HomeMy WebLinkAbout7 Development Permit 548 OI AnalyticalDEVELOPMENT PERMIT
PERMIT NO. 548R
0.1. Analytical Expansion
FOR AREAS OUTSIDE TIIB SPECIAL FLOOD HAZARD AREA
RE : CHAPTER 13 OF TIIB COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION: SITE ADDRESS:
151 Graham Road Part of 11.29 Acres
Phase I, University Industrial Center Vol. 456 , Pg. 249
OWNER:
0.1. Corporation
151 Graham Road
College Station, Tx 77845
(409) 690-1711
DRAINAGE BASIN:
North Fork of Lick Creek
TYPE OF DEVELOPMENT:
This permit is valid for the construction of all improvements as shown on the reviewed site
construction plans. This revised permit is for the inclusion of 6 additional parking spaces as shown
on the attached drawing.
The Contractor shall take all necessacy precautions to prevent silt and debris from leaving the immediate
construction site in accordance with the approved erosion control plan as well as the City of College
Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed
areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales
used for temporaiy erosion control. The Owner and/or Contractor shall also insure that any disturbed
vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall
be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery
and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work.
Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced
before any operations of this permit can begin.
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be
taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city
streets, or existing drainage facilities .
I hereby grant this permit for development of an area outside the special flood hazard area. All
elopment shall be in accordance with the plans and specifications submitted to and approved by the
i Engineer in the development permit application for the above named project and all of the codes and
I J/z:o/ttY!J
· ces of i of College Station that apply.
I
Date 1 I
Owner/ Agent
\\ld,3 /q-z
Date
· Contractor Date
11 /20 /98 12: 38 '6'409 846 8252 KLI NG EN GR ->->-> COCS V OL=K~/~M_OR_G_A_N ___ ~=·-0_02 __
'· -_.§
Addendum to Drainage Report
for
Additions and Renovations to 0.1. Analytlt'0 ~---------
Dated December 15, 1997 EVIEWED FOR
11.29 Acre Tract COMPLIANC
Robert Stevenson Survey, A-54
College Station, Brazos County, Texas NOV 2 3 1998
November 10, 1998 COLLEGE STATION
PURPOSE:
DEVELOPMENT SERVICES
The following is an addendum to the Drainage Report for Additions and Renovations to
0.1. Analytical dated Dec. 15, 1997. The purpose of this addendum is to document the effect
of adding six parking spaces in the front parking lot, approx. 1809 sf, to the drainage
structures on site.
DRAINAGE STRUCIURES:
Detention Pond
The six additional parking spaces are located in drainage area 7B (see Appendix 4:
Drainage Areas in the Drainage Report dated Dec. 15, 1997) which flows into the right-of-
way. This increase in flow from grass to paving for the six additional parking spaces
decreases the allowable outflow from the pond. Following is a table showing the allowable
outflow from the pond due to the six additional parking spaces (see Drainage Report dated
Dec. 15, 1997 for original allowable outflow). The table shows that the pond detains the 10,
25, 50 and 100 year storm events but does not detain the 2-yr and 5-yr storm events by 0.2
cfs.
OUTFLOW
ALLOWABLE
ACTUAL
Culverts and Channels
Ql
cfs)
1.5
1.7
QS QlO Q25 QSO QlOO
cfs) cfs cfs) cfs) (cfs
1.8 2.1 2 .4 2.7 2.7
2.0 2.1 2.3 2 .5 2.6
Channels Sections E and G and Culvert F receive _»1n-off from drainage area 7B. The
following table shows the capacities for Sections E an cyp ~d Culvert F and the flow coming
to each structure for each storm event including the increase in flow from the six parking
spaces. (See Drainage Report dated Dec. 15, 1997 for original flows .) Channel Sections E
and G have capacity through the 100-yr storm event and Culvert F has capacity through the
25-yr storm event.
11 /20 /98 12 : 39 'Zr409 846 8252 KLI NG ENGR 444 COCS VOLK /MORG AN ----
OI Corp -Drainage Report -Page 2
CAPACITY CONTRIBUTING Q2 QS QlO Q2S QSO QlOO STRUCTURE DRAINAGE (cfs) AREAS (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
CULVERTF 18 .1 +A ,Ai'f7~1 cfflitre2 ·~-:a; 10.6 13 .0 14 .6 16.6 18 .9 19.7 .
SECTIONE 32 .2 7A & B, OFF-SITE 10.6 13.0 14.6 16 .6 18.9 19.7 2
SECTIONG 81.4 7A & B, OFF-SITE 13.4 16.4 18.4 20 .9 23.7 24.8 2&3, ALLOW
CONCLUSION:
The channels and culverts comply with the City of College Station Drainage Policy and
Design Standards with the additional six parking spaces . The channels have capacity through
the 100 year storm event and the culvert through the 25 year. The detention pond does not
comply with the C.O.C.S. Drainage Policy and Design Standards for the 2-yr and 5-yr storm
event however all other storm events meet the requirements with the additional six parking
spaces .
REVIEWED FOR
COMPLIANCE
NOV 2 3 1998 (J
COLLEGE STATION
DEVELOPMENT SERVICES
~003
11 1 11 1 98 11 : 48 5'4 0 9 846 8252 KLING ENGR -+->-> COCS VOLK /MORG AN
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NOV 2 3 1998 \)
COLLEGE STATION
DEVELOPMENT SERVICES
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NOV 2 3 1998 \)
COLLEGE STATION
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FROM : ARKITE X STUDIO INC PHONE NO. : 4098458224 Nov . 04 1998 12 :50PM Pl ..
:in11n.....arD<.Eat 11u"'" 20I
(otego-TX 719IO
Woe *ll•asJS
Pa •«»1161330
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Principals
Cbarli• Banh, AlA
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Dr. EltoD Abbotc, ASA
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FAX TRANSMITTAL COVER
TO: Natalie Ruiz
FROM: Mike Record
PROJECf: 0.I. Analytical
PAGES (including cover): 02
WITii: The City of College Station
DATE: 4 November 1998
PROJECT NO: 9704
FAX NUMBER: 764 -3496
If you do not receive all of the indicated pages, please call us immediately at (409) 260-2635.
Original zo follow in mail: yes(@::)
Dear Ms. Ruiz,
The following drawing shows the proposed revisions to the parking lot for 0.I. Analytical.
As I discussed with you yesterday, I would like to have an approval letter for this revision.
I will forward it to the Contractor. They will need an approved drawing to include in their
record set.
Thank you,
~~
Mike Record, AIA
Project Architect
REVIEWED FO
COMPLIANC
NOV 2 3 1998 \J
COLLEGE STATION
DEVELOPMENT SERVICES
DRAINAGE REPORT
FOR
Additions and Renovations to 0.I. Analytical
11.29 ACRE TRACT
UNIVERSITY INDUSTRIAL CENTER
VOL. 456, PG. 249
Robert Stevenson Survey, A-54
College Station, Brazos County, Texas
December 15, 1997
R VIEWED FOR
C j ANCJ.:J
/AJ. ~~~
DEVELOPED BY:
O.I. Corporation
151 Graham Road
College Station, TX 77845
(409)690-1711
PREPARED BY:
Kling Engineering & Surveying
4103 Texas Avenue, Suite 212
Bryan, TX 77802
(409) 846-6212
Drainage Report
for
Additions and Renovations to 0.1. Analytical
11.29 Acre Tract
Robert Stevenson Survey, A-54
College Station, Brazos County, Texas
December 15, 1997
GENERAL LOCATION & DESCRIPTION:
The current O.I. Corporation Facility is located on 3.22 acres out of an 11.29 acre tract
of land. The tract is bounded to the west by F.M. 2154 (Wellborn Road), to the north by
Edelweiss Estates, Phase V -27.455 acres, Volume 2537, Page 67, and to the south by Graham
Road. The additions to the current facilities will be located on 3.59 acres out of the 11.29 acre
tract. This report pertains to the drainage design for the 3.59 acres to be developed. (See
Appendix 7: "Acreage Location" for the location of the 3.59 acres within the 11.29 acre tract.)
Current improvements on the 11.29 acre tract consist of a building and parking area
covering approximately two acres including a small drainage ditch running parallel to the north
property line. The rest of the tract is mainly open area covered with grass including a few
scattered trees. Proposed improvements include a new building, parking lot, two loading dock
areas, a storm sewer, a detention pond and relocation of some of the existing utilities.
DRAINAGE BASIN:
The site is located in the Lick Creek drainage basin, which is the primary drainageway
(See Appendix 1: "General Location Map"). The site is not within the 100 year flood hazard area
according to the Flood Insurance Rate Maps 0182C, Community# 481195, Effective date: July
2, 1992, for Brazos County, Texas and Incorporated areas, (See Appendix 2: "Flood Plain Map").
Currently the majority of the site drains indirectly into a tributary of South Fork Lick
Creek via sheet flow, channels and culverts. A small portion drains into the borrow ditch of F.M.
2154 via a swale along the north property line.
DRAINAGE DESIGN CRITERIA:
The City of College Station Drainage Policy and Design Standards state that the design
discharge for channels shall be based on the 100 year storm event, culverts shall be based on the
25 year storm event and the detention pond is to attenuate through the 100 year storm event. The
above standards were used to design the channels, culverts and detention pond for the site.
The following methods were used in the analysis and design of the drainage structures.
The Rational Method was used to calculate the peak run-off for pre and post-developed conditions.
The Modified Rational Method was used to estimate detention pond storage. The detention pond
routing was done using Level Pool Routing Procedures combined with the appropriate hydraulic
equations for the staged outlet works. Manning's Equation was used to design and check
capacities of channels and culverts.
OI Corp -Drainage Report -Page 2
DRAINAGE FACILITY DESIGN:
The design of the channels, culverts and detention pond were based on pre and post-
developed drainage patterns and run-off calculations. The drainage patterns were used to delineate
major and minor drainage areas (See Appendix 4: "Dramage Areas"). The major drainage areas
were divided according to the off-site drainage system receiving the run-off and an additional
division made for the area contributing run-off to the detention pond. The minor drainage areas
were divisions of the major drainage areas based on the culvert or channel receiving the run-off.
Then run-off calculations were made for each drainage area for determining the capacity of the
drainage facilities. (See Appendix 5: "Hydrologic Calculations" for run-off calculations including
computations for the intensities and run-off coefficients.)
Detention Pond
The detention pond is located to the southeast of the proposed facility and covers
approximately 0.4 acres. The detention pond outlet works consist of a 10" PVC pipe. Tail water
effects on the outlet works were neglected since any back water from the 24" CMP culvert would
flow over Graham Dr. before reaching the discharge elevation of 316.61' for the pond outlet
works. The elevation of the center line of Graham Dr. above the 24" CMP culvert is at 316.46',
0.15' below the discharge point for the pond outlet works.
The allowable outflow for the detention pond was based on the difference between the
post-developed run-off leaving the sight undetained and the pre-developed run-off. The chart
below compares the allowable and actual outflow from the detention pond. The pond successfully
attenuates the 5, 10, 25, 50 and 100 year storm events, however, it does not contain 0.1 cfs of
the 2 year storm event. (Appendix 5: "Hydrologic Calculations" shows the computations for
allowable outflow, and Appendix 6: "Hydraulic Calculations" shows the computations for the
actual outflow computed by the Level Pool Routing Procedure.)
OUTFLOW
ALLOWABLE
ACTUAL
Culverts and Channels
Q2
(cfs)
1.6
1.7
QS
(cfs)
2.0
2.0
QlO Q25 QSO QlOO
(cfs) (cfs) (cfs) (cfs)
=======~====~=====:
2.3 2.6 2.9 3.0
~+--~-+-~~-+-~---l
2.1 2.3 2.5 2.6
The location and proposed slopes of the drainage channels and culverts are shown on the
Grading Plan (See Appendix 3: "Grading Plan"). The chart below shows the capacity of the
drainage structure, the contributing areas and the peak run-off from various storm events.
Structures B, C, D, E and G have capacity for all the storm events through the 100 year. Section
A, is an off-site ditch section taken from the intersection of the swale along the north property line
with the borrow ditch along F.M. 2154. Based on on-site inspection and design analysis the ditch
at Section A, under present conditions, is not adequate to carry the discharge without encroaching
on the adjacent driveway. The developed site will increase the current run-off to this section by
OI Corp -Drainage Report -Page 3
0.5 cfs for the lOOyr event. Culvert F has capacity for the 2, 5, 10 and 25 year storm events.
