035 .000 250.19 143.89
• 003090 100 . 100. 100. 2 0 0 .00 61. 46 357.34
0
..
0
1
*SECNO 1200.000
3301 HV CHANGED MORE THAN HVINS
1200.00
1022.
.23
.008058
7.97
0.
.oo
100.
258.46
1022.
9.33
5
100.
.00
0.
1. 23
100.
PROFILE FOR STREAM QUAL CONVEYANCE ***
.oo
0.
.035
2
259.81
110.
.030
0
1. 35
0.
.035
0
.47
148.
.000
.00
. 19
32 .
250.49
29.82
260.19
258.09
172.19
202.02
PLOTTED POINTS (BY PRIORITY}-E-ENERGY,W-WATER SURFACE,I-INVERT,C-CRITICAL W.S.,L-LEFT BANK,R-RIGH
ELEVATION 235. 240. 245. 250. 255. 260. 265. 270. 275.
SECNO CUMDIS
1. 00 0. c I RL E M
10. c I . L E M
20. c I. L E M
30. c I L E M
40. c .I RL E M
50. c . I L E M
60. c I L E M
70. c I L E M
80. c I RL E M
90. c I L E M
100. c I L E M
110. c I L E M
120. c I . RL E M
130. c I. L E M
140. c . I . L . EM 150. c . . I . RL . EM 160. c . . I . RL . EM 170. c . . I . L . EM 180. c . . I . L . EM 190. c . . I . RL. EM 200. c . . I . RL. EM 210. c . . I . L. EM 220. c . . I . L. EM 230. c . . I. RL EM 2.00 240. c . . I RL EM 250. c . . I RL EM 260. c . . I RL EM 270. c . . I RL EM 280. c . . I L. EM 290. c . . I L. EM 300. c . . I L. EM 310. c . . . I L. EM 320. c . . . I L . EM 330. c . . . I L . EM 340. c . . . I L . E M 350. c . . . I L. E M 360. c . . . I L . E M 370. c . . . I RL . E M 380. c . . . I RL. E M 390. c . . . I L . E M 400. c . . . I L . E M 410. c . . . I L . E M 6 420. c . . . I L . E M 430. c . . . I L . E M 3.00 440. c . . . I L . E M 450. c . . . I L . E M 460. c . . . I L. E M 470. c . . . I L. WE M
480. c . . . I L. WE M 490. c . . . I L WE M 500. c . . . I L WE M 510. c . . . I L WE M 520. c . . . I .LWE M 530. c . . . I .LWE M 540. c . . . I .LWE M 550. c . . . I .RWE M 560. c . . . I . WE M 570. c . . . I . WE M 580. c . . . I . WE M 590. c . . . I . WE M 600. c . . . I . WLE M 610. c . . . I . WLE M 620. c . . . I . W E M 630. c . . . I . W E M . 640. c . . . I . W E M . 650. c . . . I . W EL M . 660. c . . . I . W EL M . 670. c . . . I . W EL M 680. c . . . I . W E L M 4.00 690. c . . . I . W E L M . 700. c . . . I . W E LM . 5.00 710. c . . . I . WE L . 6.00 720. c . . . I . WE L . 730. c . . . I . WE L . 7.00 740. c . . . I . WE . 8.00 750. c . . . I . WE . 1050.00 760. c . . . I M . R LWE . 770. c . . . I M . R LWE . 780. c . . . I M . R LWE . 790. c . . . I M . R WE . 800. c . . . I M R WE . 810. c . . . I . M R WE . 820. c . . . I . MR WE . 830. c . . . I . R WE . 840. c . . I . R WE . 850. c . . I . R WE . 1150.00 860. c . . I . R WE M 870. c . . I . R WEM. 880. c . . . I . R W E . 890. c . . . I . R W E . 900. c . . . I . RW E. 910. c . . . I . RW E . 920. c . . . I . RW EL
1
930. c .I
940. c . I
950. c .I
1200.00 960. c . I
7
03/21/95 06:09:47
**************************************************
HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984
ERROR CORR -Ol,02,03,04,05,06
MODIFICATION -50,51,52,53,54,55,56
