HomeMy WebLinkAbout43 Development Permit 50 Equity Realty\
LOT 2
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NOTE S:
¥---7 ' TxDOT R.O.W . EASEMENT _--r
VOL . 173, PG . 457
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~ g 7 ' TxDOT R.O.W. EASEMENl
-<ll VOL. 173, PG . 471
F.M. 2154 -W£UBORN RQAD
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ORIGINAL~
LOT LINE
IN PVMT.
1. BASIS OF BEARINGS IS THE RECONSTRUCTED SOUTHWEST RIGHT OF WAY LINE OF HIGHLAND STREET WITH A
SCALED BEARING OF N 45 ·oo·w .
2 . THIS SURVEY WAS CONDUCTED WITHOUT THE BENEFIT OF A COMMITME NT FOR TITLE INSURANCE, LIMITED
DEED RESEARCH WAS CONDUCTED TO DETERMINE APPLICABLE EASEMENTS.
3 . NO TxDOT RIGHT OF WAY EASEMENT WAS FOUND ACROSS TH E RESER VE TRACT.
SURVEYED : JULY, 1998
041\0500eo&ll
SURVEY PLAT
OF
PUBLIC UTILllY EASEMENT ACROSS
LOT 6 & PART OF LOT 15
BLOCK 9 & RESERVE TRACT
WEST PARK ADDmON
REVISED : AUGUST 26, 1998
DMDED 0 .026 ACRE EASEMENT
INTO lWO EASEMENTS . VOL. 102, PG. 198
J. E. SCOTI SURVEY, A-50
.CO LLEGE STATION, BRAZOS COUNlY , TEXAS
SCAL E: 1 "=50' JULY , 1998
KLING ENGINEERING & SURVEYING
BRYAN. TEXAS
Public Utility Easement
across
Reserve Tract
West Park Addition
Volume 102, Page 198
J. E. Scott Survey, A-50
College Station, Brazos County, Texas
Field notes of a 0.011 acre tract or parcel of land, lying and being
situated in the J. E. Scott Survey, Abstract No. 50, College Station, Brazos
County, Texas, and being part of the Reserve Tract, West Park Addition,
according to the plat recorded in Volume 102, Page 198, of the Deed Records
of Brazos County, Texas, and being more particularly described as follows:
BEGINNING in the pavement of Wellborn Road -FM No. 2154, located
S 26° 27' 30" E -30.8 feet from the west corner of the beforementioned
Reserve Tract, and in the southwest line of the Reserve Tract;
THENCE N 63° 32' 30" E 13.00 feet to an "x" chiseled in concrete;
THENCE S 26° 27' 30" E parallel with and 13' from the southwest line
of the beforementioned Reserve Tract, at a distance of 34.5 feet, the brick
corner of an apartment building bears northeast 3.6 feet, continue on for a
total distance of 35. 70 feet to an "x" chiseled in concrete set in the common
line between the Reserve Tract and Lot 6, Block 9;
THENCE S 43° 42' 57" W along the common line between the
beforementioned Lot 6 and Reserve Tract Block 9 for a distance of 13.82 feet
to the west corner of Lot 6, Block 9, same being in the pavement of FM No.
2154 -Wellborn Road;
THENCE N 26° 27' 30" W along the southwest line of the
beforementioned Reserve Tract, for a distance of 40.38 feet to the PLACE OF
BEGINNING, containing 0.011 acre of land, more or less.
kes98-02b:\wstprkez.011
Surveyed July 1
By~~,\,
S. M. Kling
R.P.L.S. No. 2003
KLING ENGINEERING AND SURVEYING
BRYAN . TEXAS
7
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LOT 2
~% --~ \ _.
LOT 3
N 26"27'30"W
J' 106.27'
"'J> ..>~· . ,,.,,. .s>~
J<.---7' Tx DOT R.O.W. EASEMENT-~
VOL. 173, PG . 457
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120D FOUND
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zOLN ~6~7:io.,., J--fil5 ts. 19' ~ ~ 7 ' Tx DOT R.0 .W. EASEMENT
-Cll VOL. 173, PG . 471
NOTES : F.M. 2154 -WELLBORN ROAD
1. BASIS OF BEARINGS IS THE RECONSTRUCTED SOUTHWES T RIGHT OF WAY LINE O F HIGHLAND STREET WITH A
SCALED BEARING OF N 45"00'W .
2. THIS SURVEY WAS CONDUCTED WITHOUT THE BENEFIT O F A COMM ITMENT FOR TI TLE INSURANCE, LIMITED
DEED RESEARCH WAS CONDUCTED TO DETERMINE APPLICABLE EASEMENTS.
3 . NO TxDOT RIGHT OF WAY EASEMENT WAS FOUND ACROSS THE RESERVE TRACT .
SURVEYED: JULY, 1998
BY : S .M. KLING
041 \0500606"
SURVEY PLAT
OF
PUBLIC UTILllY EASEMENT ACROSS
LOT 6 & PART OF LOT 15
BLOCK 9 & RESERVE TRACT
WEST PARK ADDITION
VOL . 102, PG. 198
J. E. scan SURVEY, A-50
COLLEGE STATION, BRAZOS COUNTY, TEXAS
SCALE : 1 "=50'
KLIN G EN GI NEE RIN G & SURVEYING
B RYA N. TEXAS
JULY, 1998
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l /Z ' IRON
ROD FOUND
Public Utility Easement
across
Lot 15, Block 9
West Park Addition
Volume 102, Page 198
J. E. Scott Survey, A-50
College Station, Brazos County, Texas
Field notes of a 0.004 acre tract or parcel of land, lying and being
situated in the J. E. Scott Survey, Abstract No. 50, College Station, Brazos
County, Texas, and being part of Lot 15, Block 9, West Park Addition,
according to the plat recorded in Volume 102, Page 198, of the Deed Records
of Brazos County, Texas, and being more particularly described as follows:
BEGINNING at the % " iron rod found marking the intersection of the
northwest line of Lot 15, Block 9 with the northeast line of a 7' wide TxDOT
right-of-way easement recorded in Volume 173, Page 471, of the Deed
Records of Brazos County, Texas;
THENCE N 43° 42' 57" E along the common line between Lot 15, Block
9 and a 15' alley, for a distance of 11.12 feet to a wooden stake set;
THENCE S 26° 27' 30" E 18.97 feet to a wooden stake set;
THENCE S 63° 32' 30" W 10.46 feet to a % " iron rod set in the
northeast line of the beforementioned 7' wide TxDOT easement;
THENCE N 26° 27' 30" W along the northeast line of the
beforementioned 7' wide TxDOT easement for a distance of 15.19 feet to the
PLACE OF BEGINNING, containing 0.004 acre of land, more or less.
kes98-01 b :\westpark .004
S. M. Kling
R.P.L.S. No. 2003
KLING ENGINEERING AND SURVEYING
BRYAN . TEXAS
City of College Station 1101 South Texas Avenue
CITY OF COLLEGE STATION
DEVELOPMENT SERVICES
Phone:
Fax phone: /:z / C, -D 2 ? L/
CC :
P.O. Box 9960 College Station, Texas 77842
Date: K / /'f / tz
Number of pages including cover sheet:
From:
Phone: 409-764 -3570
Fax phone: 409-764-3496
3
REMARKS: 0 Urgent 0 For your review 0 Reply ASAP 0 Please comment
If you did not receive a complete fax, please call our office immediately for a new transmittal.
Brazos County Abstract Company
"Over 100 Years of Title Service"
P.O. Box 4704
Bryan, Texas 77805
August 13, 1998
418 Tarrow
College Station, Texas 77840
INVOICE
City of College Station Legal Department
P.O. Box 9960
College Station, Texas 77842
Attention: Lrsa Hughes
131316
NA
(409) 260-9728
Telecopy (409) 779 -7979
RE: OUR GF NUMBER
YOUR GF NUMBER
FILE NAME
LEGAL DESCRIPTION -CHUNG-YIH CHIOU and TEN SIAN CHIOU
Portion of Lot 6 and the 67' Reserve
strip, Block 9, WEST PARK ADDITION
City of Colleg e Stat ion, Brazos County,
Texas
DATE ITEMIZATION OF SERVICES RENDERED AMOUNT DUE
08-13-98 Title Report w/ copies $ 278.00
TOTAL $ 278.00
KAUresti
Brazos County Abstract Company
"Over 100 Years of Title Service"
P.O. Box 4704
Bryan, Texas 77805
August 3, 1998
City of College Station
Legal Department
418 Tarrow
College Station, Texa s 77840
INVOICE
1101 Texas Avenue South ·
College Station, Texas 77840
ATTENTION: Jan Schwartz, Legal Assistant
RE : OUR GF NUMBER
YOUR GF NUMBER
FILE NAME
LEGAL DESCRIPTION -
DATE ITEMIZATION
08-03-98 Title Report
/~-"-// .~ ""V' -·-
131315
N/A
Clements Easement Estate
Part of Lot 15, Block 9,
WEST PARK ADDITION,
College Station, Texas
OF SERVICES RENDERED
TOTAL
$
(409) 260 -9728
Telecopy (409) 779 -7979
AMOUNT DUE
270.00
270.00
-------\
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NOTES:
\
LOT 2
~\ --~ \
LOT 3
N 26.27'JO"W
\S' 106.27'
'CJ'.
> ""~· . ,,.,,..s>~
7' TxOOT R.0 .W. EASEMENT----¥
,r---VOL 173, PG . 457
\
\
3/f!!' IRON
ROD FOUND
zOLN ~6~7:.Yo')fr J--0 ~ 15.19' !!!o •
~ g 7' TxDOT R.O.W. EASEMENT
-c:11 VOL 173. PG . 471
F.M. 2154 -WELLBORN ROAD
\
\
I
\
' L
l/Z' IRON
ROD FOUND
ORIGINAL
LOT LINE
IN PVMT .
1. BASIS OF BEARINGS IS THE RECONSTRUCTED SOUTHWEST RIGHT OF WAY LINE OF HIGHLAND STREET WITH A
SCALED BEARING OF N 45·oo ·w.
2. THIS SURVEY WAS CONDUCTED WITHOUT THE BENEFIT OF A COMMITMENT FOR TITLE INSURANCE, LIMITED
DEED RESEARCH WAS CONDUCTED TO DETERMINE APPLICABLE EASEMENTS .