The 50 and 100 year storm events exceed the capacity of Culvert F by 0.5 and 1.3 cfs
respectively. (Appendix 6: "Hydraulic Calculations" contains the computations determining the
capacity of the drainage structures using Manning's Equation and sketches of existing ditch cross-
sections . Note: The section configurations used for determining capacity for the channels were
selected from the downstream end.)
CAPACITY CONTRIBUTING Q2 QS QlO Q25 QSO QlOO STRUCTURE DRAINAGE (cfs) AREAS (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
SECTION A 7.0 3, OFF-SITE 1 7.9 9.6 10.8 12.3 13.9 14.5
CHANNELB 69 .2 SA S.4 6.S 7.3 8.4 9.4 9.9
CULVERTC 37.9 SA S.4 6.S 7.3 8.4 9.4 9.9
STORM SEWER D 1.26 7A, OFF-SITE 2 0.3 0.4 0.4 o.s 0.6 0.6
SECTIONE 32 .2 7 A & B, OFF-SITE 2 10.5 12 .8 14.4 16.4 18 .6 19.4
CULVERTF 18 .1 7 A & B, OFF-SITE 2 10.S 12.8 14.4 16.4 18 .6 19.4 &3
SECTIONG 81.4 7 A & B, OFF-SITE 2 13.3 16.2 18.2 20.7 23.4 24.S &3,ALLOW
FLUME 3.69 1/3 OF SA&B -2 .8 - - - -
Curb Breaks
Curb breaks were placed in the front parking area and in the drive connecting the loading
docks to insure proper drainage of these areas. Erosion protection was not provided due to the
low velocities, less than 4ft/s. (Appendix 6: "Hydraulic Calculations" contains the computations
determining the run-off velocity through the curb breaks. Note: the run-off flowing through the
curb breaks was determined by taking the run-off from the front parking (drainage area 7B) for
the 100 yr event , 7. 79 cfs, and dividing by the number of curb breaks, eight, giving a value of
0.97cfs/curb break. One cfs was used to determine the maximum velocity flowing through the
curb breaks using Manning's Equation. The Weir Equation was also used to determine maximum
velocity. Both methods yielded velocities less than 4 ft/ s.)
CONCWSIONS:
The detention pond, channels and culverts comply with the City of College Station
Drainage Policy and Design Standards. The detention pond will detain for through the 100 year
storm event excluding the 2 year storm. The channels have capacity through the 100 year storm
event and culverts through the 25 year.
01 Corp -Drainage Report -Page 4
"I hereby certify that this report (plan) for the drainage design of Additions and
Renovations to O.I. Analytical Expansion -11.29 Acre Tract 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." . _
~"''''"' -~>-0 ~~''' ... " l\
,_,..._._,, .;'t,< *
APPENDICES
1) General Location Map (U.S.G .S.) Quad -Part of the Welborn Quadrangle
2) Flood Insurance Rate Map -FEMA
3) Grading Plan -Kling Engineering
4) Drainage Areas
5) H ydrologic Calculations
6) Hydraulic Calculations
7) Acreage Location
k : \wpwin60\oicorp . wpd
APPENDIX 1
General Location Map
APPENDIX4
Drainage Areas
GRAHAM !J. W.
PRE-DEVELOPeAINAGE AREAS
. -,.
'
i I
,_
APPENDIX5
Hydrologic Calculations
INTENSITY CALCULATIONS
BRAZOS COUNTY
CONSTANTS FOR IDF CURVES
FREQ e b d
2 0.806 65 8.0
5 0.785 76 8 .5
10 0.763 80 8.5
25 0.754 89 8.5
50 0.745 98 8.5
100 0.730 96 8.0
INTENSITY=b/ Tc+d Ae
FREQ
Tc min 2 5 10 25 50 100
PRE 10 6.33 7 .69 8.63 9.86 11.15 11.64
POST 10 6.33 7 .69 8.63 9.86 11.15 11.64
RUN-OFF COEFFICIENT (C-VALUE) CALCULATION
C-VALUES
GRASS 0.35
IMP 0 .9
AREA
DA GRASS IMP TOTAL C-VALUE
PRE 3.5894 0 .0000 3 .5894 0.3500
1 3.5598 0 .0000 3 .5598 0.3500
2 0 .0296 0 .0000 0 .0296 0 .3500
POST 2.0559 1 .5334 3 .5893 0 .5850
3 0 .0299 0.0352 0 .0651 0 .6474
4 0 .0811 0 .0000 0 .0811 0 .3500
s 1 .2951 0 .7231 2 .0182 0 .5471
SA 0.5883 0 .7125 1 .3008 0.6513
SB 0 .7068 0 .0106 0 .7174 0 .3581
6 0 .1691 0.0000 0 .1691 0 .3500
7 0.4807 0.7751 1.2558 0 .6895
7A 0 .0423 0 .0045 0 .0468 0.4029
78 0 .2541 0 .6450 0.8991 0 .7446
7C 0 .1843 0 .1256 0.3099 0 .5729
OFF-SITE 1 0 .5574 1 .1598 1 .7172 0.7215
OFF-SITE 2 0 .0931 0 .0000 0 .0931 0.3500
OFF-SITE 3 0.5037 0 .8521 1 .3558 0.6957
where : C = (0.35 *GRASS+ 0 .90 * IMP)!TOTAL
OFF-SITE# Refers to the existing s ite contributing to
1 -Section A
2-Stormsewer D
3 -Section E
PEAK FLOW CALCULATIONS
DA TC C-VALUE AREA Q2 QS Q10
PRE 10 0.3500 3.5894 7.9479 9.6644 10 .8475
1 10 0.3500 3 .5598 7.8824 9 .5847 10.7580
2 10 0 .3500 0 .0296 0 .0655 0.0797 0 .0895
POST 10 0 .5850 3.5893 13.2833 16 .1520 18.1292
3 10 0.6474 0 .0651 0 .2666 0.3242 0.3639
4 10 0.3500 0.0811 0 .1796 0.2184 0.2451
5 10 0.5471 2.0182 6.9849 8 .4934 9.5332
SA 10 0.6513 1.3008 5.3595 6.5170 7.3148
58 10 0.3581 0 .7174 1.6254 1 .9764 2.2184
6 10 0.3500 0.1691 0.3744 0.4553 0.5110
7 10 0 .6895 1.2558 5.4777 6.6607 7.4761
7A 10 0.4029 0.0468 0.1193 0.1450 0.1628
78 10 0.7446 0.8991 4.2352 5.1498 5.7802
7C 10 0 .5729 0 .3099 1 .1232 1 .3658 1 .5330
OFF-SITE 1 10 0 .7215 1.7172 7 .8380 9 .5307 10.6974
OFF-SITE 2 10 0.3500 0.0931 0 .2061 0.2507 0.2814
OFF-SITE 3 10 0.6957 1.3558 5 .9671 7.2557 8.1439
where : Q = C-Value *Area * I
I -is found in "Intensity Calculations" and corresponds to the
appropriate Tc and frequency .
ALLOWABLE OUTFLOW CALCULATIONS
DA Q2 QS Q10 Q25 QSO Q100
PRE 7 .9479 9.6644 10.8475 12.3889 14.0047 14.6222
3 0.2666 0.3242 0.3639 0.4156 0.4698 0.4905
4 0.1796 0 .2184 0.2451 0.2799 0.3164 0.3304
6 0 .3744 0.4553 0 .5110 0 .5837 0 .6598 0 .6889
7 5.4777 6.6607 7.4761 8 .5384 9 .6520 10 .0776
ALLOW 1.6496 2.0058 2.2514 2.5713 2 .9066 3 .0348
where: ALLOW = PRE -(3 + 4 + 6 + 7)
Q25 QSO Q100
12.3889 14.0047 14.6222
12.2867 13.8892 14.5016
0.1022 0.1155 0 .1206
20.7054 23.4059 24 .4379
0.4156 0.4698 0.4905
0.2799 0.3164 0.3304
10.8878 12 .3078 12.8505
8.3542 9.4438 9 .8602
2.5336 2 .8641 2.9903
0 .5837 0.6598 0.6889
8.5384 9 .6520 10 .0776
0.1859 0 .2102 0 .2195
6 .6016 7.4626 7.7917
1.7509 1.9792 2.0665
12.2175 13 .8109 14.4199
0.3213 0.3632 0.3793
9.3012 10 .5143 10 .9779
Type ••.• C and Area
Name •••• DA3
File ••••• \S&fll>le\Ol·DEC1.ppk
Title ••• AREA DRAINING INTO DETENTION POND
RATIONAL C COEFFICIENT DATA
Page 1.01
......................................................................... .........................................................................
AREA DRAINING INTO DETENTION POND
Area c x Area
Soil/Surface Description c acres acres
------------------------------------------------------------
GRASS .3500 1.295 .453
IMPERVIOUS .9000 .723 .651
WEIGHTED C & TOTAL AREA ---> .5471 2.018 1.104 ......................................................................... .........................................................................
S/N: HOHOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 16:54:09 Date: 12-01-1997
Type .••• Mod . Rational Grand Sl1Tfll8ry
Name .••• DA4
File ••••• \sa~le\Ol -DEC1.ppk
Page 1.02
************************************************************************
************************************************************************
* *
* *
* MODIFIED RATIONAL METHOD *
* ----Grand S'-'llll8ry For All Storm Frequencies *
* *
* *
************************************************************************
************************************************************************
Q CiA * Units Convers i on; Where Conversion = 43560 / (12 * 3600)
Area = 2.018 acres Tc = 10 .00 min ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Freq. Adjusted Duration
years 'C' min in/hr
Qpeak Allowable!
cf s cf s I
VOLUMES
Inflow
ac -ft
Storage
ac-ft
------------------------------"·----------------------1---------------------
2
5
10
25
so
100
.547
.547
.547
.547
.547
.547
27.00
29.00
31.00
32.00
33.00
33.00
3. 7016
4.41n
4.8405
5.4622
6.1063
6.3817
4 .12
4.92
5.39
6.08
6.80
7.10
S/N: HOMOL0863131 KLING ENGINEERING
1.65 I
2.01
2.25
I
I
2.s7 I
2.91 I
3.o3 I
Pond Pack Ver: 6-24 -97 :053 C~te Time: 17:14:31
.153
.196
.230
.268
.309
.323
.094
.119
.137
.158
.181
.189
Date: 12 -01-1997
Type •••• Mod. Rational Graph Page 1.09
Name •••• DA4 Tag: 2 YR
File ••••• \sa~le\OI -DEC1.ppk
MODIFIED RATIONAL METHOD
Graphical Siinnary for Maxirrun Required Storage
Q = CiA * Units Conversion; ~here Conversion = 43560 / (12 * 3600)
**********************************************************************
* RETURN FREQUENCY: 2 yr
* 'C' Adjustment: 1.000
Allowable Outflow: 1.65 cfs
Required Storage: .094 ac-ft
*
*
*--------------------------------------------------------------------*
* Peak Inflow: 4.12 cfs *
* .HYG File: OI-DEC1.HYG HYG 10 2 YR *
**********************************************************************
Q Td = 27.00 min
/-------Approx. Duration for Max. Storage ------/
x
I
I
Tc= 10.00 min I
I = 6.3265 in/hr I
Q = 7.04 cfs I
·I· I
I I
I Required Storage I
.094 ac-ft I
I
x x x x x x xix x x x x x x x x x x
I
Return Freq: 2 yr
C adj.factor:1.000
Area = 2.018 acres
~eighted C = .547
Adjusted C = .547
Td= 27.00 min
I = 3.7016 in/hr
Q = 4.12 cfs
x
o o o o o o o o o o o o o o o o Q = 1.65 cfs
x o I · Ix (Allow.Outflow)
0 I I
x 0 I NOT TO SCALE I x
o I ============ I
o I I x
-----------------------1-----------------------------1------------
17.66 min 33.00 min T
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 con.,ute Time: 17:14:31 Date: 12-01-1997
Type •••• Mod. Rational Storm Cales Page 1.10
Name •••• DA4 Tag: 2 YR
File ••••• \sa~le\OI-DEC1.ppk
MOOIFIED RATIONAL METHOO
SU11118ry for Single Storm Frequency ----
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 2 yr 'C' Adjustment = 1.000 Allowable Q = 1.65 cfs
Hydrograph Storm Duration, Td = 27.00 min
Hydrograph File: OI-DEC1.HYG HYG 10 2 YR
Tc = 10.00 min
............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Wtd. Adjusted Duration Intens. Area
'C' 'C' min in/hr acres
VOLUMES
Qpeak I Inflow
cfs I ac -ft
Storage
ac-f t
------------------------------------------------------1---------------------
.547
.547
.547
.547
.547
.547
10.00
15.00
20.00
6.3265
5.1923
4.4310
2.018
2.018
2.018
7.04 I
5.78 I
4.93 I
.097 .074
.119 .086
.136 .092
************************************************************ Storage Maxi11U11
.547 .547 27.00 3.7016 2.018 4.12 I .153 .094
****************************************************************************
.547 .547 30.00 3.4642 2.018 3.86 .159 .093
.547 .547 40.00 2.8697 2.018 3.19 .176 .088
.547 .547 50.00 2.4637 2.018 2.74 .189 .079
.547 .547 60.00 2.1673 2.018 2.41 .199 .068
.547 .547 120.00 1.3017 2.018 1.45 Qpeak < Qal low
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 C~te Time: 17:14:31 Date: 12-01-1997
Type .••• Mod. Rational Hyg Page 1.11
Name •••• DA4 Tag: 2 YR
File ••••• \SalJl>le\
MODIFIED RATIONAL METHOD HYDROGRAPH
Q = CiA * Units Conversion; Where Conversion = 43560 I C12 * 3600)
Rational Storms: BRAZOS.IDQ RATIONAL
Tag Freq File IDF Curve
2 YR
Tag
2 YR
2 BRAZOS.IDQ e = .8060 b = 65.0000 d = 8.0000
Td = 27.00 min
Freq c c adj I c Area I
(years> factor I final in/hr acres I
1-----------------------------1
2 .547 1.000 I .547 3.7016 2.018
-----------------------------
HYG file= .\Sa1Jl>le\Ol-DEC1.HYG
HYG ID = HYG 10
HYG Tag = 2 YR
Peak Discharge =
Time to Peak =
HYG Volume =
4.12 cfs
10.00 min
.153 ac-ft
HYDROGRAPH ORDINATES Ccfs)
Time I Output Time increment = 2.00 min
I
Peak Q
cfs
----------
4.12
min I Time on left represents time for first value in each row.