IBM-PC-XT VERSION
**************************************************
Tl CARTER'S GROVE EXISTING CONDITIONS
T2 FLOODWY DETRMINATION METHOD 4
T3 *** EQUAL CONVEYANCE ***
Jl I CHECK INQ NINV IDIR STRT
0. 3 . o. 0. .000000
J2 NPROF I PLOT PRFVS XSECV XSECH
15.000 .000 .000 .000 .000
1
03/21/95 06:09:47
RW EL
RWMEL
RWMEL
RWM E
THIS RUN EXEC
METRIC HVINS Q WSEL FQ
.00 . 0 0. 257.310 . 0
FN AL LDC IBW CHNIM ITR
.000 .000 .000 .000
0
0
SECNO
Q
TIME
SLOPE
*PROF 2
DEPTH
QLOB
VLOB
XLOBL
CWSEL
QCH
VCH
XLCH
CCHV= .100 CEHV= .300
*SECNO 1. 000
CRIWS
QROB
VROB
XLOBR
WSELK
ALOB
XNL
ITRIAL
EG
ACH
XNCH
IDC
HV
AROB
XNR
I CONT
HL
VOL
WTN
CORAR
OLOSS
TWA
ELMIN
TO PW ID
BANK ELEV
LEFT/RIGHT
SSTA
END ST
2800 NAT Ql= 32653.61 WSEL= 256.31 ENC Ql= 32653.61 WSEL= 257.31 RATIO=
257.31
.0000
NAT Ql= 41773. RATIOS LOB,CH,ROB= .9405 .0402 .0193 WSEL=
3470 ENCROACHMENT STATIONS = 1666.8 4294.0 TYPE= 4 TARGET= .218
1.00 18.99 257.31
1022.
.oo
.000000
971.
. 05
1.
51.
.05
1.
CCHV= .100 CEHV= .300
*SECNO 2.000
.00
o .
.oo
1.
256.31 257.31 .oo
18590. 1023. 0.
.035 .030 .035
0 0 0
2800 NAT Ql= 1174.00 WSEL= 256.30 ENC Ql= 1174.00 WSEL=
NAT Ql= 2245. RATIOS LOB,CH,ROB= .6304 .1520 .2176 WSEL=
3280 CROSS SECTION 2.00 EXTENDED .31 FEET
8
.00 .00 251. 78
o. 0. 251. 69
.000 238.32 1666.83
.00 2627.17 4294.00
257.30 RATIO=
257.30
.0000
3470 ENCROACHMENT STATIONS= 904.9 1337.0 TYPE= 4 TARGET= .477
2.00 7.46 257.30 .00 256.30 257.31 .01 .00 .oo 254.90
1022. 735. 287. 0. 1015. 215. 0 . 124. 18. 254.67
. 15 .72 1. 33 .00 .035 .030 .035 .000 249.84 904.93
.000077 538. 235. 50. 1 0 0 .00 432.07 1337.00
*SECNO 3.000
0
1
0
0
2800 NAT Ql= 499.19 WSEL= 256.31 ENC Ql= 499.19 WSEL= 257.31 RATIO=
257.31
.0000
NAT Ql= 1020. RATIOS LOB,CH,ROB= .3620 .3196 .3185 WSEL=
3470 ENCROACHMENT STATIONS= 1135.0 1239.2 TYPE= 4 TARGET= .511
3.00 6.09 257.27 .00 256.31 257.39 . 12 .04 .03 254.00
1022. 219. 670. 133. 123. 216. 76. 131. 20. 254.00
.18 1. 78 3.11 1. 75 .035 .030 .035 .000 251. 18 1135.01
.000431 400. 200. 50. 2 0 0 .00 104.15 1239.16
CCHV= .100 CEHV= .300
*SECNO 4.000
2800 NAT Ql= 112.35 WSEL= 255.76 ENC Ql= 172.50 WSEL= 256.76 RATIO= -.5354
NAT Ql= 173. RATIOS LOB, CH, ROB= .0000 1.0000 .0000 WSEL= 256.76
03/21/95 06:09:47
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC I CONT CORAR TO PW ID END ST
3470 ENCROACHMENT STATIONS= 1221.0 1259.0 TYPE= 4 TARGET= .000
4.00 4.66 257.16 .00 255.76 257.75 .59 .22 .14 258.04
1022. 0. 1022. 0. 0. 166. 0. 132. 21. 257.94
.19 .00 6.15 .00 .020 .030 .035 .000 252.50 1221.32
. 002616 250 . 250. 250. 2 0 0 .oo 37.40 1258.72
*SECNO 5.000
2800 NAT Ql= 207.02 WSEL= 256.64 ENC Ql= 291.04 WSEL= 257.64 RATIO= -.4059
NAT Ql= 291. RATIOS LOB,CH,ROB= .0000 1.0000 .0000 WSEL= 257.64
3470 ENCROACHMENT STATIONS= 1215.0 1260.0 TYPE= 4 TARGET= .000
5.00 5.05 257.45 .oo 256.64 257.81 .35
1022. 0. 1022. 0. 0. 214. 0.