3. NO TxDOT RIGHT OF WAY EASEMENT WAS FOUND ACROSS THE RESERVE TRACT .
SURVEYED: JULY, 1998
SURVEY PLAT
OF
PUBLIC UTILllY EASEMENT ACROSS
LOT 6 & PART OF LOT 15
BLOCK 9 & RESERVE TRACT
WEST PARK ADDmON
VOL. 102, PG. 198
J. E. SCOlT SURVEY, A-50
COLLEGE STATION, BRAZOS COUNTY, TEXAS
SCALE: 111 =501 JULY. 1998
KUNG ENGINEERING & SURVEYING
BRYAN . TEXAS
DEVELOPMENT PERMIT
PERMIT NO . 562
EQUITY REAL TY
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Lots 15 & 16 , Block 9, West Park Addition
OWNER:
Equity Realty -Keith Clements
118 Walton Dr.
College Station, Texas 77840
409-696-4464
DRAINAGE BASIN:
North Fork of Bee Creek Trib . "B"
TYPE OF DEVELOPMENT:
SITE ADDRESS:
201 WellbornRoad
This permit is valid for site construction as shown on the approved 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
development shall be in accordance with the plans and specifications submitted to and approved by the
City Engineer in the developme permit application for the above named project and all of the codes and
· ces of 1ty ege Station that apply.
Dale
Con tor
DEVELOPMENT PERMIT
PERMIT NO. 562A
EQUITY REALTY
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Lots 15 & 16 , Block 9, West Park Addition
OWNER:
Equity Realty -Keith Clements
118 Walton Dr.
College Station, Texas 77840
409-696-4464
DRAINAGE BASIN:
North Fork of Bee Creek Trib . "B''
TYPE OF DEVELOPMENT:
This permit is valid for clearing and grubbing only.
SITE ADDRESS:
201 Wellborn Road
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 ereby grant this permit for development of an area outside the special flood hazard area. All
e lopment shall be in accordance with the plans and specifications submitted to and approved by the
Engineer in the development permit application for the above named project and all of the codes and
e c · of College Station that apply.
3-ZJ-4(
Date
o.:!1*8
Figure XII
Application Form
Development Permit
Inside/Outside &tablished Flood Hazard Areas
City of College Station, Texas
(re: Ordinance No. 1728)
Site Legal Description: lots 15 & 16. Block 9. \jest Park Additj on
Site Address: 201 Wel J born Road
Owner: Egu ity Realty -Keith Clements Address: 118 Wal ton Dr.
Telephone No.: ( 409) 696-4464
Architect/
Engineer: Kling Engineering & Surveying
Address: 4103 Texas Aye. ST 212
Telephone No.: (409) 846-6212
Contractor: Address: ------------------------------~ Telephone No.:----------
Date Application Filed: _1_2~/_2_3~/ 9_7 ___________ Approved: -----------
Application is hereby made for the following specific waterway alterations: -No · associated waterway -
Site Grading & Drainage
Attached as part of this application:
0 Application Fee
g Signed Certificate
Improvements
~ Site and Construction Plans, with supporting documentation: two (2) copies of each
O Other: ------------------
ACKNOWLEDGEMENTS:
I, .~eith Clements , as owner, hereby acknowledge or affirm that:
~~ above Drainage Plan and ;~ppok ents complies wiht the requirements of Ordinance No. 1728,
~ iI{ff\ .. L~ oa1~2 /z~bz
Developer Date
Date
Page 1of2
Figure XII Continued
CERTIFICATIONS:
A. I, certify that any nonresidential structure on or
proposed to be on this site as part of this application meets flood-proofing requirements as
set out in Section of Ordinance No. 1728
Architect/Engineer Date
B. I, B. J . Kl j ng ·, certify that the finished floor level of the lowest
floor, including any basement, of any residential structure as part of this application is or
proposed to be at or above the base flood elevation as established in the latest Federal
Insurance Administration flood hazard study and maps, as amended.
%2.l&e.. I Cf q 7
Date j, f.B.
C. I, certify that the alterations or development covered
by this permit shall not diminish the flood-carrying capacity of the adjoining waterway or
crossing this permitted site and that such alterations or development are consistent with
requirements concerning encroachments of floodways and of floodway fringes as illustrated
in the latest Federal Insurance Study.
Architect/Engineer Date
D. I, do certify that any alterations, addressed in
Certification "D" do not raise the level of 100-year flood as referred to Certification 11 8 11
•
Date
REVIEWED FOR APPROVAL:
~------------~ Floodplain Administrator Date
APPROVAL: Special conditions or comments as part of approval:-----------
Page 2of2
forms\dpopp .cloc
11191
··.1'
KLING ENGINEERING AND SURVEYING
4103 Texas Avenue, Suite 212
Bryan , Texas 77802
TO /\ vL
ATTENTION ~t)c.-~ ~~
WE TRANSMIT :
0 Under Separate Cover
~nclosed
VIA :
OMail
EMessenger
0 Federal Express
0 Express Mail
0 Special Courier
0 Picked Up By Your Office
NO .
t £1~., .... -\ .
Consulting Engineers • Land Surveyors
Tel. (409) 846-6212
Fax (409) 846-8252
THE FOLLOWING :
0 Prints
DCopies
DOriginals
OPlat
0 Field Notes
JQPlans
OReport
0 Estimate
OCut Sheets
0 Computer Printout
DFile
O Contract
DATE !Z
PROJECT NO .
PROJECT NAME
REFERENCE
~?>vP-r~~
DESCRIPTION
-TJiJ?
~ fl i? .LJ-/) nQ(. /~~A/ c;,,. ----
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FOR :
P.O. Box 4234
Bryan, Texas 77805
0 Your Review & Approval
DYour Review & Comment
0 Your Review & Distribution
OYour Review, Revision & Return
0 Your Signature & Return
0 Your File and/or Use
OAs Requested By:
0 Please Acknowledge Receipt of
Enclosures
0 Please Return Enclosures To us
0 Copies Of This Letter Of Transmittal
Sent To :
If Enclosures Are Not As Noted ,
Please Notify Us At Once.
*** CUSTOMER RECEIPT *** OPER: LHANKIHS CT DRAWER: 1
DATE: 12/23/97 00 RECEIPT: 00048 32
DESCRIPTION QTY AMOUNT TP Ti'i
MISC EHGR CHARGE $100.00 3D CK
KEITH & ELIZABETH CLEMENTS
FOR KLING EHGIHEERI NG
DRAIHAGE ~!fRl'tIT
CK. 1380
LH
TIME: 14:29:21
TOTAL PERSONAL CHECK
AMOUNT TENDERED
THA NK YOU
$100. 00
$100. 00
KLING ENGINEERING AND SURVEYING
4103 Texas Avenue, Suite 212
Bryan, Texas 77802
TO
ATTENT ION
W E TR AN SMIT :
0 Under Separate Cover
OEnclosed
VIA :
OMail
~Messenger
0 Federa l Express
0 Express Mail
0 Specia l Courier
0 Picked Up By Your Office
NO.
\ ~ -'~
\ ti
Consulting Engineers • Land Su rv eyors
Tel. (409) 846-6212
Fax (409) 84 6-8 252
THE FOLLOWING :
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0
DESCRIPT ION
DATE
PROJEC T NO.
PROJECT NAME
REFERENC E
\ r~~ r,J <. ·~ 'y-C\ \)~ M..~
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P.O. Box 4234
Bryan, Texas 77805
\~
FOR :
0 Your Review & Approval
0 Your Revie w & Comment
0 Your Review & Distribution
0 Your Review, Rev ision & Re t urn
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0 Your File and /or Use
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If Enclosures Are Not As Noted ,
Please Notify Us At Once .
Si gn ed :
DRAINAGE REPORT
FOR
EQUITY REAL TY
LOTS 15 & 16, BLOCK 9
WEST PARK ADDITION
J . E. Scott Survey, A-50
College Station, Brazos County, Texas
November 13, 1997
DEVELOPED BY:
Equity Realty
118 Walton Drive
College Station, TX
( 409) 696-4464
PREPARED BY:
Kling Engineering & Surveying
4103 Texas Avenue, Suite 212
Bryan, TX 77802
(409) 846-6212
Drainage Report
for
Equity Realty -Lots 15 & 16, Block 9, West Park Addition ·
J. E. Scott Survey, A-50
College Station, Brazos County, Texas
November 13, 1997
GENERAL LOCATION & DESCRIPTION:
The site encompasses 0 .378 acres located at 201 Wellborn Road (F.M . 2154)
approximately 250 feet from the intersection of George Bush Drive (F.M. 2347) and F.M. 2154
on the east side of F.M. 2347 (see Appendix 1: "General Location Map"). Currently the site is
vacant. Current land cover consists chiefly of short grasses with several mature trees. The site
drains generally to the south-west sheet flowing to F.M. 2154. The site is not within the 100 year
floodplain according to the Flood Insurance Rate Map for Brazos County, Texas and
Incorporated Areas, number 48041 C0144 C, effective date: July, 1992 (see Appendix 2: "Flood
Insurance Rate Map"). Proposed improvements include the addition of an approximately 3950
square feet (sf) of building, 7041 sf of newly paved area including parking and access, and
associated utility, landscape, and drainage improvements (see Appendix 3: "Grading Plan").
DRAINAGE BASINS & SUB-BASINS:
The site is located in the upper region of the North Fork of Tributary "B" to Bee Creek sub-
basin of the Carters Creek drainage basin. The existing stormwater runoff patterns for the site
will not be changed. According to Texas Department of Transportation (TxDOT) construction
documents and field inspection, runoff from the site enters F.M. 2154 gutter flow and proceeds
-250' south-east to a 50' long slotted gutter drain. From there, runoff enters an 18" R.C .P.
crossing F.M. 2154 diagonally to the south . Stormwater proceeds south-easterly in storm sewer
along the west side of F .M. 2154 until discharging into the North Fork of Tributary "B" to Bee
Creek.
The entire site will be considered as a single drainage area with respect to stormwater
runoff calculations .