---------1--------------------------------------------------------------
.00 I .oo .82 1.65 2.41 3.3o
10.00 I 4.12 4.12 4.12 4.12 4.12
20.00 I 4.12 4.12 4.12 4.12 3.11
30.00 I 2.aa 2.06 1.24 .41 .oo
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 C~te Time: 17:14:31 Date: 12-01-1997
Type •••• Mod. Rat i onal Graph Page 1.15
Name •••• DA4 Tag: 5 YR
File ••••• \saq:>le\Ol-DEC1 .ppk
MOOIFIED RATIONAL METHOO
----Graphical SlJTlllary for MaxiRl.111 Required Storage
Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600)
**********************************************************************
* RETURN FREQUENCY: 5 yr
* 'C' Adjustment: 1.000
Allowable Outflow: 2.01 cfs
Required Storage: .119 ac-ft
*
*
•--------------------------------------------------------------------*
* Peak Inflow: 4.92 cfs *
* .HYG File: Ol -DEC1.HYG HYG 10 5 YR *
**********************************************************************
Q I Td = 29.00 min
/-------Approx. Duration for Max. Storage ------/
x
·I·
I
I
Tc= 10.00 min
I = 7.6928 in/hr
Q = 8.56 cfs
I
I
I
I
I
I
I
Required Storage I
.119 ac -ft I
I
x x x x x x xix x x x x x x x x x x
I
Return Freq: 5 yr
C adj.factor:1.000
Area = 2.018 acres
~eighted C = .547
Adjusted C = .547
Td= 29.00 min
I = 4.4177 in/hr
Q = 4.92 cfs
x
o o o o o o o o o o o o o o o o Q = 2.01 cfs
x 0
0
x 0
0
I·
I
I
I
NOT TO SCALE
------------------------
Ix (Allow.Outflow)
I
I x
I
0 I I x
'-----------------------1 -----------------------------1------------
17.65 mi n 34 .91 mi n T
S/N: HOMOL086313 1 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:14:31 Date: 12 -01 -1997
Type •••• Mod. Rational Storm Cales
Name •••• DA4 Tag: 5 YR
File ••••• \s~le\01-DEC1.ppk
MOOIFIED RATIONAL METHOO
Surmary for Single Storm Frequency
Page 1.16
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 5 yr 'C' Adjustment = 1.000 Allowable Q = 2.01 cfs
Hydrograph Storm Duration, Td = 29.00 min
Hydrograph File: Ol-DEC1.HYG HYG 10 5 YR
Tc = 10.00 min
............................................................................ ............................................................................
VOLUMES
Wtd. Adjusted Duration lntens. Area Qpeak I Inflow Storage
'C' 'C' min in/hr acres cfs I ac-ft ac-ft
------------------------------------------------------1 ---------------------
.547 .547
.547 .547
.547 .547
10.00
15.00
20.00
7.6928
6.3757
5 .4797
2.018
2.018
2.018
8.56 I
1.10 I
6.10 I
.118
.147
.168
.090
.106
.114
************************************************************ Storage Maxifll.111
.547 .547 29.00 4.4177 2.018 4.92 I .196 .119
****************************************************************************
.547 .547 30.00 4.3274 2.018 4.82 .199 .119
.547 .547 40.00 3.6100 2.018 4.02 .221 .114
.547 .547 50.00 3.1160 2.018 3.47 .239 .105
.547 .547 60.00 2.7529 2.018 3.06 .253 .093
.547 .547 120.00 1.6801 2.018 1.87 Qpeak < Qallow
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 C~te Time: 17:14:31 Date: 12 -01 -1997
Type •••• Mod. Rational Hyg Page 1.17
Name •••• DA4 Tag: 5 YR
File ••••• \SalJ1)le\
MODIFIED RATIONAL METHOD HYDROGRAPH
Q = CiA * Units Conversion; Where Conversion = 43560 / C12 * 3600)
Rational Storms: BRAZOS.IDQ RATIONAL
Tag Freq File IDF Curve
5 YR 5 BRAZOS. I DQ e = .7850 b = 76.0000 d = 8.5000
Tag
5 YR
Td = 29.00 min
Freq c c adj c Area
(years) factor I final in/hr acres I
l·····························I
5 .547 1.000 I .547 4.4177 2.018
-----------------------------
HYG file= .\SSIJ1)le\Ol·DEC1.HYG
HYG ID = HYG 10
HYG Tag = 5 YR
Peak Discharge =
Time to Peak =
HYG Volune =
4.92 cfs
10.00 min
.196 ac·ft
HYDROGRAPH ORDINATES Ccfs)
Time I Output Time increment = 2.00 min
I
Peak Q
cfs
----------
4.92
min I Time on left represents time for first value in each row .
·········I······························································
.oo I
10.00 I
20.00 I
30.00 I
40.00 I
.00
4.92
4.92
4.43
.00
.98
4.92
4.92
3.44
1.97
4.92
4.92
2.46
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6·24·97 :053 C~te Time: 17:14:31
2.95
4.92
4.92
1.48
3.93
4.92
4.92
.49
Date: 12·01·1997
Type •••• Mod. Rational Graph Page 1.03
Name •••• DA4 Tag: 10 YR
File ••••• \sample\Ol-DEC1.ppk
MODIFIED RATIONAL METHOD
----Graphical Surrnary for MaxilTl.lll Required Storage
Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600)
**********************************************************************
* RETURN FREQUENCY: 10 yr
* 'C' Adjustment: 1.000
Allowable outflow: 2.25 cfs
Required Storage: .137 ac-ft
*
*
*--------------------------------------------------------------------*
* Peak Inflow: 5.39 cfs *
* .HYG File: OI-DEC1.HYG HYG 10 10 YR *
**********************************************************************
Q Td = 31.00 min
/-------Approx. Duration for Max. Storage ------/
x
I
I
Tc= 10.00 min I
= 8.6345 in/hr I
Q = 9.61 cfs I
·I· I
I I
I Required Storage I
.137 ac-ft I
I
x x x x x x xix x x x x x x x x x x
I
Return Freq: 10 yr
C adj.factor:1.000
Area = 2.018 acres
Weighted C .547
Adjusted C = .547
Td= 31.00 min
I = 4.8405 in/hr
Q = 5.39 cfs
x
o o o o o o o o o o o o o o o o Q = 2.25 cfs
x o I· Ix (Allow.Outflow)
o I I
x 0 I NOT TO SCALE I x
o I ============ I
o I I x
'-----------------------1-----------------------------1------------
17.66 min 36.82 min T
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:14:31 Date: 12-01-1997
Type ••.• Mod. Rational Storm .Cales Page 1.04
Name •••• OA4 Tag: 10 YR
File ••••. \sa~le\OI-DEC1.ppk
MODIFIED RATIONAL METHOD
SU!lll8ry for Single Storm Frequency ----
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 10 yr 'C' Adjustment = 1.000 Allowable Q = 2.25 cfs
Hydrograph Storm Duration, Td = 31.00 min
Hydrograph File: OI-DEC1.HYG HYG 10 10 YR
Tc = 10.00 min
............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Wtd. Adjusted Duration Intens. Area
'C' 'C' min in/hr acres
Qpeak I
cf s I
VOLUMES
Inflow
ac-ft
Storage
ac-ft
------------------------------------------------------1---------------------
.547
.547
.547
.547
.547
.547
.547
.547
10.00
15.00
20.00
30.00
8.6345
7.1939
6.2093
4.9361
2.018
2.018
2.018
2.018
9.61 I
8.01 I
6.91 I
5.5o I
.132
.165
.190
.227
.101
.120
.130
.137
************************************************************ Storage Maxi111.J11
.547 .547 31.00 4.8405 2.018 5.39 I .230 .137
****************************************************************************
.547 .547 40.00 4.1387 2.018 4.61 .254 .134
.547 .547 50.00 3.5872 2.018 3.99 .275 .125
.547 .547 60.00 3. 1802 2.018 3.54 .293 .113
.547 .547 120.00 1.9679 2.018 2.19 Qpeak < Qallow
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:14:31 Date: 12-01-1997
Type •.•• Mod. Rational Hyg Page 1.05
Name •••• DA4 Tag: 10 YR
File ••••• \s8"1'le\
MODIFIED RATIONAL METHOD HYDROGRAPH
Q = CiA * Units Conversion; Where Conversion = 43560 I C12 * 3600)
Rational Storms: BRAZOS.IDQ RATIONAL
Tag Freq File IDF Curve
10 YR 10 BRAZOS. IDQ e = .7630 b = 80.0000 d = 8.5000
Tag
10 YR
Td = 31.00 min
Freq c c adj I c Area
(years) factor I final in/hr acres I
10
1-----------------------------1
.547 1.000 I .547 4.8405 2.018
-----------------------------
HYG file= .\sample\OI·DEC1.HYG
HYG ID = HYG 10
HYG Tag = 10 YR
Peale Discharge =
Time to Peale =
HYG Volune =
5.39 cfs
10.00 min
.230 ac-ft
HYDROGRAPH ORDINATES (cfs)
I
Time I Output Time increment = 2.00 min
Peale Q
cfs
----------
5.39
min I Time on left represents time for first value in each row.
---------1--------------------------------------------------------------
.00 I
10.00 I
20.00 I
30.00 I
40.00 I
.00
5.39
5.39
5.39
.54
1.08
5.39
5.39
4.85
.00
2.16
5.39
5.39
3.77
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:14:31
3.23
5.39
5.39
2.69
4.31
5.39
5.39
1.62
Date: 12-01-1997
Type •••• Mod. Rational Graph Page 1.12
Name •..• DA4 Tag: 25 YR
File ••••• \sal!1)le\Ol·DEC1.ppk
MODIFIED RATIONAL METHOD
Graphical S'-'llll8ry for Maxilllill Required Storage
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
**********************************************************************
o I
* RETURN FREQUENCY: 25 yr
* 'C' Adjustment: 1.000
Allowable Outflow: 2.57 cfs
Required Storage: .158 ac-ft
*
*
•--------------------------------------------------------------------•
* Peak Inflow: 6.08 cfs *
* .HYG File: Ol·DEC1.HYG HYG 10 25 YR *
**********************************************************************
Td = 32.00 min
/··--·-· Approx. Duration for Max. Storage ·-----/
Return Freq: 25 yr
C adj.factor:1.000
I
x
·I·
I
I
I
I
Tc= 10.00 min
I = 9.8615 in/hr
I
I
I Q = 10.98 cfs
I
I
Required Storage I
.158 ac·ft I
I
x x x x x x xix x x x x x x x x x x
I
Area = 2.018 acres
Weighted C = .547
Adjusted C = .547
Td= 32.00 min
I = 5.4622 in/hr
Q = 6.08 cfs
x
o o o o o o o o o o o o o o o o Q = 2.57 cfs
I
I
I
I
x
0
x 0
0
0
I·
I
I
I
NOT TO SCALE
============
Ix (Allow.Outflow)
I
I
I
x
I o I I x
'-----·-·-·-----·------·1-----------------------------1 ------------
17.66 min 37.n min T
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 COl!1)Ute Time: 17:14:31 Date: 12 -01-1997
Type •••• Mod. Rational Storm Cales Page 1. 13
Name •••• DA4 Tag: 25 YR
File ••••• \sarrple\Ol-DEC1.ppk
MODIFIED RATIONAL METHOD
Sllmlary for Single Storm Frequency ----
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 25 yr 'C' Adjustment= 1.000 Allowable Q = 2.57 cfs
Hydrograph Storm Duration, Td = 32.00 min
Hydrograph File: Ol-DEC1.HYG HYG 10 25 YR
Tc = 10.00 min
............................................................................ ............................................................................