.19 .00 4.77 .00 .020 .030 .035
.001384 19. 19. 19. 2 0 0
CCHV= .100 CEHV= .300
*SECNO 6.000
2800 NAT Ql= 486.68 WSEL= 256.66 ENC Ql= 682.35 WSEL=
NAT Ql= 682. RATIOS LOB,CH,ROB= .0000 1.0000 .0000 WSEL=
.04 .02 259.04
132. 21. 258.94
.000 252.40 1215.48
.00 44.06 1259.54
257.66 RATIO= -.4020
257.66
3470 ENCROACHMENT STATIONS= 1215.0 1260.0 TYPE= 4 TARGET= .000
9
6.00 5.11 257.46 .00 256.66 257.81 .35 .00 .00 259.04
1022. 0. 1022. 0. 0. 216. 0. 132. 21. 258.94
.19 .00 4.73 .00 .035 .013 .035 .000 252.35 1215.47
.000254 1. 1. 1. 0 0 0 .00 44.08 1259.55
0
SPECIAL BRIDGE
SB XK XKOR COFQ RD LEN BWC BWP BAREA SS EL CHU ELC
4.01 .50 2.60 .00 4.00 6.00 35.00 8.30 252.43 252.
*SECNO 7.000
2800 NAT Ql= 937.53 WSEL= 258.65 ENC Ql= 1141.29 WSEL= 259.65 RATIO= -.2173
NAT Ql= 1400. RATIOS LOB,CH,ROB= .1429 .8152 .0419 WSEL= 259.65
WATER EL=CHANGE FROM NATURAL PROFILES BRIDGE
3280 CROSS SECTION 7.00 EXTENDED .46 FEET
3470 ENCROACHMENT STATIONS= 1215.0 1260.0 TYPE= 4 TARGET= .185
1
03/21/95 06:09:47
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC I CONT CORAR TO PW ID END ST
7.00 7.06 259.46 .00 258.65 259.63 .18 .00 .02 259.04
1022. 0. 1022. o. 0. 304. 0. 133. 21. 258.94
.20 .oo 3.37 .00 .035 .013 .035 .000 252.40 1215.00
.000090 35. 35. 35. 0 0 6 .00 45.00 1260.00
0
0
0
CCHV= .100 CEHV= .300
*SECNO 8.000
2800 NAT Ql= 937.47 WSEL= 258.65 ENC Ql= 1141.32 WSEL=
NAT Ql= 1400. RATIOS LOB,CH,ROB= .1429 .8152 .0419 WSEL=
3280 CROSS SECTION 8.00 EXTENDED .46 FEET
259.65 RATIO= -.2174
259.65
3470 ENCROACHMENT STATIONS= 1215.0 1260.0 TYPE= 4 TARGET= .185
8.00 7.06 259.46 .00 258.65 259.63 .18
1022. 0. 1022. 0. 0. 304. 0.