DRAINAGE DESIGN CRITERIA:
Excess runoff due to development will be attenuated within the parking lot. The City of
College Station requires attenuation of excess stormwater runoff through the 100 year return
event. The Rational Method was used to determine the stormwater runoff for existing and post-
developed conditions. Detention requirements were calculated using the difference in peak
runoff discharges for existing and post-developed conditions, from the 2, 5, 10, 25, 50, and 100
year return storm events , incorporated into the Modified Rational Method . Detention pond
routing was done using the Level Pool Routing Procedure combined with the appropriate
hydraulic equations to model the outlet device. This report will document the management of
stormwater runoff due to the proposed construction .
DRAINAGE ANALYSIS & DESIGN:
The area was analyzed under existing and post-developed conditions to determine total peak
runoff for the proposed improvements and total allowable peak runoff from the site (existing
cond itions). Based on a time of concentration of 10 minutes , intensities for the varying storm
events were obtained using the Intensity-Duration-Frequency equation and coefficients
corresponding to Brazos County as defined by the U.S. Weather Bureau (NWS) Technical Paper
No. 40. Site area used is 0.378 acres with 'C' factors for existing and post-developed conditions '
of 0 .3 and 0.7 respectively. The following table summarizes the results .
Table 1
Storm Return (yr) 2 5 10 25 50 100
Existing a (cfs) 0.72 0 .88 0.99 1.13 1 .27 1.33
Post a (cfs) 1.69 2 .06 2 .31 2.64 2 .98 3 .11
ChanQe a (cfs) 0.97 1 .18 1 .32 1 .51 1.71 1.78
*See Appendix 4 "Hydrologic Calculations" for computation
As stated above , under proposed conditions, detention will be accomplished within the parking
area accommodating runoff through the 100 year event. The elevation of the perimeter curbing
will therefore be such that the 100 year event can be contained within the parking lot. Based on
the Grading Plan , this minimum elevation shall be 338.30. The outlet works for the detention
area consists of a 1' wide curb break in the curb section continuing in a 2' long rectangular
channel at 1.0% slope . The channel flares out to 3' wide onto a 3' long splash block to ensure
no backwater effects are caused at the grass I outlet interface and to restore runoff to sheet flow.
Elevation versus discharge and storage for the detention area as configured on the Grad ing Plan
in Appendix 3 are summarized below.
Table 2
Elevation Outflow Storage Provided Area Submerged
(cfs) (ac-ft) (cf) (acres) (sf)
337 .65 0.00 0.000 0.00 0.0000 0.00
337 .70 0 .03 negligible -0 .0008 34 .85
337 .75 0 .08 neglig ible -0.0033 143 .75
337.80 0 .14 neglig ible -0.0073 317 .99
3 37.85 0.22 0 .00 1 43 .56 0 .0126 548 .86
337 .90 0.31 0.002 87 .12 0.0193 840 .71
337 .95 0.40 0 .003 130.68 0 .0274 1193 .55
338 .00 0 .51 0 .004 174.24 0 .0370 1611.73
338.05 0.62 0.007 304 .92 0 .0479 2086 .53
338 .10 0.74 0.009 392 .04 0 .0603 2626 .68
338 .15 0 .87 0.013 566.28 0.0741 3227.81
338.20 1 .00 0 .017 740.52 0 .0832 3624 .21
338.25 1 .14 0 .021 914 .76 0 .0928 4042 .38
338.30 1 .28 0.026 1132.56 0.1029 4482 .34
*See Appendix 5 "Detention Pond Routing" for computation
4103 Texas Avenue , Suite 212
Bryan, Texas 77802
TO
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Tel. ( 409) 846-6212
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PROJE CT NO .
PRO JECT N AME
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FOR :
P.O. Box 4234
Bryan , Texas 77805
D Your Review & Approval
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D Copies Of Th is Letter Of Transmitta l
Sent To :
z_ b,111(1.)~ ~ ';/ --I
If Enclosures Are Not As Noted ,
Please Notify Us At Once .
.. -
11121 /97 10: 11 ~409 846 8252 KLING ENG R ~~~ COCS VOLK /MORGA N
Type ...• Rational Peak Q's
Name •••• EQUITY PRE
File ...• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
SUMMARY OF RATIONAL METHOD PEAl<. DISCHARGES
Q = CiA * Unite conversion; Where conversion ; 43560 / (12 * 3600)
Rational_storms: BRAZOS.IDQ RATIONAL
Tag Freq File IDF Curve ----------------------------------
2 YR 2 BRAZOS.IDQ Q .. .8060 b 65.0000 d • 8.0000
5 YR 5 BRAZOS.IDQ e = .7850 b = 76.0000 d .. 8.5000
10 YR 10 BRAZOS.IOQ e -.7630 b • 80.0000 d 8.5000
25 YR 25 BRAZOS.IDQ e = .7540 b -89.0000 d = 8.5000
SO YR 50 BRAZOS.IDQ e = .7450 b 98.0000 d .. 8.5000
100 YR 100 BRAZOS.IDQ e • • 7300 b = 96.0000 d ,.. 8.0000
TC = .1667 hrs
-----------------------------
Tag Freq c c adj c I Area Peak Q
(years) factor final in/hr acres cfs ---------------------------------------------------
2 YR 2 .300 1.000 .300 6.3259 .378 .72
5 YR 5 .300 1.000 .300 7.6921 .378 .88
10 YR 10 .300 1.000 .300 8.6338 .378 .99
25 YR 25 .300 1.000 .300 9.8607 .378 1.13
50 YR 50 .300 l.000 .300 11.1467 .378 1.27
100 YR 100 .300 l.000 .300 11. 6382 .378 1.33
-----------------------------
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
14]002
11 /21 /97 10 :1 0 'B409 846 8252 KLI NG ENGR ~~~ COCS VOLK /MORG AN
KLING ENGINEERING & SURVEYING
TELECOPIER COVER SHEET
(EF :fucover)
DATE.___,_/(_,__/_Z_/ _/ 9_7 ____ _
I
Please deliver the following pages to:
Name:__..Vc.____:::>c:....;~~~~&'l=--· ..... J~J........;:c....:;....._-,t.~l'---/._:n_~~~-~-(-'.(/1-_._, ~-"J=-----------
Firm : __ ...:::(!:::;.._-t_"t-1·</'---_ff_;, __ C...;;..._c.?C... __ ."'-_-c:._~_z.,.,_._{;l. __ c::::_?t_
1
_·,&'J_. ·_1?_. ,.,_ ... _ .. _J _______ _
(
Fax Number: ________________________ _
-----p
From: /:'f!d-b ' ~-· r~.J"2l.
Kling Engineering & Surveying
4103 South Texas Ave., Suite 212
Bryan, Texas 77802
Phone: 14091846-6212
Fax: 1409)846-8252
.,,~:....:.~i
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.
l4J 00 1
The post-developed hydrograph for each storm event was routed through the above described
detention facility. Peak elevations and discharges for each event is summarized below.
· Table 3
Storm Return (yr) Peak Inflow Peak Outflow Allowable Outflow Allowable -Peak Peak Elevation
(cfs) (cfs) (cfs) (cfs)
2 1.69 0.80 0.72 -0 .08 338.12
5 2.06 0.91 0 .88 -0 .03 338 .17
10 2 .31 0 .99 0 .99 0 .00 338 .20
25 2 .63 1.08 1 .13 0.05 338.23
50 2 .98 1.18 1 .27 0.09 338.27
100 3.11 1 .22 1.33 0.11 338.28
*See Appendix 5 "Detention Pond Routing" for computation .
CONCLUSIONS:
As shown in Table 3, total runoff from post development conditions for the 2 and 5 year
events exceeds existing conditions by 0 .08 cfs and 0.03 cfs respectively. This amount is
considered negligible. All other storm events through the 100 year event do not exceed total
runoff allowed from existing conditions . Attenuation is provided within the proposed parking area
with controlled release of all storm events . The detention pond water surface elevation for the
100 year event is 338 .28 and the minimum top of curb elevation for the ponded area is 338 .30 .
No adverse impact on downstream structures or property owners is expected from proposed
improvements .
B.J. Kling, .E.
Registered Professiona ngineer
State of Texas No. 2470
------------
APPENDICES
1) General Location Map -U .S.G.S. Quad
2) Flood Insurance Rate Map - F .E .M .A
3) Grading Plan
4) Hydrologic Computations
5) Detention Pond Routing Computations
k :\projccts\cquity\equity.ddp
APPENDIX 1
GENERAL LOCATION MAP -U.S.G.S. QUAD .
APPENDIX4
HYDROLOGIC COMPUTATIONS
Job File:_E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
Rain Dir: G:\HAESTAD\PPK6\UTIL\
==========================
JOB TITLE
==========================
EQUITY REALTY SITE DEVELOPMENT
J.E. SCOTT, A-SO, COLLEGE STATION, BRAZOS COUNTY, TX
RATIONAL/MODIFIED RATIONAL METHOD FOR DETENTION ANALSYS
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Table of Contents i
Table of contents
****************** RATIONAL METHOD CALCS *******************
EQUITY POST ••••• C and Area ••••••••••••••••••••••••• 1.01
Rational Peak Q's •••••••••••••••••• 1.02
Mod. Rational Grand Summary .••••••• 1.03
EQUITY POST ••••• 10 YR
Mod. Rational Graph ••••.••••••••••• 1.04
Mod. Rational Storm Cales •••••••.•• 1.05
EQUITY POST ••••• 100 YR
Mod. Rational Graph 1.06
Mod. Rational Storm Cales .••••••••• 1.07
EQUITY POST ••••• 2 YR
Mod. Rational Graph 1.08
Mod. Rational Storm Cales •••••••••• 1.09
EQUITY POST ••••• 25 YR
Mod. Rational Graph •••••••••••••••• 1.10
Mod. Rational Storm Cales ••••••.••• 1.11
EQUITY POST ••••• 5 YR
Mod. Rational Graph
Mod. Rational storm Cales ••••••••••
EQUITY POST ••••• 50 YR
S/N: HOMOL0863131
Mod. Rational Graph
Mod. Rational Storm
KLING ENGINEERING
Cales ••••••••••
1.12
1.13
1.14
1.15
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• C_and_Area
Name •••• EQUITY POST
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
Title ••• EQUITY REALTY SITE -POST DEVELOPED CONDITIONS
RATIONAL C COEFFICIENT DATA
_Page 1.01
......................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
EQUITY REALTY SITE -POST DEVELOPED CONDITIONS
Area c x Area
Soil/Surface Description c acres acres
------------------------------------------------------------
IMPERVIOUS BLDG .9000 .091 .082
IMPERVIOUS PVMT .9000 .162 .146
GRASSED I LANDSCAPED .3000 .125 .038
WEIGHTED c & TOTAL AREA ---> .7016 .378 .265 ......................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Rational Peak Q's
Name •••• EQUITY POST
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
_Page 1.02
SUMMARY OF RATIONAL METHOD PEAK DISCHARGES
Q CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600)
Rational_Storms: BRAZOS.IDQ RATIONAL
Tag Freq File IDF Curve
----------------------------------
2 YR 2 BRAZOS.IDQ e = .8060 b 6S.OOOO d = 8.0000
s YR s BRAZOS.IDQ e = .7850 b = 76.0000 d = 8.5000
10 YR 10 BRAZOS.IDQ e = .7630 b 80.0000 d 8.SOOO
25 YR 25 BRAZOS.IDQ e = .7S40 b 89.0000 d 8.SOOO
so YR so BRAZOS.IDQ e = .7450 b 98.0000 d 8.SOOO
100 YR 100 BRAZOS.IDQ e = .7300 b 96.0000 d 8.0000
Tc = • 1667 hrs ~ ...