Wtd. Adjusted Duration lntens.
'C' 'C' min in/hr
Area
acres
Qpeak I
cts I
VOLUMES
Inflow
ac-ft
Storage
ac-ft
------------------------------------------------------1---------------------
.547 .547 10.00 9.8615
.547 .547 15.00 8.2339
.547 .547 20.00 7. 1193
.547 .547 30.00 5.6748
2.018
2.018
2.018
2.018
10.98 I
9.11 I
7.93 I
6.32 I
.151
.189
.218
.261
.116
.137
.149
.158
************************************************************ Storage Maxinun
.547 .547 32.00 5.4622 2.018 6.08 I .268 .158
****************************************************************************
.547 .547 40.00 4.7680 2.018 5.31 .292 .155
.547 .547 50.00 4. 1396 2.018 4.61 .317 .146
.547 .547 60.00 3.6752 2.018 4.09 .338 .133
.547 .547 120.00 2.2871 2.018 2.55 Qpeak < Qal low
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 C~te Time: 17:14:31 Date: 12-01-1997
Type •••• Hod. Rational Graph Page 1. 18
Name •••• DA4 Tag: 50 YR
File ••••• \sa~le\OI-DEC1.ppk
MODIFIED RATIONAL METHOD
----Graphical SUTITl8ry for HaxilllJl1 Required Storage
Q = CiA * Units Conversion; ~here Conversion = 43560 I (12 * 3600)
**********************************************************************
* RETURN FREQUENCY: 50 yr
* 'C' Adjustment: 1.000
Allowable Outflow: 2.91 cfs
Required Storage: .181 ac-ft
*
*
*--------------------------------------------------------------------*
* Peak Inf low: 6.80 cfs *
* .HYG File: OI-DEC1.HYG HYG 10 50 YR *
**********************************************************************
Q I Td = 33.00 min
/-------Approx. Duration for Max. Storage ------/
x
.,.
I
I
I
I
Tc= 10.00 min
= 11.1476 in/hr
I
I
I Q = 12.41 cfs
I
I
Required Storage I
.181 ac-ft I
I
x x x x x x xix x x x x x x x x x x
I
Return Freq: 50 yr
C adj.factor:1.000
Area = 2.018 acres
~e;ghted c = .547
Adjusted c = .547
Td= 33.00 min
I = 6.1063 in/hr
Q = 6.80 cfs
x I
I
I
I
I
I
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q = 2.91 cfs
x
x 0
0
0
0
,.
I
I
I
NOT TO SCALE
------------------------
Ix
I
I
I
CAL low.Outflow)
x
I o I I x
'-----------------------1 -----------------------------1 ------------
17.66 min 38.72 min T
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 C~te Time: 17:14:31 Date: 12 -01-1997
Type •••• Mod. Rational Hyg Page 1.14
Name •••• DA4 Tag: 25 YR
File ••••• \s~le\
MODIFIED RATIONAL METHOD HYDROGRAPH
Q = CiA * Units Conversion; Where Conversion = 43560 / C12 * 3600)
Rational Storms: BRAZOS.IDQ RATIONAL
Tag Freq File IDF Curve
25 YR 25 BRAZOS.IDQ e = .7540 b = 89.0000 d = 8.5000
Tag
25 YR
Td = 32.00 min
Freq c c adj I c Area
(years) factor I final in/hr acres I
25
l·····························I
.547 1.000 I .547 5.4622 2.018
-----------------------------
HYG file= .\s~le\Ol·DEC1.HYG
HYG ID = HYG 10
HYG Tag = 25 YR
Peak Discharge =
Time to Peak =
HYG Volune =
6.08 cfs
10.00 min
.268 ac·ft
HYDROGRAPH ORDINATES (cfs)
I
Time I Output Time increment = 2.00 min
Peak Q
cf s
----------
6.08
min I Time on left represents time for first value in each row.
·········I······························································
.oo I .oo 1.22 2.43 3.65 4.86
10.00 I 6.08 6.08 6.08 6.08 6.08
20.00 I 6.08 6.08 6.08 6.08 6.08
30.00 I 6.08 6.08 4.86 3.65 2.43
40.00 I 1.22 .oo .oo
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6·24·97 :053 Compute Time: 17:14:31 Date: 12·01-1997
Type •••• Mod. Rational Storm Cales Page 1.19
Name •••• DA4 Tag: SO YR
File ••••• \saq>le\OI -DEC1.ppk
MOOIFIED RATIONAL METHCX>
Sunnary for Single Storm Frequency ----
Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600)
RETURN FREQUENCY: SO yr 'C' Adjustment = 1.000 Allowable Q = 2.91 cfs
Hydrograph Storm Duration, Td = 33.00 min
Hydrograph File: Ol-DEC1.HYG HYG 10 SO YR
Tc = 10.00 min
............................................................................ ............................................................................
Wtd. Adjusted Duration Intens. Area
'C' 'C' min in/hr acres
VOLUMES
Qpeak I Inflow
cfs I ac-ft
Storage
ac-ft
------------------------------------------------------1 ---------------------
.S47
.S47
.S47
.S47
.S47
.S47
.S47
.S47
10.00 11.1476
1S.OO 9.3278
20.00 8.0792
30.00 6.4S74
2.018
2.018
2.018
2.018
12.41 I
10.38 I
8.99 I
1.19 I
.171
.21S
.248
.297
.131
.1SS
.169
.180
************************************************************ Storage Maxirrun
.S47 .S47 33.00 6.1063 2.018 6.80 I .309 • 181
••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••
.S47 .S47 40.00 S.4369 2.018 6.0S .333 .178
.S47 .S47 SO.DO 4.7282 2.018 S.26 .363 .168
.S47 .S47 60.00 4.2037 2.018 4.68 .387 .1S4
.S47 .S47 120.00 2.6308 2.018 2.93 .484 .018
.S47 .S47 180.00 1.9775 2.018 2.20 Qpeak < Qallow
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :OS3 C~te Time: 17:14:31 Date: 12-01 -1997
Type •••• Mod. Rational Hyg Page 1.20
Name •••• DA4 Tag: 50 YR
File ••••• \S8fll>le\
MODIFIED RATIONAL METHOD HYDROGRAPH
Q = CiA * Units Conversion; ~here Conversion = 43560 / (12 * 3600)
Rational Storms: BRAZOS.IDQ RATIONAL
Tag Freq File IDF Curve
50 YR 50 BRAZOS. I DQ e = .7450 b = 98.0000 d = 8.5000
Td = 33.00 min
Tag Freq c c adj I c Area Peak Q
(years) factor I final in/hr acres I cfs
50 YR 50
Time I
min I
1-----------------------------1
.547 1.000 I .547 6.1063 2.018
-----------------------------
HYG file= .\Sa111Jle\01-DEC1.HYG
HYG ID = HYG 10
HYG Tag = 50 YR
Peak Discharge =
Time to Peak =
HYG Volune =
6.80 cfs
10.00 min
.309 ac-ft
HYDROGRAPH ORDINATES (cfs)
Output Time increment = 2.00 min
I
----------
6.80
Time on left represents time for first value in each row.
---------1--------------------------------------------------------------
.00 I
10.00 I
20.00 I
30.00 I
40.00 I
.00
6.80
6.80
6.80
2.04
1.36
6.80
6.80
6.80
.68
2.72
6.80
6.80
6.12
.00
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 COll1)Ute Time: 17:14:31
4.08
6.80
6.80
4.76
5.44
6.80
6.80
3.40
Date: 12-01-1997
Type •••• Mod. Rational Graph Page 1.06
Name •••• DA4 Tag: 100 YR
File ••••• \SalJ1)le\OI-DEC1.ppk
MODIFIED RATIONAL METHOD
----Graphical Surrnary for Maxina.m Required Storage
Q = CiA * Units Conversion; Where Conversion= 43560 I C12 * 3600)
**********************************************************************
* RETURN FREQUENCY: 100 yr
* 'C' Adjustment: 1.000
Allowable outflow: 3.03 cfs
Required Storage: .189 ac -ft
*
*
*--------------------------------------------------------------------*
* Peak Inflow: 7.10 cfs *
* .HYG File: OI-DEC1.HYG HYG 10 100 YR *
**********************************************************************
Q Td = 33.00 min Return Freq: 100 yr
/-------Approx. Duration for Max. Storage------/ c adj.factor:1.000
x
x 0
0
0
I
I
Tc= 10.00 min I
I = 11.6392 in/hr I Area = 2.018 acres
Q = 12.96 cfs I Weighted C = .547
·I· I Adjusted C .547
I I
I Required Storage I
.189 ac-ft I Td= 33.00 min
I I = 6.3817 in/hr
xx xx xx xix xx xx xx xx xx Q = 7.10 cfs
I
x x
0
0
o o o o o o o o o o o o o o o o Q = 3.03 cfs
I·
I
I
I
NOT TO SCALE
------------------------
Ix (Allow.Outflow)
I
I x
I
I I x
'-----------------------1-----------------------------1------------
17.66 min 38.74 min T
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 C0111JUte Time: 17:14:31 Date: 12-01 -1997
Type •••• Mod. Rational Storm Cales Page 1.07
Name •••• DA4 Tag: 100 YR
File ••••• \sa1r4>le\OI·DEC1.ppk
MODIFIED RATIONAL METHOD
Surrnary for Single Storm Frequency ----
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 100 yr 'C' Adjustment = 1.000 Allowable Q = 3.03 cfs
Hydrograph Storm Duration, Td = 33.00 min
Hydrograph File: OI-DEC1.HYG HYG 10 100 YR
Tc = 10.00 min
............................................................................ ............................................................................
VOLUMES
Wtd. Adjusted Duration Intens. Area Qpeak I Inflow Storage
'C' 'C' min in/hr acres cfs I ac-ft ac-ft
------------------------------------------------------1---------------------
.547 .547 10.00 11.6392
.547 .547 15 .o.o 9.7322
.547 .547 20.00 8.4304
.547 .547 30.00 6.7457
2.018
2.018
2.018
2.018
12.96 I
10.83 I
9.39 I
1 .51 I
.178
.224
.259
.310
.137
.162
.177
.189
************************************************************ Storage Maxim.in
.547 .547 33.00 6.3817 2.018 1.10 I .323 .189
****************************************************************************
.547 .547 40.00 5.6881 2.018 6.33 .349 .187
.547 .547 50.00 4.9541 2.018 5.52 .380 .178
.547 .547 60.00 4.4110 2.018 4.91 .406 .163
.547 .547 120.00 2.7798 2.018 3.09 .511 .026
.547 .547 180.00 2.0996 2.018 2.34 Qpeak < Qallow
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 C01T4>Ute Time: 17:14:31 Date: 12-01-1997
Type •••• Mod. Rational Hyg Page 1.08
Name .••• DA4 Tag: 100 YR
File ••••• \s~le\
MODIFIED RATIONAL METHOD HYOROGRAPH
Q = CiA * Units Conversion; Where Conversion = 43560 / C12 * 3600)
Rational Storms: BRAZOS.IOQ RATIONAL
Tag Freq File IDF Curve
100 YR 100 BRAZOS.IOQ e = .7300 b = 96.0000 d = 8.0000
Tag
100 YR
Td = 33.00 min
Freq c c adj I c Area
(years) factor I final in/hr acres I
100
1-----------------------------1
.547 1.000 I .547 6.3817 2.018
-----------------------------
HYG file= .\sa~le\01-DEC1.HYG
HYG ID = HYG 10
HYG Tag = 100 YR
Peak Discharge =
Time to Peak =
HYG Voll.Jlle =
7.10 cfs
10.00 min
.323 ac-ft
HYDROGRAPH ORDINATES (cfs)
I
Time I Output Time increment = 2.00 min
Peak Q
cf s
----------
7.10
min I Time on left represents time for first value in each row.