.20 .00 3.37 .00 .035 .013 .035
.000090 1. 1. 1. 0 0 0
CCHV= .100 CEHV= .300
*SECNO 1050.000
2800 NAT Ql= 420.45 WSEL= 258.74 ENC Ql= 420.45 WSEL=
NAT Ql= 711. RATIOS LOB,CH,ROB= .3242 .5207 .1551 WSEL=
3280 CROSS SECTION 1050.00 EXTENDED 7.25 FEET
.00 .oo 259.04
133. 21. 258.94
.000 252.40 1215.00
.00 45.00 1260.00
259.74 RATIO=
259.74
.0000
3470 ENCROACHMENT STATIONS= 31. 0 158.0 TYPE= 4 TARGET= .408
10
1050.00 9.05 259.44 .00 258.74 259.64 .21 .00 .01 257.89
1022. 99. 923. o. 80. 242. o. 133. 21. 256.89
.20 1. 23 3.82 .00 .035 .030 .035 .000 250.39 31. 03
.000795 15. 15. 15. 2 0 0 .00 126.97 158.00
*SECNO 1150.000
2800 NAT Ql= 183.85 WSEL= 258.43 ENC Ql= 250.85 WSEL= 259.43 RATIO= -.3644
NAT Ql= 299. RATIOS LOB, CH, ROB= .0006 .8383 .1611 WSEL= 259.43
3470 ENCROACHMENT STATIONS= 143.0 177.0 TYPE= 4 TARGET= .162
1150.00 9.15 259.34 .oo 258.43 259.85 .51 . 12 .09 259.09
1022. 0. 1022. o. 0. 178. 0. 133. 21. 257.59
0
1
0
1
.20 .00 5.74 .00 .035 .030 .035 .000 250.19 143.00
. 001881 100. 100. 100 . 2 0 0 .00 34.00 177.00
03/21/95 06:09:47
SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV
Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT
TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA
SLOPE XLOBL XLCH XLOBR ITRIAL IDC I CONT CORAR TOPWID END ST
*SECNO 1200.000
2800 NAT Ql= 113.85 WSEL= 258.46 ENC Ql= 158.69 WSEL= 259.46 RATIO= -.3939
NAT Ql= 166. RATIOS LOB,CH,ROB= .0105 .9583 .0312 WSEL= 259.46
3280 CROSS SECTION 1200.00 EXTENDED .28 FEET
3470 ENCROACHMENT STATIONS= 166.0 200.0 TYPE= 4 TARGET= .042
1200.00 8.88 259.37 .00 258.46 260.24 .87 .28 .11 260.19
1022. 0. 1022. 0. 0. 136. 0. 134. 21. 258.09
.21 .00 7.51 .oo .035 .030 .035 .000 250.49 168.95
. 004591 100 . 100. 100. 2 0 0 .00 31. 05 200.00
PROFILE FOR STREAM QUAL CONVEYANCE ***
PLOTTED POINTS (BY PRIORITY}-E-ENERGY,W-WATER SURFACE,I-INVERT,C-CRITICAL W.S.,L-LEFT BANK,R-RIGH
ELEVATION 235. 240. 245. 250. 255. 260. 265. 270. 275.
SECNO CUMDIS
1. 00 o. c I RL E
10. c I . L E
20. c I. L E
30. c I L E
40. c .I RL E
50. c . I L E
60. c I L E
11 70. c . I . . L . E 80. c . I . . RL . E 90. c . I . . L . E 100. c . I . . L . E 110. c . I . . L . E 120. c . I . . RL . E 130. c . I. . L . E 140. c . I . L . ME 150. c . . I . RL . ME 160. c . . I . RL . ME 170. c . . I . L . ME 180. c . . I . L . ME 190. c . . I . RL. ME 200. c . . I . RL. ME 210. c . . I . L. ME 220. c . . I . L. ME 230. c . . I. RL ME 2.00 240. c . . I RL ME 250. c . . I RL ME 260. c . . I RL ME 270. c . . I RL ME 280. c . . I L. ME 290. c . . I L. E 300. c . . I L. E 310. c . . .I L . E 320. c . . . I L. E 330. c . . .I L . E 340. c . . . I L. E 350. c . . . I L . E 360. c . . . I L . E 370. c . . . I RL. E 380. c . . . I RL. E 390. c . . . I L . EM 400. c . . . I L . EM 410. c . . . I L . EM 420. c . . . I L . EM
430. c . . . I L . EM 3.00 440. c . . . I L . EM 450. c . . . I L . EM 460. c . . . I L. EM 470. c . . . I L. EM 480. c . . . I L. EM 490. c . . . I L EM 500. c . . . I L WEM 510. c . . . I L WE M 520. c . . . I .L WE M 530. c . . . I .L WE M 540. c . . . I .L WE M 550. c . . . I .RL WE M 560. c . . . I . L WE M 570. c . . . I . L WE M 580. c . . . I . RLWE M 590. c . . . I . LWE M 600. c . . . I . LWE M 610. c . . . I . LWE M 12 620. c . . . I . WE M 630. c . . . I . WE M. 640. c . . . I . WE M. 650. c . . . I . WE M. 660. c . . . I . WE M. 670. c . . . I . WE M. 680. c . . . I . WEL M . 4.00 690. c . . . I . W E M . 700. c . . . I . WELM . 5.00 710. c . . . I . WE L . 6.00 720. c . . . I . WE L . 730. c . . . I . WEL . 7.00 740. c . . . I . LE. 8.00 750. c . . . I . LE. 1050.00 760. c . . .I M . R L E.