-----------------------------
Tag Freq c c adj c I Area Peak Q
(years) factor final in/hr acres cfs
---------------------------------------------------
2 YR 2 .702 1.000 .702 6.32S9 .378 1. 69
s YR 5 .702 1.000 .702 7.6921 .378 2.06
10 YR 10 .702 1.000 .702 8.6338 .378 2.31
2S YR 2S .702 1.000 .702 9.8607 .378 2.64
so YR so .702 1.000 .702 11.1467 .378 2.98
100 YR 100 .702 1.000 .702 11. 6382 .378 3.11
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :OS3 Compute Time: 17:54:48 Date: 11-03-1997
•
Type •••• Mod. Rational Grand Summary
Name •••• EQUITY POST
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
_Page 1.03
************************************************************************
************************************************************************
*
*
* MODIFIED RATIONAL METHOD
* ----Grand Summary For All Storm Frequencies
*
*
*
*
* *
* *
************************************************************************
************************************************************************
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
Area = .378 acres Tc = .1667 hrs ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
VOLUMES
Freq. Adjusted Duration I Qpeak Allowable Inflow Storage
years 'C' hrs in/hr cf s cf s ac-ft ac-ft
---------------------------------------------------------------------------
2 .702 .2500 5.1923 1.39 • 72 .029 .014
5 .702 .2667 6.1705 1. 65 .88 .036 .018
10 .702 .2833 6.7593 1.81 .99 .042 .020
25 .702 .2833 7.7421 2.07 1.13 .048 .023
so .702 .2833 8.7772 2.35 1.27 .oss .026
100 .702 .2833 9.1575 2.45 1.33 .057 .027
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Graph _Page 1.04
Name •.•. EQUITY POST _Tag: 10 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Graphical Summary for Maximum Required Storage ----
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
**********************************************************************
* RETURN FREQUENCY: 10 yr
* 'C' Adjustment: 1.000
Allowable Outflow: .99 cfs
Required Storage: .020 ac-ft
*
* *--------------------------------------------------------------------* * Peak Inflow: 1.81 cfs
* .HYG File: Computed Hyd 10 YR
*
*
**********************************************************************
Q I Td = .2833 hrs I
/-------Approx. Duration for Max. Storage ------/
0
x
0
x
0
x
x
0
Tc= .1667 hrs
I 8.6338 in/hr
Q 2.31 cfs
Required Storage
.020 ac-ft
x x x x x x x x x x x x x x x x x
0 0 0 0 0 0 0 0 0 0 0 0 0 0
0
NOT TO SCALE
============
Return Freq: 10 yr
c adj.factor:l.000
Area = .378 acres
Weighted c = .702
Adjusted C = .702
Td= .2833 hrs
I = 6.7593 in/hr
Q 1.81 cfs
x
0 0 Q = .99 cfs
x (Allow.Outflow)
x
x
----------------------------------------------------------------
.2619 hrs .3587 hrs T
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Storm Cales
Name •.•• EQUITY POST _Tag: 10 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Summary for Single Storm Frequency
_Page l.OS
Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600)
RETURN FREQUENCY: 10 yr 'c• Adjustment = 1.000 Allowable Q = .99 cfs
Hydrograph Storm Duration, Td = .2833 hrs
Hydrograph File: Computed Hyd 10 YR
Tc = .1667 hrs
............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Wtd.
'C'
.702
.702
Adjusted Duration
'C' hrs
.702
.702
.1667
.2SOO
Intens.
in/hr
8.6338
7.1939
Area
acres
.378
.378
Qpeak
cfs
2.31
1.92
VOLUMES
Inflow
ac-ft
.032
.040
Storage
ac-ft
.018
.020
************************************************************ Storage Maximum
.702 .702 .2833 6.7S93 .378 i.81 I .042 .020
****************************************************************************
.702 .702 .3333 6.2093 .378 1.66 .046 .020
.702 .702 .sooo 4.9361 .378 1.32 .ass .016
.702 .702 .6667 4.1387 .378 1.11 .061 .010
.702 .702 .8333 3.S872 .378 .96 Qpeak < Qallow
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :OS3 Compute Time: 17:S4:48 Date: 11-03-1997
Type •... Mod. Rational Graph _Page 1.06
Name •••• EQUITY POST _Tag: 100 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Graphical Summary for Maximum Required Storage ----
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
**********************************************************************
* RETURN FREQUENCY: 100 yr
* 'C' Adjustment: 1.000
Allowable Outflow: 1.33 cfs
Required Storage: .027 ac-ft
*
* *--------------------------------------------------------------------*
* Peak Inflow: 2.45 cfs * * .HYG File: Computed Hyd 100 YR *
**********************************************************************
Q I Td = .2833 hrs I
/-------Approx. Duration for Max. Storage ------/
x
Tc= .1667 hrs
I = 11.6382 in/hr
Q 3.11 cfs
~equired Storage
.027 ac-ft
x x x x x x x x x x x x x x x x x x
Return Freq: 100 yr
C adj.factor:l.000
Area = .378 acres
Weighted c .702
Adjusted c = .702
Td= .2833 hrs
I = 9.1575 in/hr
Q 2.45 cfs
x
o o o o o o o o o o o o o o o o Q = 1.33 cfs
0
x
0
x
0
0
0
.2622 hrs
x (Allow.Outflow)
NOT TO SCALE x
============
x
.3595 hrs T
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Storm Cales
Name •••• EQUITY POST _Tag: 100 YR
File •••. E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Summary for Single Storm Frequency
_Page 1.07
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 100 yr 'c• Adjustment = 1.000 Allowable Q = 1.33 cfs
Hydrograph Storm Duration, Td = .2833 hrs
Hydrograph File: Computed Hyd 100 YR
Tc = .1667 hrs
............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Wtd.
'c•
.702
.702
Adjusted Duration Intens.
in/hr 'C' hrs
.702
.702
.1667 11. 6382
.2500 9.7322
Area
acres
.378
.378
Qpeak
cf s
3.11
2.60
VOLUMES
Inflow
ac-ft
.043
.054
Storage
ac-ft
.025
.027
************************************************************ Storage Maximum
.702 .702 .2833 9.1575 .378 2.45 I .057 .027
****************************************************************************
.702 .702 .3333 8.4304 .378 2.25 .062 .027
.702 .702 .5000 6.7457 .378 1.80 .075 .022
.702 .702 .6667 5.6881 .378 1. 52 .084 .015
.702 .702 .8333 4.9541 .378 1.32 Qpeak < Qallow
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Graph _Page 1.08
Name •••• EQUITY POST _Tag: 2 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Graphical Summary for Maximum Required Storage ----
Q CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
**********************************************************************
* RETURN FREQUENCY: 2 yr
* 'C' Adjustment: 1.000
Allowable Outflow: .72 cfs
Required Storage: .014 ac-ft
*
* *--------------------------------------------------------------------*
* Peak Inflow: 1.39 cfs * * .HYG File: Computed Hyd 2 YR *
**********************************************************************
Q I Td = .2500 hrs I
/-------Approx. Duration for Max. Storage ------/
0
x
0
x
0
x
x
0
Tc= .1667 hrs
I = 6.3259 in/hr
Q 1.69 cfs
Required Storage
~014 ac-ft
x x x x x x x x x x x x x x x x x
0 0 0 0 0 0 0 0 0 0 0 0 0 0
0
NOT TO SCALE
============
Return Freq: 2 yr
c adj.factor:l.000
Area = .378 acres
Weighted c .702
Adjusted C = .702
Td= .2500 hrs
I = 5.1923 in/hr
Q = 1.39 cf s
x
0 0 Q = • 72 cf s
x (Allow.Outflow)
x
x
.2624 hrs .3303 hrs T
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Storm Cales
Name •••• EQUITY POST _Tag: 2 YR
File •.•• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Summary for Single Storm Frequency
_Page 1.09
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 2 yr 'c• Adjustment = 1.000
Hydrograph Storm Duration, Td = .2500 hrs
Hydrograph File: Computed Hyd 2 YR
Allowable Q = .72 cfs
Tc = .1667 hrs
............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Wtd.