---------1--------------------------------------------------------------'
.oo I .oo 1.42 2.84 4.26 5.68
10.00 I
20.00 I
30.00 I
40.00 I
7.10
7.10
7.10
2.13
7.10
7.10
7.10
.71
7.10
7.10
6.39
.00
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 COl!l>Ute Time: 17:14:31
7.10
7.10
4.97
7.10
7.10
3.55
Date: 12-01-1997
APPENDIX6
Hydraulic Calculations
Type •••• Vol: Elev-Area
Name •••• DP2
File ••••• \sa~le\OI-JAN18.PPK
Title ••• THIS IS A TEST FOR DP Y/FLUME
Elevation Planimeter
(ft) (sq.in)
316.80
317.00
318.00
319.00
Area A1+A2+sqrCA1*A2) Volume
(acres) (acres) (ac-ft)
.0000
.0006
.3217
.3573
.0000
.0006
.3362
1.0180
POND VOLUME EQUATIONS
.000
.000
.112
.339
Page 3.01
Volume Sum
(ac-ft)
.000
.coo
.112
.451
* Incremental volume computed by the Conic Method for Reservoir Vol1.J11es.
Volume= (1/3) * CEL2-EL1) * CArea1 + Area2 + sq.rt.CArea1*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Area1,Area2 =Areas c~ted for EL1, EL2, respectively
Volune = Incremental volune between EL1 and EL2
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 11:29:27 Date: 01 -19-1998
Type •••• Outlet Input Data
Name •••• OUT·10
File ••••• \Sa1Jllle\01-JAN18.PPK
REQUESTED POND YS ELEVATIONS:
Min. Elev.=
Increment =
Max. Elev.=
316.80 ft
.25 ft
319.00 ft
**********************************************
OUTLET CONNECTIVITY
**********************************************
--·> Forward Flow Only (Upstream to DnStream)
<---Reverse Flow Only CDnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft
Culvert-Circular ---> TY 316.800
TY SETUP, OS Channel
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 11:29:27
Page 4.01
E2, ft
319.000
Date: 01-19-1998
Type •••• Outlet Input Data
Name •••• OUT-1D
File ••••• \Sallllle\01-JAN18.PPK
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
=
= Culvert-Circular
------------------------------------
No. Barrels =
Barrel Diameter .8333 ft
Upstream Invert = 316.80 ft
Dnstream Invert = 316.60 ft
Horiz. Length = 19.00 ft
Barrel Length = 19.00 ft
Barrel Slope = .01053 ft/ft
OUTLET CONTROL DATA •.•
Mannings n = .0110
Page 4.02
Ke = .7000 (forward entrance loss)
Kb = .028555 (per ft of full flow)
Kr .7000 (reverse entrance loss)
HW Convergence = .001 +/-ft
INLET CONTROL DATA •••
Equation form = 2
Inlet Control K = .5190
Inlet Control M = .6400
Inlet Control c .02890
Inlet Control y = .9000
T1 ratio CHW/D) = 1.157
T2 ratio CHW/D) = 1.357
Slope Factor = -.500
Cale inlet only = Yes
Use unsubmerged inlet control Form 2 equ. below T1 elev.
Use submerged inlet control Form 2 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2 •••
At T1 Elev= 317.76 ft ---> Flow= 1.74 cfs
At T2 Elev = 317.93 ft ---> Flow = 1.99 cfs
= TW Structure ID
Structure Type = TW SETUP, OS Channel
FREE OUTFALL CONDITIONS SPECIFIED
CON VERGENCE TOLERANCES •••
Maxirm.in Iterations= 30
Min. TW tolerance = .01 ft
Max . TW tolerance = .01 ft
Min . HW tolerance = .01 ft
Max. H~ tolerance =
Min. Q tolerance =
Max. Q tolerance =
S/N: HOMOL0863131 KLING ENGINEERING
.01 ft
.10 cfs
.10 cfs
Pond Pack Ver: 6-24-97 :053 C01J1:JUte Time: 11:29:27 Date: 01-19-1998
Type •••• Individual Outlet Curves
Name •••• OUT·10
File ••••• \sa1T4=>le\Ol·JAN18.PPK
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = (Culvert-Circular)
Mannings open channel maxilll.lll capacity: 2.86 cfs
Upstream ID = (Pond Yater Surface)
DNstream ID =TU (Pond Outfall)
US Elev,Device Q Tail Yater Notes
US Elev. Q TU Elev Converge
ft cfs ft +/-ft Computation Messages
------------------------------------------
316.80 .oo Free Outfall
Upstream HU & DNstream TU < Inv.El
317.05 .21 Free Outfall
INLET CONTROL ••• Equ.2: HU =.25
317.30 • 63 Free Outfall
INLET CONTROL ••• Equ.2: HU =.50
317.55 1. 18 Free Outfall
INLET CONTROL ••• Equ.2: HU =.75
317.80 1.80 Free Outfall
INLET CONTROL. •• Transition: HU =1.00
318.05 2.28 Free Outfall
INLET CONTROL. •• Submerged: HU =1.25
318.30 2.79 Free Outfall
INLET CONTROL ••• Submerged: HU =1.50
318.55 3.22 Free Outfall
INLET CONTROL ••• Submerged: HU =1. 75
318.80 3.59 Free Outfall
INLET CONTROL. .• Submerged: HU =2.00
319.00 3.87 Free Outfall
INLET CONTROL ••• Submerged: HU =2.20
S/N: HOHOL0863131 KLING ENGINEERING
Page 4.03
Pond Pack Ver: 6-24-97 :053 Compute Time: 11:29:27 Date: 01-19 -1998
Type •••• Composite Rating Curve
Name •••• OUT-10
File ••••• \Saf11Jle\01-JAN18.PPK
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
------------------------Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
------------------------------------------
316.80 .00 Free Outfall None contributing
317.05 .21 Free Outfall
317.30 .63 Free Outfall
317.55 1.18 Free Outfall
317.80 1.80 Free Outfall
318.05 2.28 Free Outfall
318 .30 2.79 Free Outfall
318.55 3.22 Free Outfall
318.80 3.59 Free Outfall
319.00 3.87 Free Outfall
S/N: HOMOL0863131 KLING ENGINEERING
Page 4 .04
Pond Pack Ver: 6-24-97 :053 Compute Time: 11:29:27 Date: 01-19 -1998
Type •••• Pond E·V·Q Table
Name .••• DA4
File ••••. \sample\Ol·JAN18.PPK
LEVEL POOL ROUTING DATA
HYG Dir = .\sample\
Inflow HYG file= Ol-DEC1.HYG -HYG 10
Outflow HYG file= NONE STORED -DA4
Pond Node Data = DP2
Pond VolllTie Data = DP2
Pond Outlet Data = OUT-10
No Infiltration
INITIAL CONDITIONS
Starting YS Elev = 316.80 ft
Starting Volllne = .000 ac-ft
Starting Outflow = .00 cfs
Starting lnfiltr. .00 cfs
Starting Total Qout= .00 cfs
Time Increment = 2.00 min
levation Outflow Storage Area
ft cfs ac-ft acres
10 YR
OUT 10 YR
lnfil t.
cfs
Page 5.01
Q Total
cf s
2S/t + 0
cf s
-----------------------------------------------------------------------------
316.80 .00 .000 .0000 .00 .oo .00
317.05 .21 .000 .0027 .00 .21 .30
317.30 .63 .004 .0351 .00 .63 3.58
317 .55 1.18 .021 .1043 .00 1.18 16.22
317.80 1.80 .059 .2104 .00 1.80 44.84
318.05 2.28 .128 .3234 .00 2.28 95.37
318.30 2.79 .210 .3322 .00 2.79 155.38
318.55 3.22 .294 .3410 .00 3.22 216.90
318.80 3.59 .381 .3500 .00 3.59 279.99
319.00 3.87 .451 .3573 .00 3.87 331.62
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 COIJ1)Ute Time: 11:29:27 Date: 01-19-1998
Type .... Pond Routing Sllllll8ry
Name •.•• DA4 Tag: 2 YR
File ••••• \sample\OI-JAN18.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir = .\sample\
Inflow HYG file= Ol-DEC1.HYG -HYG 10
Outflow HYG file= NONE STORED -DA4
Pond Node Data = DP2
Pond Volune Data = DP2
Pond Outlet Data = OUT-10
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 316.80 ft
Starting Volune = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. = .00 cfs
Starting Total Qout= .00 cfs
Time Increment = 2.00 min
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
2 YR
OUT 2 YR
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
=
4.12 cfs
1.98 cfs
= 317.90 ft
.082 ac -ft
at
at
10.00 min
32.00 min
=====================================================
MASS BALANCE (ac-ft)
+ Initial Vol = .000
+ HYG Vol IN = .153
-Infiltration= .000
-HYG Vol OUT = .153
• Retained Vol = .000
Page 5.06
Unrouted Vol = .000 ac-ft (.000% of Outflow Volume)
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 C~te Time: 11:29:27 Date: 01 -19 -1998
Type •••• Pond Routed HYG (total out)
Name •••• DA4 Tag: 2 YR
File ••••• \sarrple\Ol·JAN18.PPK
POND ROUTED TOTAL OUTFLOY HYG •••
HYG file=
HYG ID = DA4
HYG Tag = 2 YR
Peak Discharge =
Time to Peak
HYG Volune =
OUT
1.98 cfs
32.00 min
.153 ac-ft
HYDROGRAPH ORDINATES (cfs)
Page 5.07
Time I Output Time increment = 2.00 min
min I Time on left represents time for first value in each row.
---------1--------------------------------------------------------------
.00 I .oo .28 .52 • 12 .91 •
10.00 I 1.16 1.29 1.42 1.53 1.65
20.00 I 1.75 1.82 1.87 1.91 1.95
30.00 I 1.91 1.98 1.98 1.95 1.92
40.00 I 1.88 1.85 1.81 1.76 1.68
50.00 I 1.61 1.s4 1.41 1.41 1.35
60.00 I 1.29 1.23 1.18 1.08 .99
10.00 I .9o .82 • 75 .68 .62
80.00 I .46 .35 .26 .08 .oo
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Corrpute Time: 11:29:27 Date: 01-19-1998
Type •••• Pond Routing Surrnary
Name ••.• DA4 Tag: 5 YR
File ••••• \sa111>le\OI-JAN18.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir .\sample\
Inflow HYG file= OI-DEC1.HYG -HYG 10
Outflow HYG file= NONE STORED -DA4
Pond Node Data = DP2
Pond Vol1..me Data = DP2
Pond Outlet Data = OUT-10
No Infiltration -
INITIAL CONDITIONS
Starting WS Elev = 316.80 ft
Starting Vol1..me = .000 ac-ft
Starting Outflow .00 cfs
Starting Infiltr. = .00 cfs
Starting Total Qout= .00 cfs
Time Increment 2.00 min
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
5 YR
OUT 5 YR
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
=
=
4.92 cfs
2.20 cfs
= 318.01 ft
.115 ac-ft
at
at
10.00 min
34.00 min
=====================================================
HASS BALANCE (ac-ft)
+ Initial Vol = .000
+HYGVol IN = .196
-Infiltration= .000
-HYG Vol OUT = .196
-Retained Vol .000
Page 5.10
Unrouted Vol = .000 ac-ft (.OOOX of Outflow Volume)
S/N: HOHOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 11:29:27 Date: 01-19-1998
Type •..• Pond Routed HYG (total out)
Name .••• DA4 Tag: 5 YR
File ••••• \sa~Le\01-JAN18.PPK
POND ROUTED TOTAL OUTFLOY HYG ••.