1
770. c . I
780. c . I
790. c . I
800. c . I
810. c . I
820 . c . I
830. c . I
840. c I
850. c I
1150.00 860. c I
870. c I
880. c . I
890. c . I
900. c . I
910. c . I
920. c . I
930. c . I
940. c . I
950. c . I
1200.00 960. c . I
03/21/95 06:09:47
**************************************************
HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984
ERROR CORR -Ol,02,03,04,05,06
MODIFICATION -50,51,52,53,54,55,56
IBM-PC-XT VERSION
**************************************************
M R L E.
M R L E.
M. R L E .
M R L E . . M R L E .
MR L WE
R L WE
R MLWE
R LWE
R LWE
R LWE
R WE
R WE
R WE
R WE
R WE
R WE
R MwE
R MWE
R MWE
THIS RUN EXEC
NOTE-ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST
QUAL CONVEYANCE ***
13
SUMMARY PRINTOUT
SECNO CWSEL TO PW ID SSTA END ST STCHL STCHR
1.000 256.31 3875.87 702.24 4578.11 4125.00 4294.00
1.000 257.31 2627.17 1666.83 4294.00 4125.00 4294.00
2.000 256.30 883.07 727.23 1610.30 1302.00 1337.00
2.000 257.30 432.07 904.93 1337.00 1302.00 1337.00
3.000 256.31 456.52 948.16 1404.68 1175.00 1215.00
3.000 257.27 104.15 1135.01 1239.16 1175.00 1215.00
4.000 255.76 36.38 1221.82 1258.20 1221.00 1259.00
4.000 257.16 37.40 1221.32 1258.72 1221.00 1259.00
5.000 256.64 43.56 1215.73 1259.29 1215.00 1260.00
5.000 257.45 44.06 1215.48 1259.54 1215.00 1260.00
6.000 256.66 43.59 1215.72 1259.30 1215.00 1260.00
6.000 257.46 44.08 1215.47 1259.55 1215.00 1260.00
* 7.000 258.65 225.93 1020.21 1259.91 1215.00 1260.00
7.000 259.46 45.00 1215.00 1260.00 1215.00 1260.00
8.000 258.65 225.92 1020.22 1259.91 1215.00 1260.00
8.000 259.46 45.00 1215.00 1260.00 1215.00 1260.00
1050.000 258.74 247.23 .00 307.54 114.00 158.00
1050.000 259.44 126.97 31. 03 -158.00 114.00 158.00
1150.000 258.43 61. 46 143.89 357.34 143.00 177.00
1150.000 259.34 34.00 143.00 177.00 143.00 177.00
1200.000 258.46 29.82 172.19 202.02 166.00 200.00
1200.000 259.37 31. 05 168.95 200.00 166.00 200.00
1
03/21/95 06:09:47
QUAL CONVEYANCE ***
SUMMARY PRINTOUT TABLE 110
SECNO CWSEL DIFKWS EG TOPWID QLOB QCH QROB PERENC ST
1.000 256.31 .00 256.31 3875.87 969.35 38.88 13.77 .00
1.000 257.31 1. 00 257.31 2627.17 970.54 51. 46 .00 .22 16
2.000 256.30 .00 256.31 883.07 631. 50 221.33 169.17 .oo
2.000 257.30 1. 00 257.31 432.07 734.94 287.06 .00 .48 9
14
3.000 256.31 .00 256.37 456.52 281. 02 476.25 264.73 .00
3.000 257.27 .97 257.39 104.15 219.17 670.09 132.74 .51 11
4.000 255.76 .00 257.00 36.38 .00 1022.00 .00 .oo
4.000 257.16 1. 40 257.75 37.40 .00 1022.00 .oo .00 12
5.000 256.64 .00 257.15 43.56 .00 1022.00 .oo .oo
5.000 257.45 .81 257.81 44.06 .00 1022.00 .00 .00 12
6.000 256.66 .00 257.15 43.59 .00 1022.00 .00 .oo
6.000 257.46 .80 257.81 44.08 .00 1022.00 .00 .oo 12
* 7.000 258.65 .00 258.85 225.93 53.23 968.77 .00 .oo
7.000 259.46 .80 259.63 45.00 .oo 1022.00 .00 . 18 12
8.000 258.65 .00 258.85 225.92 53.21 968.79 .00 .oo
8.000 259.46 .80 259.63 45.00 .00 1022.00 .00 .18 12
.