'c•
.702
Adjusted Duration
'C' hrs
.702 .1667
Intens.
in/hr
6.3259
Area
acres
.378
Qpeak
cf s
1. 69
VOLUMES
Inflow
ac-ft
.023
Storage
ac-ft
.013
************************************************************ Storage Maximum
.702 .702 .2500 5.1923 .378 1.39 I .029 .014
****************************************************************************
.702 .702 .3333 4.4310 .378 1.18 .033 .014
.702 .702 .5000 3.4642 .378 .93 .038 .010
.702 .702 .6667 2.8697 .378 • 77 .042 .005
.702 .702 .8333 2.4637 .378 .66 Qpeak < Qallow
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Graph _Page 1.10
Name •••• EQUITY POST _Tag: 25 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Graphical Summary for Maximum Required Storage ----
Q CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
**********************************************************************
* RETURN FREQUENCY: 25 yr
* 'C' Adjustment: 1.000
Allowable Outflow: 1.13 cfs
Required Storage: .023 ac-ft
*
* *--------------------------------------------------------------------* * Peak Inflow: 2.07 cfs * * .HYG File: Computed Hyd 25 YR *
**********************************************************************
Q I Td = .2833 hrs I
/-------Approx. Duration for Max. Storage ------/
x
Tc= .1667 hrs
I = 9.8607 in/hr
Q 2.64 cfs
Required Storage
.023 ac-ft
x x x x x x x x x x x x x x x x x x
Return Freq: 25 yr
c adj.factor:l.000
Area = .378 acres
Weighted c = .702
Adjusted c = .702
Td= .2833 hrs
I = 7.7421 in/hr
Q = 2.07 cfs
x
o o o o o o o o o o o o o o o o Q = 1.13 cfs
0
x
0
x
0
0
0
.2620 hrs
x (Allow.Outflow)
NOT TO SCALE x
============
x
.3590 hrs T
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Storm Cales
Name •••• EQUITY POST _Tag: 25 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Summary for Single Storm Frequency
_Page 1.11
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 25 yr 'c• Adjustment = 1.000 Allowable Q = 1.13 cfs
Hydrograph Storm Duration, Td = .2833 hrs
Hydrograph File: Computed Hyd 25 YR
Tc = .1667 hrs
............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Wtd.
'c•
.702
.702
Adjusted Duration
'C' hrs
.702
.702
.1667
.2500
Intens.
in/hr
9.8607
8.2339
Area
acres
.378
.378
Qpeak
cfs
2.64
2.20
VOLUMES
Inf low
ac-ft
.036
.045
Storage
ac-ft
.021
.023
************************************************************ Storage Maximum
.702 .702 .2833 7.7421 .378 2.01 I • 048 • 023
****************************************************************************
.702 .702 .3333 7 .1193 .378 1.90 .052 .023
.702 .702 .5000 5.6748 .378 1.52 .063 .018
.702 .702 .6667 4.7680 .378 1.28 .070 .012
.702 .702 .8333 4.1396 .378 1.11 Qpeak < Qallow
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Graph _Page 1.12
Name •••• EQUITY POST _Tag: 5 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Graphical Summary for Maximum Required Storage ----
Q CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
**********************************************************************
* RETURN FREQUENCY: 5 yr
* •c• Adjustment: 1.000
Allowable Outflow: .88 cfs
Required Storage: .018 ac-ft
*
* *--------------------------------------------------------------------* * Peak Inflow: 1.65 cfs * * .HYG File: Computed Hyd 5 YR *
**********************************************************************
Q I Td = .2667 hrs I
/-------Approx. Duration for Max. Storage ------/
0
x
0
x
0
x
x
0
Tc= .1667 hrs
I = 7.6921 in/hr
Q 2.06 cfs
Required Storage
.018 ac-ft
x x x x x x x x x x x x x x x x x
0 0 0 0 0 0 0 0 0 0 0 0 0 0
0
NOT TO SCALE
============
Return Freq: 5 yr
c adj.factor:l.000
Area = .378 acres
Weighted c .702
Adjusted C = .702
Td= .2667 hrs
I = 6.1705 in/hr
Q 1.65 cfs
x
0 0 Q = .88 cfs
x (Allow.Outflow)
x
x
.2621 hrs .3445 hrs T
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Storm Cales
Name •••• EQUITY POST _Tag: 5 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Summary for Single Storm Frequency
_Page 1.13
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 5 yr 'c• Adjustment = 1.000 Allowable Q = .88 cfs
Hydrograph Storm Duration, Td = .2667 hrs
Hydrograph File: Computed Hyd 5 YR
Tc = .1667 hrs
............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Wtd.
'c•
.702
.702
Adjusted Duration
•c• hrs
.702
.702
.1667
.2500
Intens.
in/hr
7.6921
6.3757
Area
acres
.378
.378
Qpeak
cf s
2.06
1. 70
VOLUMES
Inflow
ac-ft
.028
.035
Storage
ac-ft
.016
.018
************************************************************ Storage Maximum
.702 .702 .2667 6.1705 .378 1.65 I .036 .018
****************************************************************************
.702 .702 .3333 5.4797 .378 1.47 .040 .017
.702 .702 .5000 4.3274 .378 1.16 .048 .013
.702 .702 .6667 3.6100 .378 .97 .053 .008
.702 .702 .8333 3 .1160 .378 .83 Qpeak < Qallow
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Graph _Page 1.14
Name •••• EQUITY POST _Tag: SO YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Graphical Summary for Maximum Required Storage ----
Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600)
**********************************************************************
* RETURN FREQUENCY: SO yr
* 'C' Adjustment: 1.000
Allowable Outflow: 1.27 cfs
Required Storage: .026 ac-ft
*
* *--------------------------------------------------------------------*
* Peak Inflow: 2.3S cfs
* .HYG File: Computed Hyd SO YR
*
*
**********************************************************************
Q I Td = .2833 hrs I
/-------Approx. Duration for Max. Storage ------/
x
Tc= .1667 hrs
I = 11.1467 in/hr
Q = 2.98 cfs
Required Storage
;026 ac-ft
x x x x x x x x x x x x x x x x x x
Return Freq: SO yr
C adj.factor:l.000
Area = .378 acres
Weighted c = .702
Adjusted c = .702
Td= .2833 hrs
I 8.7772 in/hr
Q = 2.3S cfs
x
o o o o o o o o o o o o o o o o Q = 1.27 cfs
0
x
0
x
0
0
0
.2624 hrs
x (Allow.Outflow)
NOT TO SCALE x
============
x
.3S98 hrs T
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :OS3 Compute Time: 17:S4:48 Date: 11-03-1997
Type •••• Mod. Rational Storm Cales
Name •••• EQUITY POST _Tag: SO YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Summary for Single Storm Frequency
_Page 1.lS
Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600)
RETURN FREQUENCY: SO yr 'c• Adjustment = 1.000 Allowable Q = 1.27 cfs
Hydrograph Storm Duration, Td = .2833 hrs
Hydrograph File: Computed Hyd SO YR
Tc = .1667 hrs
............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Wtd.
'c•
.702
.702
Adjusted Duration Intens.
in/hr 'C' hrs
.702
.702
.1667 11.1467
.2SOO 9.3278
Area
acres
.378
.378
Qpeak
cf s
2.98
2.49
VOLUMES
Inf low
ac-ft
.041
.OS2
Storage
ac-ft
.024
.026
************************************************************ Storage Maximum
.702 .702 .2833 8. 7772 .378 2.3s I .oss .026
****************************************************************************
.702 .702 .3333 8.0792 .378 2.16 .060 .026
.702 .702 .sooo 6.4S74 .378 1. 73 .071 .022
.702 .702 .6667 S.4369 .378 1.4S .080 .014
.702 .702 .8333 4. 7282 .378 1.26 Qpeak < Qallow
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :OS3 Compute Time: 17:S4:48 Date: 11-03-1997
Appendix A
Index of Starting Page Numbers for ID Names
1.06, 1.07, 1.08, 1.09, 1.10,
1.11, 1.12, 1.13, 1.14, 1.15
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48
A-1
Date: 11-03-1997
APPENDIXS
DETENTION POND ROUTING COMPUTATIONS
Job File:_E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
Rain Dir: G:\HAESTAD\PPK6\UTIL\
==========================
JOB TITLE
==========================
EQUITY REALTY SITE DEVELOPMENT
COLLEGE STATION, J.E. SCOTT, A-SO, BRAZOS COUNTY, TEXAS
DRAINAGE & DETENTION DESIGN
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
Table of Contents i
Table of Contents
*********************** POND VOLUMES ***********************
OPTION 1 •••••••• Vol: Planimeter •••••••••••••••••••• 1.01
******************** OUTLET STRUCTURES *********************
12" WIDE RECT ••• Individual Outlet Curves .•••••••••• 2.01
*********************** POND ROUTING ***********************
ROUTE 3 ..••••••• Pond E-V-Q Table ••••••••••••••..•.• 3.01
ROUTE 3 ••••.•••• 10 YR
Pond Routing Summary ••••••••••••••• 3.02
ROUTE 3 ••••••••• 100 YR
Pond Routing Summary •••.••••••••••• 3.03
ROUTE 3 ••••••••• 2 YR
Pond Routing Summary ............... 3.04
ROUTE 3 ••••••••• 25 YR
Pond Routing Summary ............... 3.05
ROUTE 3 •••••••.• 5 YR
Pond Routing Summary ............... 3.06
ROUTE 3 ••••••••• 50 YR
Pond Routing Summary ............... 3.07
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
Type •••• Vol: Planimeter
Name .••• OPTION 1
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
Title ••• DETENTION POND IN LOT W/ OUTLET@ SOUTH RADII
Elevation
(ft)
337.65
337.80
338.15
338.30
338.33
POND VOLUME CALCULATIONS
Planimeter scale: 1.00 ft/in
Planimeter
(sq.in)
.000
319.000
3229.000
4481.000
4779.000
Area Al+A2+sqr(Al*A2)
(acres) (acres)
.0000 .0000
.0073 .0073
.0741 .1048
.1029 .2643
.1097 .3188
POND VOLUME EQUATIONS
Volume
(ac-ft)
.000
.000
.012
.013
.003
_Page 1.01
Volume Sum
(ac-ft)
.000
.000
.013
.026
.029
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 + sq.rt.(Areal*Area2))
where: ELl, EL2
Areal,Area2
Volume
= Lower and upper elevations of the increment
Areas computed for ELl, EL2, respectively
= Incremental volume between ELl and EL2
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
Type •••• Individual Outlet Curves
Name •••• 12" WIDE RECT
File .••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
Title ••• 12" WIDE RECTANGULAR OPENING IN CURB
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 1 (Culvert-Box)
_Page 2.01
Mannings open channel maximum capacity: 3.39 cfs
Upstream ID (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
ws Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
337.65
337.70
337.75
337.80
337.85
337.90
337.95
338.00
338.05
338.10
338.15
338.20
338.25
338.30
338 .33
.oo Free Outfall
Upstream HW & DNstream TW < Inv.El
.03 Free Outfall
CRIT.DEPTH CONTROL Vh= .014ft Der= .029ft
.08 Free Outfall
CRIT.DEPTH CONTROL Vh= .029ft Der= .058ft
.14 Free Outfall
CRIT.DEPTH CONTROL Vh= .043ft Der= .086ft
.22 Free Outfall
CRIT.DEPTH CONTROL Vh= .057ft Der= .114ft
.31 Free Outfall .