HYG file=
HYG ID = DA4
HYG Tag = 5 YR
Peak Discharge =
Time to Peak =
HYG Voll.Ille
OUT
2.20 cfs
34.00 min
.196 ac·ft
HYDROGRAPH ORDINATES (cfs)
Page 5.11
Time I Output Time increment = 2.00 min
min I Time on left represents time for first value in each row •
.00
10.00
20.00
30.00
40.00
so.co
60.00
70.00
80.00
90.00
100.00
.oo
1.24
1.87
2.15
2.13
1.94
1. 71
1.37
1.03
.65
.00
• 30 .60
1.40 1.55
1.93 1.99
2.18 2.20
2.09 2.05
1.90 1.86
1.64 1.57
1.31 1.26
.94 .86
.53 .40
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 11:29:27
.78 1.01
1. 70 1.81
2.04 2.10
2.19 2.17
2.01 1.97
1.83 1.79
1.50 1.44
1.20 1.12
.78 • 71
.30 .19
Date: 01-19-1998
Type •••• Pond Routing Sl.lmlary
Name •••• DA4 Tag: 10 YR
File ••••• \Sa1Jllle\Ol-JAN18.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir = .\SalJllle\
Inflow HYG file= Ol-DEC1.HYG -HYG 10
Outflow HYG file= NONE STORED -DA4
Pond Node Data = DP2
Pond Voll.Ille Data = DP2
Pond Outlet Data = OUT-10
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 316.80 ft
Starting Volume = .000 ac-ft
Starting Outflow .00 cfs
Starting lnfiltr. = .00 cfs
Starting Total Qout= .00 cfs
Time Increment = 2.00 min
INFL~/OUTFLOW HYDROGRAPH SUMMARY
10 YR
OUT 10 YR
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
=
=
5.39 cfs
2.35 cfs
318.09 ft
.140 ac-ft
at
at
10.00 min
36.00 min
=====================================================
MASS BALANCE Cac-ft)
+ Initial Vol = .000
+ HYG Vol IN = .230
-Infiltration= .000
-HYG Vol OUT = .230
-Retained Vol = .000
Page 5.02
Unrouted Vol .000 ac-ft (.000% of Outflow Volume)
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 C~te Time : 11:29:27 Date: 01-19-1998
Type ..•• Pond Routed HYG (total out)
Name .••• DA4 Tag: 10 YR
File •.••• \sample\Ol-JAN18.PPK
POND ROUTED TOTAL OUTFLO\J HYG •••
HYG file=
HYG ID = DA4
HYG Tag = 10 YR
Peak Discharge =
Time to Peak =
HYG Volume =
OUT
2.35 cfs
36.00 min
.230 ac-ft
-----------------------------------
HYDROGRAPH ORDINATES (cfs)
Time I Output Time increment = 2.00 min
min I Time on left represents time for first value
Page 5.03
in each row.
-----------------------------------------------------------------------
.00 .00 .31 .63 .81 1.07
10.00 1.29 1.46 1.63 1.80 1.86
20.00 1.93 2.00 2.06 2. 13 2. 19
30.00 2.25 2.30 2.33 2.35 2.35
40.00 2.32 2.29 2.25 2.21 2. 16
50.00 2. 12 2.08 2.04 2.00 1.97
60.00 1.93 1 .89 1.85 1.82 1 .77
70.00 1.69 1 .62 1.55 1.48 1.42
80.00 1 .36 1.30 1.24 1. 19 1. 10
90.00 1.00 .92 .84 .76 .70
100.00 .64 .49 .37 .28 .13
110.00 .00
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 C0111XJte Time: 11:29:27 Date: 01-19-1998
Type •••• Pond Routing Sl.lllllary
Name •••• DA4 Tag: 25 YR
File ••••• \sample\Ol·JAN18.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir = .\sample\
Inflow HYG file= Ol-DEC1.HYG -HYG 10
Outflow HYG file= NONE STORED -DA4
Pond Node Data = DP2
Pond Volune Data = DP2
Pond Outlet Data = OUT-10
No lnfi l tration
INITIAL CONDITIONS
Starting WS Elev = 316.80 ft
Starting Volune = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. = .00 cfs
Starting Total Qout= .00 cfs
Time Increment = 2.00 min
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
25 YR
OUT 25 YR
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
=
=
6.08 cfs
2.53 cfs
= 318. 18 ft
.169ac-ft
at
at
10.00 min
38.00 min
=====================================================
HASS BALANCE (ac-ft)
+ Initial Vol = .000
+ HYG Vol IN = .268
-Infiltration= .000
-HYG Vol OUT = .268
-Retained Vol = .000
Page 5.08
Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume)
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 11:29:27 Date: 01-19-1998
Type •••• Pond Routed HYG (total out)
Name •••• DA4 Tag: 25 YR
File ••••• \sa~le\OI-JAN18.PPK
POND ROUTED TOTAL OUTFLOW HYG •••
HYG file=
HYG ID = DA4
HYG Tag = 25 YR
Peak Discharge =
Time to Peak =
HYG Volune =
OUT
2.53 cfs
38.00 min
.268 ac-ft
HYDROGRAPH ORDINATES (cfs)
Page 5.09
Time I Output Time increment = 2.00 min
min I Time on left represents time for first value in each row •
.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
110.00
120.00
.00
1.35
2.02
2.38
2.52
2.32
2.12
1.92
1.68
1.35
.99
.63
.00
• 33 .65
1.56 1. 75
2.10 2.17
2.44 2.49
2.49 2.45
2.28 2.24
2.07 2.04
1.88 1.85
1.61 1.54
1.29 1.23
.90 .82
.47 .35
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 C~te Time: 11:29:27
.86 1.16
1.86 1.94
2.25 2.31
2.52 2.53
2.40 2.36
2.20 2.16
2.00 1.96
1.81 1.76
1.47 1.41
1.18 1.08
.75 .69
.26 .08
Date: 01·19-1998
Type •••• Pond Routing Sl.lllllary
Name •••• DA4 Tag: 50 YR
File ••••• \sa111>le\Ol·JAN18.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir
Inflow HYG file= Ol·DEC1.HYG -HYG 10
Outflow HYG file= NONE STORED -DA4
Pond Node Data = DP2
Pond Voll.Jlle Data = DP2
Pond Outlet Data = OUT-10
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 316.80 ft
Starting Volume .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. = .00 cfs
Starting Total Qout= .00 cfs
Time Increment = 2.00 min
INFL~/OUTFLOW HYDROGRAPH SUMMARY
50 YR
OUT 50 YR
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
=
=
6.80 cfs
2.72 cfs
= 318.27 ft
.200 ac-ft
at
at
10.00 min
38.00 min
=====================================================
MASS BALANCE Cac·ft)
+ Initial Vol = .000
+ HYG Vol IN = .309
-Infiltration= .000
• HYG Vol OUT = .309
-Retained Vol = .000
Page 5.12
Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume)
S/N: HOMOL0863131 KLING ENG IN EERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 11:29:27 Date: 01-19 -1998
Type ••.• Pond Routed HYG (total out)
Name •••• DA4 Tag: 50 YR
File ••.•• \sa01>le\01-JAN18.PPK
POND ROUTED TOTAL OUTFLOY HYG •••
HYG file=
HYG ID = DA4
HYG Tag = 50 YR
Peak Discharge =
Time to Peak
HYG Volune
OUT
2.72 cfs
38.00 min
.309 ac-ft
HYDROGRAPH ORDINATES (cfs)
Page 5.13
Time I Output Time increment = 2.00 min
min I Time on left represents time for first value in each row •
.00
10.00
20.00
30.00
40.00
50.00
60.00
70.00
80.00
90.00
100.00
110.00
120.00
130.00
.00
1.43
2.11
2.51
2.72
2.53
2.32
2.11
1.92
1.67
1.34
.98
.61
.00
• 35 .68
1.66 1.83
2.20 2.29
2.59 2.65
2.70 2.66
2.48 2.44
2.28 2.24
2.07 2.03
1.88 1.84
1.60 1.53
1.28 1.23
.89 .81
.45 .34
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Coq:>Ute Time: 11:29:27
.91 1.21
1.93 2.02
2.36 2.44
2.70 2.72
2.61 2.57
2.40 2.36
2.19 2.15
1.99 1.95
1.81 1. 75
1.47 1.40
1.17 1.07
.74 .68
.25 .06
Date: 01-19-1998
Type •••• Pond Routing Sllll118ry
Name •••• DA4 Tag: 100 YR
File ••••• \Sa1Jllle\Ol-JAN18.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir = .\SalJllle\
Inflow HYG file= Ol-DEC1.HYG -HYG 10
Outflow HYG file= NONE STORED -DA4
Pond Node Data = DP2
Pond Voll.Jlle Data = DP2
Pond Outlet Data = OUT-10
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 316.80 ft
Starting Voll.Jlle = .000 ac-ft
Starting Outflow = .00 cfs
Starting lnfiltr. = .00 cfs
Starting Total Qout= .00 cfs
Time Increment = 2.00 min
INFLOIJ/OUTFLOW HYDROGRAPH SUMMARY
100 YR
OUT 100 YR
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
=
=
7.10 cfs
2.79 cfs
= 318.30 ft
.211 ac-ft
at
at
10.00 min
38.00 min
=====================================================
MASS BALANCE (ac-ft)
+ Initial Vol = .000
+ HYG Vol IN = .323
-Infiltration= .000
-HYG Vol OUT = .323
-Retained Vol = .000
Page 5 .04
Unrouted Vol .000 ac-ft (.OOOX of Outflow Volune)
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 11:29:27 Date: 01-19-1998
Type •••• Pond Routed HYG (total out)
Name •••• DA4 Tag: 1DO YR
File ••••• \sa""le\Ol-JAN18.PPK
Time I
min I
POND ROUTED TOTAL OUTFLOY HYG •••
HYG file =
HYG ID = DA4
HYG Tag = 100 YR
Peak Discharge =
Time to Peak =
HYG Volune =
OUT
2.79 cfs
38.00 min
.323 ac -ft
HYDROGRAPH ORDINATES (cfs)
Output Time increment = 2.00 min
Time on left represents time for first value
Page 5.05
in each row.
---------1 --------------------------------------------------------------
.00 I .00 .35 .69 .94 1.23
10.00 I 1.46 1.70 1.86 1.96 2.05
20.00 2.15 2.24 2.33 2.41 2.49
30.00 2.57 2.65 2.72 2.77 2 .79
40.00 2.79 2.77 2.73 2.68 2.64
50.00 2.59 2.55 2.51 2.46 2.42
60.00 2.38 2.34 2.30 2.26 2.22
70.00 2.17 2.13 2.09 2.05 2.01
80.00 1.97 1.94 1.90 1.86 1.83
90.00 1.79 1. 71 1.64 1.57 1.50
100.00 1.43 1.37 1.31 1.26 1.20
110.00 1.12 1.02 .94 .85 .78
120.00 • 71 .65 .53 .40 .30
130.00 .19 .00
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 COIJl)Ute Time : 11:29:27 Date: 01-19-1998
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Channel Slope
SECTION A -DITCH @ 1.000%
Worksheet for Irregular Channel
e :\flw _ mstr\oicorp. fm2
OICORP -CROSS-SECT @ WELBORN AND DRIVE
Irregular Channel
Manning's Formula
Discharge
0.010000 ft/ft
Water Surface Elevation
Elevation range: 0.00 ft to 0.40 ft.
0.40 ft
Station (ft) Elevation (ft)
0.00 0.40
Start Station
0.00
End Station
11.00
0.00 0.10
7.00
11.00
Results
Wtd. Mannings Coefficient
Discharge
Flow Area
Wetted Perimeter
Top Width
Depth
Critical Water Elev.
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Full Flow Capacity
Flow is subcritical.
{ft)
c
0
0.00
0.40
0.030
7.01
3.25
11 .32
11.00
0.40
0.33
ffl/s
ft2
ft
ft
ft
ft
0.021687 ft/ft
2.16 ft/s
0.07 ft
0.47 ft
0.70
7.01 ffl/s
Kling Engi..-ing & Surveying
\0
Dec 11, 1997
13:03:41 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
Roughness
0.030
FlowMaster v4.1 c
Page 1 of 1
CHANNEL B -2' DEPTH @ 0.500% SLOPE
Worksheet for Irregular Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
e :\flw _ mstr\oicorp. fm2
OICORP -FLUME IRREG
Irregular Channel
Manning's Formula
Discharge
Channel Slope 0.005000 tuft
Water Surface Elevation
Elevation range: 0.00 ft to 2.00 ft .
Station (ft} Elevation (ft}
0.00 2.00
4.50
5.50
6 .50
7 .50
12.00
Results
Wtd. Mannings Coefficient
Discharge
Flow Area
Wetted Perimeter
Top Width
Depth
Critical Water Elev.