1
1
1050.000 258.74 .00 258.86 247.23 325.27
1050.000 259.44 .70 259.64 126.97 98.62
1150.000 258.43 .00 259.15 61.46 .oo
1150.000 259.34 .91 259.85 34.00 .00
1200.000 258.46 .00 259.81 29 .82 .00
1200.000 259.37 .90 260.24 31. 05 .00
03/21/95 06:09:47
SUMMARY OF ERRORS AND SPECIAL NOTES
CAUTION SECNO= 7.000 PROFILE= 1 HYDRAULIC JUMP D.S.
03/21/95 06:09:47
FLOODWAY DATA,
PROFILE NO. 2
QUAL CONVEYANCE ***
655.97
923.38
1009.07
1022.00
1021.53
1022.00
-------FLOODWAY -------WATER SURFACE ELEVATION
STATION
1. 000
2.000
3.000
WIDTH SECTION MEAN WITH WITHOUT DIFFERENCE
2627.
432.
104.
AREA VELOCITY FLOODWAY FLOODWAY
19613.
1230.
415.
15
. 1
.8
2.5
257.3
257.3
257.3
256.3
256.3
256.3
1. 0
1. 0
1. 0
40.76 .00
.oo .41
12.93 .00
.oo .16 1
.4 7 .00
.00 .04 1
·.
1
4.000 37. 166. 6.2 257.2
5.000 44. 214. 4.8 257.4
6.000 44. 216. 4.7 257.5
7.000 45. 304. 3.4 259.5
8.000 45. 304. 3.4 259.5
1050.000 127. 322. 3.2 259.4
1150.000 34. 178. 5.7 259.3
1200.000 31. 136. 7.5 259.4
03/21/95 06:10:10
**************************************************
HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984
ERROR CORR -Ol,02,03,04,05,06
MODIFICATION -50,51,52,53,54,55,56
IBM-PC-XT VERSION
**************************************************
255.8 1.4
256.6 .8
256.7 . 8
258.7 . 8
258.7 . 8
258.7 . 7
258.4 .9
258.5 . 9
THIS RUN EXEC
-.
I
Cl2~~ DDP ;:;c..e-
/KO Ti"f.Ntt>-c.I~ VsH.Jo/sHG.
(/
CHe"V:tffy\..)
Memorandum to File
File: K.D. Timmons Proposed Chevron
Northeast Corner SH30 and SH6 Frontage Road
Subject: Unpermitted grading
From: Brett McCully, Engineering Project Manager
Date: January 30, 1995
The following transpired yesterday, February 13th.
1. Jerry Jones asked me if the FutTows grading was finally approved since they were moving dirt
in front. It became clear that the work in question was not on the Furrows site but on the corner
properties. We checked with Veronica to see of a DDP had been issued for this work, and none had
been. I directed Jerry to go out, shut down the contractor and have Larry Young call me as soon as
possible.
2. Larry Young called and I informed him that he was filling in a floodplain without a permit
which was a big no-no. He said that he thought the owner had a permit to dump the fill there "since
it needed to be filled above the creek anyway". I told him that he needed to get erosion control up on
both sides of the creek, and not to do any more work until a permit was issued. Larry said he would
call the owner to inform him.
3. The owner, K.D. Timmons called and I recapped the situation. He asked what he needed to
do now. I explained the DDP process, and that he needed the permit for any work he was doing or
planning to do . I explained that the submittal would need to come from an engineer, and he
mentioned that he was already working with Earl at Garrett. I suggested he get with Eari and maybe
the three of us could meet to go over details and possible plans to speed the process up. His main
concern was missing on some free fill dirt.
4. Earl Havel called, and I gave him the rundown as well. I told him I needed a grading plan of
the proposed fill, and since we are in a floodplain, the floodway limit. he said he would look at the
site survey and get back with me tomorrow.
5. I spoke with Veronica to make sure we were being consistent with our requirements. We
agreed that Earl had the choice of showing the floodway, or showing that the proposed grading would
not increase the flood elevation by more that 12 inches.
From: Jim Callaway
To: Jane Kee, Shirley Volk
Subject: KD Timmons/SH30.
===NOTE===============2/07/95==1:57pm==
George Ball just spoke to me re: the
Timmons Chevron/Restaurant project at
the NW corner of SH30 and SH6 (by
Furrows). George wanted to confirm
that our position had not changed on
the platted and unplatted parcels. I
confirmed that they could combine the
paltted and unplatted parcels into a
building plot since they were both
legitimate building plots at this time.
I advised that a plat may be best if
there are to be any easements dedicated
and that a plat would be needed if any
boundaries changed.
Page: 1
Morris & Associates Engineers, Inc.
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February 26, 1996
Ms. Veronica J.B. Morgan, P.E.
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