CRIT.DEPTH CONTROL Vh= .072ft Der= .143ft
.40 Free Outfall
CRIT.DEPTH CONTROL Vh= .086ft Der= .172ft
.51 Free Outfall
CRIT.DEPTH CONTROL Vh= .lOOft Der= .200ft
.62 Free Outfall
CRIT.DEPTH CONTROL Vh= .114ft Der= .229ft
.74 Free Outfall
CRIT.DEPTH CONTROL Vh= .129ft Der= .257ft
.87 Free Outfall
CRIT.DEPTH CONTROL Vh= .143ft Der= .286ft
1.00 Free Outfall
CRIT.DEPTH CONTROL Vh= .157ft Der= .314ft
1.14 Free Outfall
CRIT.DEPTH CONTROL Vh= .171ft Der= .343ft
1.28 Free Outfall
CRIT.DEPTH CONTROL Vh= .186ft Der= .371ft
1 •. 37 Free Outfall
CRIT.DEPTH CONTROL Vh= .194ft Der= .389ft
S/N: HOMOL0863131 KLING ENGINEERING
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
Type •••• Pond E-V-Q Table
Name •••• ROUTE 3
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
LEVEL POOL ROUTING DATA
HYG Dir E:\HAESTAD\PONDPACK\PPK6\EQUITY\
Inflow HYG file = EQUITY.HYG -FORCED RATIONAL 10 YR
Outflow HYG file = EQUITY.HYG -FORCE RAT OUT 10 YR
Pond Node Data p 10
Pond Volume D'ata = OPTION 1
Pond Outlet Data 12" WIDE RECT
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 337.65 ft
Starting Volume = .000 ac-ft
Starting Outflow .00 cf s
Starting Infiltr. .00 cf s
starting Total Qout= .oo cf s
Time Increment = .0333 hrs
Elevation Outflow Storage Area Infilt.
ft cf s ac-ft acres cfs
_Page 3.01
Q Total 2S/t + 0
cf s cf s
------------------------------------------------------------------------------
337.65 .00 .000 .0000 .oo .00 .00
337.70 .03 .000 .0008 .00 .03 .04
337.75 .08 .000 .0033 .oo .08 .16
337.80 .14 .ooo .0073 .00 .14 .41
337.85 .22 .001 .0126 .00 .22 .84
337.90 .31 .002 .0193 .oo .31 1.51
337.95 .40 .003 .0274 .oo .40 2.45
338.00 .51 .004 .0370 .oo .51 3. 72
338.05 • 62 .007 .0479 .00 .62 5.37
338.10 .74 .009 .0603 .oo .74 7.45
338.15 .87 .013 .0741 .oo .87 10.02
338.20 1.00 .017 .0832 .00 1.00 13.00
338.25 1.14 .021 .0928 .00 1.14 16.34
338.30 1.28 .026 .1029 .00 1.28 20.03
338.33 1.37 .029 .1097 .oo 1.37 22.44
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
Type •••• Pond Routing Sununary
Name •••• ROUTE 3 _Tag: 10 YR
File •.•• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir = E:\HAESTAD\PONDPACK\PPK6\EQUITY\
Inflow HYG file EQUITY.HYG -FORCED RATIONAL 10 YR
Outflow HYG file = EQUITY.HYG -FORCE RAT OUT 10 YR
Pond Node Data = p 10
Pond Volume Data OPTION 1
Pond Outlet Data = 12" WIDE RECT
No Infiltration
INITIAL CONDITIONS
Starting ws Elev 337.65 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cf s
Starting Infiltr. .oo cf s
Starting Total Qout= .00 cf s
Time Increment = .0333 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
=
=
2.31 cfs
.99 cfs
338.20 ft
.016 ac-ft
at
at
.1668 hrs
.2667 hrs
=====================================================
MASS BALANCE (ac-ft)
+ Initial Vol = .000
+ HYG Vol IN = .032 -Infiltration = .000
-HYG Vol OUT = .032
-Retained Vol = .ooo
----------
_Page 3.02
Unrouted Vol = -.000 ac-ft (. 000% of Inflow Volume)
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
+
+ --
Type •••• Pond Routing Summary
Name •••• ROUTE 3 _Tag: 100 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
HYG Dir
Inflow HYG file
Outflow HYG file =
Pond Node Data
Pond Volume Data
Pond Outlet Data
No Infiltration
INITIAL CONDITIONS
Starting WS Elev
Starting Volume
Starting Outflow
Starting Infiltr.
LEVEL POOL ROUTING SUMMARY
E:\HAESTAD\PONDPACK\PPK6\EQUITY\
EQUITY.HYG -FORCED RATIONAL 100 YR
EQUITY.HYG -FORCE RAT OUT 100 YR
p 10
OPTION 1
12" WIDE RECT
337.65 ft
= .000 ac-ft
= .oo cf s
.00 cf s
Starting Total Qout= .00 cfs
Time Increment = .0333 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
=
=
3 .11 cfs
1. 22 cfs
338.28 ft
.024 ac-ft
at
at
.1668 hrs
.2667 hrs
=====================================================
MASS BALANCE (ac-ft)
Initial Vol = .ooo
HYG Vol IN .043
Infiltration .ooo
HYG Vol OUT = .043
-Retained Vol = .000
----------
_Page 3.03
Unrouted Vol = -.000 ac-ft (. 000% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
Type •••• Pond Routing Summary
Name •••• ROUTE 3 _Tag: 2 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir
Inflow HYG file
Outflow HYG file
= E:\HAESTAD\PONDPACK\PPK6\EQUITY\
EQUITY.HYG -FORCED RATIONAL 2 YR
= EQUITY.HYG -FORCE RAT OUT 2 YR
Pond Node Data
Pond Volume Data
Pond Outlet Data
No Infiltration
INITIAL CONDITIONS
Starting WS Elev
Starting Volume
Starting Outflow
Starting Infiltr.
p 10
OPTION 1
12" WIDE RECT
= 337.65 ft
= .ooo ac-ft
.oo cfs
.oo cfs
Starting Total Qout= .00 cfs
Time Increment .0333 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inf low
Peak Outflow
Peak Elevation
Peak Storage =
=
=
1. 69 cfs
.80 cfs
338.12 ft
• 011 ac-ft
at
at
.1668 hrs
.2667 hrs
=====================================================
MASS BALANCE (ac-ft)
+ Initial Vol = .000
+ HYG Vol IN = .023
-Infiltration
-HYG Vol OUT
-Retained Vol
.000
.023
.000
_Page 3.04
Unrouted Vol -.000 ac-ft (.000% of Inflow Volume)
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
+
+ -
Type •••• Pond Routing Summary
Name •••• ROUTE 3 _Tag: 25 YR
File •••. E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
HYG Dir
Inflow HYG file =
Outflow HYG file =
Pond Node Data
Pond Volume Data
Pond Outlet Data
No Infiltration
INITIAL CONDITIONS
LEVEL POOL ROUTING SUMMARY
E:\HAESTAD\PONDPACK\PPK6\EQUITY\
EQUITY.HYG -FORCED RATIONAL 25 YR
EQUITY.HYG -FORCE RAT OUT 25 YR
p 10
OPTION 1
12" WIDE RECT
----------------------------------
Starting ws Elev = 337.65 ft
Starting Volume = .000 ac-ft
Starting Outflow = .oo cf s
Starting Infiltr. .00 cfs
Starting Total Qout= .00 cfs
Time Increment .0333 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
=
=
2.63 cfs
1.08 cfs
338.23 ft
.019 ac-ft
at
at
.1668 hrs
.2667 hrs
=====================================================
MASS BALANCE (ac-ft)
Initial Vol = .000
HYG Vol IN = .036
Infiltration .ODO
-HYG Vol OUT = .036
-Retained Vol .ODO
----------
_Page 3.05
Unrouted Vol = .ODO ac-ft (. 000% of Outflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
+
Type •••• Pond Routing Summary
Name •••• ROUTE 3 _Tag: 5 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
HYG Dir
Inflow HYG file
Outflow HYG file
Pond Node Data
Pond Volume Data
Pond Outlet Data
No Infiltration
INITIAL CONDITIONS
Starting WS Elev
Starting Volume
Starting Outflow
Starting Infiltr.
LEVEL POOL ROUTING SUMMARY
E:\HAESTAD\PONDPACK\PPK6\EQUITY\
EQUITY.HYG -FORCED RATIONAL 5 YR
EQUITY.HYG -FORCE RAT OUT 5 YR
p 10
OPTION 1
12" WIDE RECT
337.65 ft
.000 ac-ft
.oo cf s
.00 cf s
Starting Total Qout= .00 cfs
Time Increment = .0333 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
2.06 cfs
.91 cfs
338.17 ft
.014 ac-ft
at
at
.1668 hrs
.2667 hrs
=====================================================
MASS BALANCE (ac-ft)
Initial Vol = .000
+ HYG Vol IN = .028
-Infiltration = .ooo
-HYG Vol OUT .028
-Retained Vol = .000
----------
_Page 3.06
Unrouted Vol = -.000 ac-ft (. 000% of Inflow Volume)
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
Type •••• Pond Routing Summary
Name •.•• ROUTE 3 _Tag: SO YR
File ...• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir
Inflow HYG file
Outflow HYG file
= E:\HAESTAD\PONDPACK\PPK6\EQUITY\
EQUITY.HYG -FORCED RATIONAL SO YR
EQUITY.HYG -FORCE RAT OUT SO YR
Pond Node Data
Pond Volume Data
Pond Outlet Data =
No Infiltration
INITIAL CONDITIONS
Starting WS Elev
Starting Volume
Starting Outflow
Starting Infiltr.
p 10
OPTION 1
12" WIDE RECT
337.6S ft
.ooo ac-ft
= .oo cf s
= .oo cf s
Starting Total Qout= .oo cfs
Time Increment .0333 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inf low
Peak Outflow
Peak Elevation
Peak Storage =
=
=
2.98 cfs
1.18 cfs
338.27 ft
.022 ac-ft
at
at
.1668 hrs
.2667 hrs
=====================================================
MASS BALANCE (ac-ft)
+ Initial Vol = .000
+ HYG Vol IN = .041
-Infiltration = .000
-HYG Vol OUT .041
-Retained Vol .000
_Page 3.07
Unrouted Vol .000 ac-ft (.000% of Outflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:S6 Date: 11-08-1997
Appendix A
Index of Starting Page Numbers for ID Names
-----0
OPTION 1 ••• 1.01
-----R -----
ROUTE 3 •.• 3.01, 3.02, 3.03, 3.04,
3.05, 3.06, 3.07
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56
A-1
Date: 11-08-1997
0 1/ 12 /98 09 : 34 '5'409 846 8252 KLING EN GR ~~~ COCS VOLK /MO RG AN
(103 Taas Av~ue, Suite 212
Bryan, Tau nso2
KLING ENGINEERING & SURVEYING
Comulting Eagineen • Land Surveyon
BJ. Kling, P.E., R.P.LS .