0.50
0.00
0.00
0.50
2.00
0.015
82.15
12.25
12.72
12.00
2.00
2.11
2.00 ft
ft3/s
ft2
ft
ft
ft
ft
Start Station
0.00
4 .50
7.50
Critical Slope 0.003872 tuft
Velocity 6.71 tus
Velocity Head 0.70 ft
Specific Energy 2.70 ft
Froude Number 1.17
Full Flow Capacity 82 .15 ft3/s
Flow is supercritical.
Kling Engineering & Surveying
End Station
4.50
7.50
12.00
Jan 30, 1998
11 :37:00 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
Roughness
0.030
0.013
0.030
FlowMaster v4.1 c
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Depth
Bottom Width
Results
Discharge
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is subcritical.
Dec 8 , 1997
14:37:43
CULVERT C-3' X1.79' RCP@0.005% SLOPE
Worksheet for Rectangular Channel
e :\flw _ mstr\oicorp. fm2
CULVERT C -3' X 1.79' @0.500% SLOPE
Rectangular Channel
Manning's Formula
Discharge
0.013
0.005000 ft/ft
1.79 ft
3.00 ft
37.90 ft3/s
5.37 ft2
6.58 ft
3.00 ft
1.71 ft
0.005674 ft/ft
7.06 ft/s
0.77 ft
2.56 ft
0.93
Kling Engineering & Surveying
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v4 .1 c
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Diameter
Results
Depth
Discharge
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Dec 2 , 1997
15:12:22
STORMSEWER D-8" PVC@0.774% SLOPE
Worksheet for Circular Channel
e :\flw _mstr\oicorp. fm2
OICORP -SIZE STORMSEWER FOR "COURTYARD"
Circular Channel
Manning's Formula
Full Flow Capacity
0.011
0.0077 40 fVft
0.67 ft
0.67 ft
1.26 ft3/s
0.35 ft2
2.09 ft
0.00 ft
0.53 ft
100.00 %
0.008194 fVft
3.60 fVs
0.20 ft
FULL ft
FULL
1.35 ft3/s
1.26 ft3/s
0.007740 tuft
Kling Engineering & Surveying
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v4.1 c
Page 1 of 1
(~)
SECTION E -BORROW DITCH@ 0.744% SLOPE
Worksheet for Irregular Channel
Project Description
e:\flw_mstr\oicorp.fm2 Project File
Worksheet
Flow Element
Method
OICORP -BORROW DITCH BEFORE CULVERT
Irregular Channel
Manning's Formula
Solve For Discharge
Input Data
Channel Slope
Water Surface Elevation
Elevation range: 0.00 ft to 1.00 ft.
Station (ft} Elevation (ft}
0.00 0.89
8.25 0.00
10.81
26.37
Results
Wtd. Mannings Coefficient
Discharge
Flow Area
Wetted Perimeter
Top Width
Depth
Critical Water Elev.
0.00
1.00
0.030
32.15
12.11
24.73
24.66
0.89
0.74
0.007 440 tuft
0.89 ft
Wis
ff2
ft
ft
ft
ft
Start Station
0.00
Critical Slope 0.017622 tuft
Velocity 2.65 tus
Velocity Head 0.11 ft
Specific Energy 1.00 ft
Froude Number 0.67
Full Flow Capacity 43.39 Wis
Flow is subcritical.
s \o \~
End Station
26.37
Dec 2 , 1997
16:29:52
Kling Engineering & Surveying
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
Roughness
0.030
FlowMaster v4.1c
Page 1 of 1
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
Mannings Coefficient
Channel Slope
Diameter
Results
Depth
Discharge
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Notes:
CULVERT F -2-18" RCP@0.744% SLOPE
Worksheet for Circular Channel
e :\flw _ mstr\oicorp. fm2
OICORP -SIZE CULVERT UNDER DRIVE
Circular Channel
Manning's Formula
Full Flow Capacity
0.013
0.007440 ft/ft
1.50 ft
1.50 ft
9.06 ft3/s
1.77 ft2
4.71 ft
0.00 ft
1.16 ft
100.00 %
0.008283 ft/ft
5.13 ft/s
0.41 ft
FULL ft
FULL
9.75 ft3/s
9.06 ff'/s
0.007440 ft/ft
ANALYSIS FOR 1-24" R.C.P.
Qfull*2 =TOTAL CAPACITY
Dec 2, 1997
15:11 :50
Kling Engineering & Surveying
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v4.1 c
Page 1 of 1
SECTION G -BORROW DITCH @ 0.898% SLOPE
Worksheet for Irregular Channel
Project Description
e :\flw _ mstr\oicorp. fm2 Project File
Worksheet
Flow Element
Method
OICORP -CULVERT BELOW OUTLET WORKS
Irregular Channel
Manning's Formula
Solve For Discharge
Input Data
Channel Slope
Water Surface Elevation
Elevation range: 0.00 ft to 2.00 ft.
Station (ft) Elevation (ft)
0.00 1.75
3.72 1.00
9.25
9.78
15.91
23.58
Results
Wtd. Mannings Coefficient
Discharge
Flow Area
Wetted Perimeter
Top Width
Depth
Critical Water Elev.
0.00
0.00
1.00
2.00
0.030
81.37
19.05
21.96
21.66
1.75
1.60
0.008980 tuft
1.75 ft
ft3/s
ft2
ft
ft
ft
ft
Start Station
0.00
Critical Slope 0.014342 tuft
Velocity
Velocity Head
Specific Energy
Froude Number
Full Flow Capacity
Flow is subcritical.
(fl}
~\l
3\5
4.27 tus
0.28 ft
2.03 ft
0.80
117.80 ft3/s
End Station
23.58
0 5 I~ 15
Kling Engineering & Surveying
2.C
Dec 2, 1997
16:30:41 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
Roughness
0.030
(H.)
FlowMaster v4.1 c
Page 1 of 1
FLUME IN CHANNEL B -@ 0.500% SLOPE
Worksheet for Irregular Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
e :\flw _ mstr\oicorp . fm2
OICORP -FLUME IRREG
Irregular Channel
Manning's Formula
Discharge
Channel Slope 0.005000 ft/ft
Water Surface Elevation
Elevation range: 0 .00 ft to 2.00 ft .
Station (ft) Elevation (ft)
0.00 2.00
4 .50 0.50
5.50 0.00
6.50 0.00
7.50 0.50
12.00 2.00
Results
Wtd. Mannings Coefficient 0.013
Discharge 3.69
Flow Area 1.00
Wetted Perimeter 3.24
Top Width 3.00
Depth 0.50
Critical Water Elev. 0.53
0.50 ft
ft3/s
ft2
ft
ft
ft
ft
Start Station
0.00
4 .50
7.50
Critical Slope 0.003587 ft/ft
Velocity 3.69 ft/s
Velocity Head 0.21 ft
Specific Energy 0.71 ft
Froude Number 1.13
Full Flow Capacity 82.15 ft3/s
Flow is supercritical.
Kling Engineering & Surveying
End Station
4 .50
7.50
12.00
Feb 17, 1998
18:02:04 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
Roughness
0.030
0.013
0.030
FlowMaster v4.1c
Page 1 of 1
I
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
Input Data
a:\oicorp.fm2
18" X 6" CURB BREAK
Worksheet for Rectangular Channel
CURB BREAK
Rectangular Channel
Manning's Formula
Channel Depth
Mannings Coefficient 0.013
Channel Slope 0.010000 ft/ft
Bottom Width 1.50 ft
Dischar2e 1.00 ft3/s
Results
Depth 0.20 ft
Flow Area 0.30 ft2
Wetted Perimeter 1.90 ft
Top Width 1.50 ft
Critical Depth 0.24 ft
Critical Slope 0.005738 ft/ft
Velocity 3.34 ft/s
Velocity Head 0.17 ft
Specific Energy 0.37 ft
Froude Number 1.32
Flow is supercritical.
\J.J &.\" 'E..Q\.}"'-\\t>N:
Jan 5, 1998
12:34:26
Q=
c. '=
Q=
" :
"'=
(_ "' L x \-\ Tllz.
~ L.: \.'=>' t\: ~.~I
\. ~~ ~"(_~ /~
Q/~
\.~°.) H'!-1~ : 2... \ '2. ~~/ 5
~.,~ \l.1.
Kling Engineering & Surveying
Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v4.1 c
Page 1 of 1
APPENDIX7
Acreage Location
.. ,.....
11/11 /98 11 :47 U409 846 8252 KLI NG ENGR ~~~ COCS VOLK /MORG AN
KLING ENGINEERING & SURVEYING
TELECOPIER COVER SHEET
IEF:fe1tcover)
Please deliver the following pages to:
Name: fu\a.\e. \\\;\,z.
Fax Number:, ________________________ _
From: Sb~~'~
Kling Eng~ring & rveying
4103 South Texas Ave., Suite 212
Bryan, Texas 77802
Phone: (409)846-6212
Fax: (409)846-8252
We are transmitting 4-page(s), including this cover letter from our
fax number listed above. If any pages are missing or incomplete, please
contact sender.
141001
11111 /98 11 :4 7 'a409 846 8252 KL IN G ENGR ~~~ COCS VOLK /MORG AN
PURPOSE:
Addendum to Drainage Report
for
Additions and Renovations to 0.1. Analytical
Dated December 15, 1997
11.29 Acre Tract
Robert Stevenson Survey, A-54
College Station, Brazos County, Texas
November 10, 1998
The following is an addendum to the Drainage Report for Additions and Renovations to
0.1. Analytical dated Dec. 15, 1997. The purpose of this addendum is to document the effect
of adding six parking spaces in the front parking lot, approx. 1809 sf, to the drainage
structures on site.
DRAINAGE STRUCIURES:
Detention Pond
The six additional parking spaces are located in drainage area 7B (see Appendix 4:
Drainage Areas in the Drainage Report dated Dec. 15, 1997) which flows into the right-of-
way. This increase in flow from grass to paving for the six additional parking spaces
decreases the allowable outflow from the pond. Following is a table showing the allowable
outflow from the pond due to the six additional parking spaces (see Drainage Report dated
Dec. 15, 1997 for original allowable outflow). The table shows that the pond detains the 10,
25, 50 and 100 year storm events but does not detain the 2-yr and 5-yr storm events by 0.2
cfs.
OUl'FLOW Q2 QS QlO Q2S QSO QlOO
(cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
ALLOWABLE 1.5 1.8 2.1 2.4 2.7 2.7
ACTUAL 1.7 2.0 2.1 2.3 2 .5 2.6
Culverts and Channels f ~ r
Channels Sections E and G and Culvert/!eceive ;un-off from drainage area 7B . The
following table shows the capacities for Sections E anct y and Culvertjt'and the flow coming
to each structure for each storm event including the increase in flow from the six parking
spaces. (See Drainage Report dated Dec. 15 , 1997 for original flows.) Channel Sections E
and G have capacity through the 100-yr storm event and Culvert Chas capacity through the
25-yr storm event.
~002
11 /11 /98 11 : 48 U409 846 8252 KLI NG ENGR ~~~ COCS VOLK/MORG AN
01 Corp -Drainage Report -Page 2
CAPACITY CONTRIBUTING Ql QS QlO QlS QSO QlOO STRUCTURE DRAINAGE (cfs) AREAS (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
CUL VERT fJ' p ... 5.5 6 . f ,, I , 7 ...11"1. 1.5 --Q,y ':J . I 10.Z ,
SECTIONE 32.2 7A & B, OFF-SITE 10.6 13.0 14.6 16 .6 18.9 19.7 2
SECTIONG 81.4 7 A & B, OFF-SITE 13.4 16.4 18.4 20.9 23.7 24 .8 2&3, ALLOW
CONCLUSION:
The channels and culverts comply with the City of College Station Drainage Policy and
Design Standards with the additional six parking spaces. The channels have capacity through
the 100 year storm event and the culvert through the 25 year. The detention pond does not
comply with the C.O.C.S. Drainage Policy and Design Standards for t~~t:·yr storm event
however all other storm events meet the requirements with the addition '1~x parking spaces. l.,
"I hereby certify that this report (plan) for the drainage design of Additions and
Renovations to O.I. Analytjcal Expansion -11.29 Acre Tract 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 ...
141003
lO t lS/98 17:20 'B"409 846 8252 KLING ENGR ~~~ COCS VOLK /MORGAN
KLING ENGINEERING & SURVEYING
TELECOPIER COVER SHEET
IEF;fuc;e>verl
Please deliver the following pages to:
From: ~:S l\L'< \<-.\~ e:,.