S.M. Kling, R.P.LS.
Telcpho.ne 409/84U212
Fu 409/8"682S2
12-JANUARY, 1998
MEMO:
TO:
FROM:
Veronica Morgan, P.E.
Assistant City Engineer
City of College Station
Fred Pai~
Equity Realty -6" Vv'ater line Construction
' ;. . . ~ .
Polt Office Box 4234
Bryan, Tau nsos
We are needing to finalize construction documents for the proposed 6"
waterline that will serve for fire protection and water service for the Equity Realty site
on Wellborn Road near G. Bush Drive . We are proposing to run a 6" line northward
along Wellborn road terminating with a fire hydrant at 300' vehicle lay of hose + 150
If to the furthest point of the building. Service will be provided via a private 2" line
laid on private property to the site from the proposed 6" main line. There is
approximately 7' of right of way that lies beyond the existing back of curb . We are
proposing to lay the 6" line 2' within the right of way, 5' off the back of curb. We
need to know if an additional public easement will be required for this project and if
so, at what width. We need a response to this question at your earliest possible
cooyenjeoce.
141001
DP5ud-
COLLEGE STATION
P. 0 . Box 9960 110 1 Texas Ave nue
Tel : 409 764 3500
October 24, 1997
MEMORANDUM
TO:
FROM:
RE :
Fred Paine
Kling Engineering & Surveying
4103 South Texas Av enu e, Suite 212
Bryan, Texas 77802
Ve ronica Morgan, P .E.
Assistant City Enginee r
Equity Realty Site
Co ll ege Station , TX 77 842
I have reviewed your preliminary drainage calculations for the above referenced site . The City of
College Station drainage ordinance specifies that you must assure that your increased runoff can be
handled by the downstream system, which must be analyzed to the primary system . Although your
increases are minimal, we do have reports of localized drainage problems along Wellborn Road .
Due to this , we will ne ed your anal ysis of the downstream system or you may decrease your runoff
to· your pred evelopment rates .
Just as a reminder, any drainage improvements and driveway additions within the Wellborn Road
right-of-way will have to be reviewed and approved by TxDOT. If you have any fur.her questions
please call me at 409-764-3570 .
xc: Shirley Volk, De\ el opment Coordinator
Development Permit File
Home of Texas A&M University
10 /2 4 /97 11 :47 '5'4 09 8 4 6 825 2 KLIN G EN GR ~~~ CO CS VOLK /MORG AN @ 00 2
. .,
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K LING E NGIN EERING & S URVEYING/ 9-Y\ ·~ c:;D
C onsul t ing E ngineers • Land Survey ors
4103 Texas Avenue, Su ite 212
Bryan , Texas nso2
B.J . Kling, P.E., RP.LS.
S.M. Kling, RP.LS.
October 24, 1997
MEMO
Telephone 409/8460212
Fu 409/846-8252
TO: Veronica Morgan, P.E.
Asst . City Engineer
City of College Station
FROM: Fred Paine~
RE: Equity Realty Site
Here are our preliminary peak runoff rates for the site:
*Qpre •apoat Change
Storm Beturn (cfsl (Cfsl (cfsl
2 0.80 1.90 1.10
5 0.97 2.35 1.38
10 1.09 2.64 1.55
25 1.24 3.02 1.78
50 1.40 3.40 2.00
100 1.46 3.56 2.10
Post Office: Box 4 23 4
Bryan, Texas 77805
*computed using Rational Method (0 = Ci A) with 10 min Time of Concentration,
Area = 0.36 acres and Cpre = 0.35, Cpll9t = 0.85.
Due to the small magnitude of these peak runoff rates, I feel a meaningful
detention analysis can not be achieved. Please advise us if you will require a
detention analysis for this tract, or if we can document the increase without
detention.
10 /24 /97 11 :47 'B409 846 8252 KLING ENGR ~~~ COCS VOLK /MORG AN
KLING ENGINEERING & SURVEYING
TELECOPIER COVER SHEET
(EF:faaoover)
DATE_/0__.../_"2_4.......__._/ __ 9_( ____ _
Please deliver the following pages to:
Name: ~r<A
Firm: ~ ~ ~
From:_...:....h__...T2e$0 ___ ---'~.._~.....;,.'-~--------------
Kling Engineering & Surveying
4103 South Texas Ave., Suite 212
Bryan, Texas 77802
Phone: (409)846-6212
Fax: (409)846-8252
We are transmitting Z-page(s). including this cover letter from our
fax number listed above. If any pages are missing or incomplete, please
contact sender.
Regarding: Ga0 rf
141001
12 /02 /97 08:51 '5'409 846 8252 KLING ENGR ••• COCS V OLK /MO~ ~~
~f\\o
KLING ENGINEERING & SURVEYING
TELECOPIER COVER SHEET
IEF :fucover)
DATE (Zf o -Z-/9(
Please deliver the following pages to:
Name =-...... ~-----~-........... ~-c..1'l-......... --'"!Jfa............,'af.U.=;a&.'d!. ...... nJ----------------
Firm:_-l,(3..,..~ ...... ~6f".-....._~C .... n'.:=...'=~;:Jlll~~~oc:::l...!:.!..L.li..:~:::.....:..-e;..:::;..:.N~q:::u,:..o~~~4::.:::i.-----
From: &.z::> li:M'i.-
KlinJ Engineering & Surveying
4103 South Texas Ave ., Suite 212
Bryan, Texas 77802
Phone: (409)846-6212
Fax: (4091846-8252
We are transmitting ( page(s), including this cover letter from our
fax number listed above. If any pages are missing or incomplete, please
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KLING ENGINEERING & SURVEYING
TELECOPIER COVER SHEET
IEF :f•xcoverl
DATE_l 2 ____ {_0_2-_/_9__....] ___ _
Please deliver the following pages to:
Na me :._-¥1L__.~""""'-.....-0"""-"11 __ J4--'i c....£9-=-:::..L..-+---l'm----L-~~"""'~A..._Ll ....... ) _____ _
Firm:. __ Q ____ ~ ______ S-=---=-~--=/fh ......... ............_ ________ _
Fax Number:. _______________________ _
From: KHng (~ & ~~!.
4103 South Texas Ave., Suite 212
Bryan, Texas 77802
Phone : (4091846 -6212
Fax : (4091846-8252
We are transmitting ~age(s), including this cover letter from our
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I
HT w&-5 Vi:JJBrBJL-'"TR-"7-T w~ ~
14100 1
12 1 02 1 97 09 :35
6
• M026
'B 409 846 8252 KLING ENGR ''' COCS VOLK / IORG A ~0 02
DRAINAGE REPORT
FOR
EQUITY REALTY
LOTS 15 & 16, BLOCK 9
WEST PARK ADDITION
J. E. Scott Survey, A-50
College Station, Brazos County, Texas
November 13, 1997
DEVELOPED BY:
Equity Realty
118 Walton Drive
College Station, TX
( 409) 696-4464
PREPARED BY:
Kling Engineering & Surveying
4103 Texas Avenue, Suite 212
Bryan, TX 77802
(409) 846-6212
Drainage Report
for
Equity Realty -Lots 15 & 16, Block 9, West Park Addition ·
J. E. Scott Survey, A-50
College Station , Brazos County, Texas
November 13, 1997
GENERAL LOCATION & DESCRIPTION:
The site encompasses 0.378 acres located at 201 Wellborn Road (F.M . 2154)
approximately 250 feet from the intersection of George Bush Drive (F.M . 2347) and F.M. 2154
on the east side of F.M. 2347 (see Appendix 1: "General Location Map"). Currently the site is
vacant. Current land cover consists chiefly of short grasses with several mature trees . The site
drains generally to the south-west sheet flowing to F.M. 2154. The site is not within the 100 year
floodplain according to the Flood Insurance Rate Map for Brazos County, Texas and
Incorporated Areas, number 48041 C0144 C, effective date : July, 1992 (see Appendix 2: "Flood
Insurance Rate Map"). Proposed improvements include the addition of an approximately 3950
square feet (sf) of building , 7041 sf of newly paved area including parking and access, and
associated utility, landscape , and drainage improvements (see Appendix 3 : "Grading Plan").
DRAINAGE BASINS & SUB-BASINS:
The site is located in the upper region of the North Fork of Tributary "B" to Bee Creek sub-
basin of the Carters Creek drainage basin . The existing stormwater runoff patterns for the site
will not be changed. According to Texas Department of Transportation (TxDOT) construction
documents and field inspection, runoff from the site enters F.M . 2154 gutter flow and proceeds
-250' south-east to a 50' long slotted gutter drain. From there, runoff enters an 18" R.C .P.
cross ing F.M. 2154 diagonally to the south . Stormwater proceeds south-easterly in storm sewer
along the west side of F.M. 2154 until d ischarging into the North Fork of Tributary "B" to Bee
Cree k.
The en ti re site will be considered as a single drainage area w ith respect to stormwater
runoff calculations .