Kling Engineering & Surveying
4103 South Texas Ave., Suite 212
Bryan, Texas 77802
Phone: (409)846 -6212
Fax: (409)846-8252
We are transmitting __ ~ ___ _,page(s), including this cover letter from our
fax number listed above. If any pages are missing or incomplete, please
contact sender.
~001
~-. \ S\~E.. SLO?E. \\"0 'S:>\'\c...\4. ~E.O \l.:l\'\J l~LO\'UG GG.J\~l\b \:R\\JE.. I f""'S ME \:._~\;J
\'; ~\Q. I~ {%'(\\.\\NG E'..\.DE.. \\\~'!<.. \:O\)
\ rl "" .. ,. .. \
,.
\ ~.,.' \
\ ....
\ :-IQ
.... ..... ~I:)
, .. g.~~ ~ c.
~
TC-319.57 ~ i ~.----
,
-----------------
NOTE :
,
I,
'f
1
I
I
' I
I
I
, ,
' I
,
I
, , ,
,
, , , ,
317.00
0 a
~ .....
I')
HYOROMULCH TO BE INSTALLED PER TxDOT ITEM 164. WOOD EXCELSIOR
BLANKET TO BE CURLEX EROSION CONTROL BLANKET AS MEO . BY AMERICAN EXCELSIOR CO. SEEO
FERTILIZE THEN INSTALL BLANKET PER MFR.'S SPECIFICATIONS FOR DITCH LINER APPLICATIONS.
FERTILIZER: 3-1-2 RATIO FERTILIZER W/SULFUR & TRACE ELEMENTS @ 8 lbs PER 1000 SF
HYOROMULCH SLURRY : UNHULLED COMMON BERMUDA GRASS. MIN . 857. PURE LIVE SEED @
2 lbs . PER t 000 SF
?:S:>'
ANNUAL RYE GRASS, MIN . 85% PURE LIVE SEED @ 4 lbs . PER 1000 SF
WOOD CELLULOSE FIBER MULCH @ 46 lbs PER 1000 SF
---------------
REVIEWED F
COMPLIANC
11
11
11
11 u
0 z :::;
"'
00
""' en
~
l' ....... z
C'l
tI:I z
GJ
~
.j.
.j.
.j.
()
0
()
(fl
< 0
l'
~
' ~
0
~
C'l ;... z
REVIEWED FOR
COMPLIANCE
1-w w :c
Vl
co
°' ' co
0
' 0
.--!
z
0 ......
I-
c:( er::.
0 a.. er::.
0 u
,_ ..
0
' ' '
' '
1--!..ll-.¥J.ll.J.1.....1~;,w:..i:1.1.-... -,~-J i a.oo
1
- ---------:-: ... -r------~tZ~o-o-\~fio .. -u~1Cn'Y:i
-----~-----s 45·~6 156"W~1279.64' t
------
~o ~
10.:15 1 98 17:22 ~40 9 846 8 2 5 2
A
I
E:XISTlNG PVMITT
316.76
A-A -DrTCH SECTJON
~------------------------i
I
i
!
I :,:.. _______ _ ----... __ _ -------
! ---------
KLING ENGR
1 - --i -------
~~~ COCS VOLK /MORGAN
PROPOSED PVMNT
317.00
NOT TO SCALE
A'
------------
1 -------
!. ___________ ·-----------·----------·-------·---·----------·--·-···--·-----·----·---=-=-:--= .. -:-._, __________________________________________________________ ~·
JNS.e:T • 5'
0.1 . CORPORATION -10/08/98 -SHEET 2
KUNC EN GINEER ING & SURVEYING
BR YAN. TEXA S
REVIEWED FOR
COMPLIANCE
141 00 3
10 /13 /98 15:57 'B409 846 8252 KLING ENGR ~~~ COCS VOLK /MORGA N
KLING ENGINEERING & SURVEYING
TELECOPIER COVER SHEET
lEF:faxcoverl
DATE October 12, 1998
Please deliver the following pages to:
Name: Shirley Volk
firm: City of College Station
From: Stacy King
Kling Engineering & Surveying
4103 South Texas Ave .• Suite 212
Bryan, Texas 77802
Phone: (409)846-6212
Fax: (409)846-8252
We are transmitting _ __,.:._ ___ page(s), including this cover letter from our
fax number listed above. If any pages are missing or incomplete, please
contact sender.
Regarding: Shirle -
Following is a change I · submHted to Mike Record, the Architect for
the 0.1. Corporation'.s Additions and Renovations. He guided the contractor
141001
to implement theses changes. During this process John Logan ~tbpped construction
because these changes were not approved by the city and were occuring in
the right of way. WiH you please r.undthis through the right channels so we
can get approval ASAP and go on with construction. Thank You.
--l
10 /13 /98 15:57 '6'409 846 8252 KLING ENGR ~~~ COCS VOLK /MORG AN ..
------------------
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O.I. CORPORATION -10/08/98 -SHEET 2
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HYDROMULCH TO BE INSTALLED PER TxDOT ITEM 164 . WOOD EXCELSIOR
BLANKET TO BE CURLEX EROSION CONTRO L BLANKET AS MED . BY AMERICAN EX CELSIOf
FERTILIZ E THEN INSTALL BLAN K ET PER MFR .'S SP ECIFICATIONS FOR DITCH LINER APPLIC
FERTILIZER : 3-1 -2 RATIO FERTILIZER W/SULFUR &: TRACE ELDAENTS @ B lbs PEI
HYOROMULCH S LURRY : UNHULLED COMMON BERMUDA GRASS. MIN_ 85:7. PURE LIVE
2 lb s . PER 1000 SF
ANNUAL RYE GRASS , MIN . 857. PURE LIVE SEED 0 4 lbs .
WOOD CELLULO SE FIBER MU LC H @ 46 lbs PER 1 000 SF
------. ---___ -_-~ -----------------------------~~~::---...~~---
: CO . SEED
ATIONS .
~ 1000 SF
SEED@
::.rn 1000 SF
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.. -·· CITY OF COLLEGE STATION *** CUSTO"ER RECEIPT *** OPER: "RODGERS CT DRAWER: 1
DATE: 3/23/98 80 RECEIPT: 80188&0
DESCRIPTION QTY A"OUNT TP T" "ISC BLDG INSP C $488.88 1D CK
O.I. CORPORATION
DEVELOPl!EHT FEES/INSP. FEES
CK. 91219
LH
TI"E: 1&:48:1& TOTAL PERSONAL CHECK $488.88
Al'IOUHT TENDERED $488. 80
THAHK YOU
FROM ARKITE X STUDIO INC
~
PHONE NO. 4098468224 Mar. 20 1998 09:28AM P2
Figure Xll
Development Permit
City of College Station. Texas
Site Legal Description: University Center Phase one Vol. 456. Pg. 249
Site Owner: O. I. Corp.
Architect/ The Arkitex Studio, Inc/
Engineer: Kling Engineering
ContractfJr: -~-·<_M. Dudle'( Construction
Date Application Filed: ---------
Rovert Steven ~on Survey, A-54
Address: 151 Graham Rd
Telephone: _6_9_0_-_17_1_1_~-------
Addr~ss : ..lC.,,,e .... no..cg .... 2_.::i:4 .... l """0..,3__._T...,e~.o.a.a .::i..s--0..Av.l<-'e"'"+-, _BwrL..;yiua~n
Telephone No: --=-8_,_4.=...6--'6::..:2 ... 1..,2,_ ____ _
Address : 11370 State...:..l&L..10 ........ cs . ---·~·
Telephone No: _.;_7..:..7=-6---=2-=l:;..;;:3;.:::5;_._ ____ _
Approved:_~--~---~---
Application is hereby made for the following development specific waterway alterations:
F111J site development for the addition/alteration to O.I. Analytical -nart of
11 29 Acre -Phase 1, llniversity lnd11stria] Center, Vol 456, Pg 249
U Application Fee
Q Signed Certifications
0 Drainage and erosion control plan, with supporting Drainage Report two (2) copies each.
Q Site and Construction Plans, with supporting Drainage Report two (2) copies each.
0 Other:
~-------~-----~----~----~~--~~-~
. " ACKNOWLEDGMENTS :
I, __ B_._J_._K_l_i_n...,g ______ ~, design engineer/owner, hereby acknowledge or affirm that :
The ir:.form3.tion and cond!.!sions contained in the abo ve phns 3.~d S!.!pporting document~ ccmp!y
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 constn.ict the improvements
proposed in this application according to these documents and the requirements of Chapter 13 of
th lege Statio Ci · C
Property Owner(s) Contractor
FROM AR KITE X STUDI O I NC PHONE NO. 4098468224 Mar . 20 1998 09 :29AM P3
Figure XrI Continued
CERTfffCAT[ONS : (for proposed alterations within designated flood hazard areas _)
A. I, certify tha~ any nonresidential structure on or prnposed
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 LOO year storm_
Engineer Date
B _ (, cert ify that the finished floor elevation of the lowest
floor . including any basement. of any residen t ial structure. proposed as part of this application is
at or above the base flood elevation establish ed in rhe latest Federal Insurance Administration
Flood Hazard Study and maps, as amended .
Engineer Date
C . [, ~, J, -\.(, \ \. r1 ~ , cen ify that the alterations or development covered by
this permit shall not dimini sh th~ od·carrying capacity of the waterway adjoining or crossing
this permitted site and that su c h alterations o r development are consistent with requ irements of
the C ity of College Station City Code, Ch a pter 13 concerning enc roachments of flood ways and o f
floodway fringes .
I, do certify that the proposed alterations do not raise the level
., .1 of the l 00 year flood above elevation established in the latest Federal Insurance Administration
Flood Hazard Study.
Engineer Date
Conditions or comments as pan of appro val :---------------------
In accordance with Chapte r 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.
l 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 .
From:
To:
Date:
Subject:
Lawrence Carter
Paul Kaspar
5/12/98 4 :22PM
Manhole for 01 Corporation
After discussing the issue with Bill Riley we have agreeded to allow 01 Corporation to remove the
manhole in question and replace it with appropriate piping at their cost and have the installation
inspected by City instector. The only condition is that they , 01, must reroute the existijng service in the
manhole and reinstall it in the main line in such a manner that future maintenance will not affect the drive
way.
From:
To:
Date:
Subject:
Bill Riley
Pkaspar@CITY OF COLLEGE STATION.CITY HALL
5/13/98 8:51AM
Re: Fwd: Manhole for 01 Corporation -Reply
Paul, we need to make one correction to your thought here. I did not agree to just lower the manhole
and seal it off. That still leaves the possibility of infiltration or some type of failure at that location. Plus ,
it could hamper future tv inspection. The manhole needs to be completely removed and a new piece of
pipe installed . Please make sure that this happens . Thanks
bill r
>>> Paul Kaspar 05/13/98 08:28AM >>>
After speaking to John this morning, he informed me that the manhole he popped open that had a seNice
going into it was the manhole downstream of the manhole in discussion . The manhole that they are
proposing to abandon does not have any service lines in it, so it is a whole Jot easier than we thought
yesterday. We are back to the original plan of just lowering the manhole and sealing it off underground
without having to reroute seNices. WIWW has agreed to this even though the manhole spacing does not
meet with the TNRCC minimum spacing requirements.
>>>John Logan 05113198 07:51AM >>>
Do we stall any work on the manhole or let them proceed since the service is not live?
CC: John Logan , Lawrence Carter
DEVELOPMENT PERMIT
PERMIT NO. 548
O.I. Analytical Expansion
FOR AREAS OUTSIDE TIIB SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF TIIB COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Part of 11.29 Acres
Phase I, University Industrial Center Vol. 456 , Pg. 249
OWNER:
O.I. Corporation
151 Graham Road
College Station, Tx 77845
(409) 690-1711
DRAINAGE BASIN:
North Fork of Lick Creek
TYPE OF DEVELOPMENT:
SITE ADDRESS:
151 Graham Road
This permit is valid for the construction of all improvements as shown on the reviewed site
construction plans.
The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate
construction site in accordance with the approved erosion control plan as well as the City of College
Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed
areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales
used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed
vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall
be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery
and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work.
Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced
before any operations of this permit can begin.
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be
taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city
streets, or existing drainage facilities .
I hereby grant this permit for development of an area outside the special flood hazard area. All
de opment shall be in accordance with the plans and specifications submitted to and approved by the
c · ngineer in the development permit application for the above named project and all of the codes and
ces of the ity o College Station that apply.
Date
Date