DRAINAGE DESIGN CRITERIA:
Excess runoff due to development will be attenuated within the parking lot. The City of
College Stat io n requires attenuation of excess stormwater runoff through the 100 year return
even t. The Rational Method was used to determine the stormwater runoff for ex isting and post-
deve loped conditions . Detention requirements were calculated using the difference in peak
runoff d ischarges for existing and post-developed conditions , from the 2 , 5, 10, 25, 50 , and 100
yea r r eturn storm events , incorporated into the Modified Rational Method . Detention pond
routing was done using the Level Pool Routing Procedure combined with the appropriate
hydraulic equations to model the outlet device . Th is report will document the management of
stormwater runoff due to the proposed construction .
DRAINAGE ANALYSIS & DESIGN:
The area was analyzed under existing and post-developed conditions to determine total peak
runoff for the proposed improvements and total allowable peak runoff from the site (existing
conditions). Based on a time of concentration of 10 minutes, intensities for the varying storm
events were obtained using the Intensity-Duration-Frequency equation and coefficients
corresponding to Brazos County as defined by the U.S . Weather Bureau (NWS) Technical Paper
No . 40. Site area used is 0.378 acres with 'C' factors for existing and , post-developed conditions
of 0 .3 and 0 . 7 respectively. The following table summarizes the results.
Table 1
Storm Return (yr) 2 5 10 25 50 100
Existing a (cfs) 0 .72 0.88 0.99 1.13 1.27 1.33
Post a (cfs) 1 .69 2.06 2 .31 2.64 2.98 3.11
Chan e Q cfs 0 .97 1.18 1.32 1.51 1 .71 1.78
*See Appendix 4 "Hydrologic Calculations" for computation
As stated above , under proposed conditions , detention will be accomplished within the parking
area accommodating runoff through the 100 year event. The elevation of the perimeter curbing
will therefore be such that the 100 year event can be contained within the parking lot. Based on
the Grading Plan , this minimum elevation shall be 338.30 . The outlet works for the detention
area consists of a 1' wide curb break in the curb section continuing in a 2' long rectangular
channel at 1.0% slope. The channel flares out to 3' wide onto a 3' long splash block to ensure
no backwater effects are caused at the grass I outlet interface and to restore runoff to sheet flow.
Elevation versus discharge and storage for the detention area as configured on the Grading Plan
in Appendix 3 are summarized below.
Table 2
Elevation Outflow Storage Provided Area Submerged
(cfs) (ac-ft) (cf) (acres) (sf)
337 .65 0 .00 0.000 0.00 0.0000 0.00
337.70 0 .03 negligible -0 .0008 34 .85
337.75 0 .08 negligible -0.0033 143.75
337.80 0 .14 negligible -0.0073 317 .99
337.85 0 .22 0.001 43 .56 0.0126 548.86
337.90 0.31 0.002 87 .12 0 .0193 840.71
337 .95 0.40 0 .003 130.68 0.0274 1193 .55
338.00 0.51 0.004 174.24 0.0370 1611 .73
338.05 0.62 ,0.007 304 .92 0.0479 2086.53
338 .10 0 .74 0.009 392.04 0.0603 2626 .68
338.15 0.87 0.013 566 .28 0.0741 3227 .81
338.20 1.00 0.017 740 .52 0.0832 3624.21
338 .25 1 .14 0.021 914.76 0.0928 4042 .38
338.30 1.28 0 .026 1132.56 0 .1029 4482.34
*See Appendix 5 "Detention Pond Routing" for computation
The post-developed hydrograph for each storm event was routed through the above described
detention facility . Peak elevations and discharges for each event is summarized below.
Table 3
Storm Return (yr) Peak Inflow Peak Outflow Allowable Outflow Allowable -Peak Peak Elevation
(cfs) (cfs) (cfs) (cfs)
2 1.69 0.80 0 .72 -0.08 338 .12
5 2.06 0 .91 0.88 -0 .03 338.17
10 2.31 0.99 0 .99 0.00 338 .20
25 2.63 1.08 1.13 0 .05 338.23
50 2.98 1.18 1.27 0.09 338.27
100 3.11 1.22 1.33 0.11 338.28
*See Appendix 5 "Detention Pond Routing" for computation.
CONCLUSIONS:
As shown in Table 3, total runoff from post development conditions for the 2 and 5 year
events exceeds existing conditions by 0 .08 cfs and 0.03 cfs respectively . This amount is
considered negligible. All other storm events through the 100 year event do not exceed total
runoff allowed from existing conditions. Attenuation is provided within the proposed parking area
with controlled release of all storm events. The detention pond water surface elevation for the
100 year event is 338.28 and the minimum top of curb elevation for the ponded area is 338.30.
No adverse impact on downstream structures or property owners is expected from proposed
improvements .
_ ..... "'.._-..
B.J. Kling, .E.
Registered Professiona ngineer
State of Texas No . 2470
APPENDICES
1) General Location Map -U .S.G.S. Quad
2) Flood Insurance Rate Map - F .E .M .A.
3) Grading Plan
4) Hydrologic Computations
5) Detention Pond Routing Computations
k :lprojccts\equi tylcquity.ddp
APPENDIX 1
GENERAL LOCATION MAP -U.S.G.S. QUAD .
APPENDIX4
HYDROLOGIC COMPUTATIONS
Job File:_E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
Rain Dir: G:\HAESTAD\PPK6\UTIL\
JOB TITLE
==========================
EQUITY REALTY SITE DEVELOPMENT
J.E. SCOTT, A-50, COLLEGE STATION, BRAZOS COUNTY, TX
RATIONAL/MODIFIED RATIONAL METHOD FOR DETENTION ANALSYS
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Table of Contents i
Table of Contents
****************** RATIONAL METHOD CALCS *******************
EQUITY POST. • • • • C and Area • • • • • • • • • • • • • • • . • • • • • • • • • 1. 01
Rational Peak Q's •••••••..••••••••• 1.02
Mod. Rational Grand Summary •••••..• 1.03
EQUITY POST •••.• 10 YR
Mod. Rational Graph 1.04
Mod. Rational Storm Cales .••••••••• 1.05
EQUITY POST ••••• 100 YR
Mod. Rational Graph 1.06
Mod. Rational Storm Cales .••••••••• 1.07
EQUITY POST ••••• 2 YR
Mod. Rational Graph 1.08
Mod. Rational Storm Cales •.•••••••• 1.09
EQUITY POST ••••• 25 YR
Mod. Rational Graph 1.10
Mod. Rational Storm Cales •...•••••• 1.11
EQUITY POST ••••• 5 YR
Mod. Rational Graph 1.12
Mod. Rational Storm Cales •••••••••• 1.13
EQUITY POST ••••• 50 YR
S/N: HOMOL0863131
Mod. Rational Graph ••.••••••••••••• 1.14
Mod. Rational Storm Cales •••••••••• 1.15
KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• C_and_Area
Name •••• EQUITY POST
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
Title ••• EQUITY REALTY SITE -POST DEVELOPED CONDITIONS
RATIONAL C COEFFICIENT DATA
_Page 1.01
......................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
EQUITY REALTY SITE -POST DEVELOPED CONDITIONS
Area c x Area
Soil/Surf ace Description c acres acres
------------------------------------------------------------
IMPERVIOUS BLDG .9000 .091 .082
IMPERVIOUS PVMT .9000 .162 .146
GRASSED I LANDSCAPED .3000 .125 .038
WEIGHTED c & TOTAL AREA ---> .7016 .378 .265 ......................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Rational Peak Q's
Name •••• EQUITY POST
_Page 1.02
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
SUMMARY OF RATIONAL METHOD PEAK DISCHARGES
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
Rational Storms: BRAZOS.IDQ RATIONAL -Tag Freq File IDF Curve
----------------------------------
2 YR 2 BRAZOS.IDQ e = .8060 b = 65.0000 d = 8.0000
5 YR 5 BRAZOS.IDQ e = .7850 b 76.0000 d = 8.5000
10 YR 10 BRAZOS.IDQ e = .7630 b 80.0000 d 8.5000
25 YR 25 BRAZOS.IDQ e = .7540 b 89.0000 d 8.5000
50 YR 50 BRAZOS.IDQ e = .7450 b 98.0000 d = 8.5000
100 YR 100 BRAZOS.IDQ e = .7300 b 96.0000 d = 8.0000
Tc = .1667 hrs
-----------------------------
Tag Freq c c adj c I Area Peak Q
(years) factor final in/hr acres cfs
---------------------------------------------------
2 YR 2 .702 1.000 .702 6.3259 .378 1.69
5 YR 5 .702 1.000 .702 7.6921 .378 2.06
10 YR 10 .702 1.000 .702 8.6338 .378 2.31
25 YR 25 .702 1.000 .702 9.8607 .378 2.64
50 YR 50 .702 1.000 .702 11.1467 .378 2.98
100 YR 100 .702 1.000 .702 11. 6382 .378 3.11
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Grand Sununary
Name •••• EQUITY POST
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
_Page 1.03
************************************************************************
************************************************************************
* *
* *
* MODIFIED RATIONAL METHOD
* ----Grand Sununary For All Storm Frequencies
*
*
* *
* *
************************************************************************
************************************************************************
Q CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
Area = .378 acres Tc = .1667 hrs ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Freq. Adjusted Duration I
years 'C' hrs in/hr
Qpeak
cfs
Allowable
cfs
------------------------------------------------------
2 .702 .2500 5.1923 1.39 • 72
s .702 .2667 6.1705 1.65 .88
10 .702 .2833 6.7593 1.81 .99
25 .702 .2833 7.7421 2.07 1.13
so .702 .2833 8. 7772 2.35 1.27
100 .702 .2833 9.1575 2.45 1.33
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48
VOLUMES
Inflow
ac-ft
Storage
ac-ft
---------------------
.029 .014
.036 .018
.042 .020
.048 .023
.055 .026
.057 .027
Date: 11-03-1997
Type •••• Mod. Rational Graph _Page 1.04
Name •••• EQUITY POST _Tag: 10 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Graphical Summary for Maximum Required Storage ----
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
**********************************************************************
* RETURN FREQUENCY: 10 yr
* 'C' Adjustment: 1.000
Allowable Outflow: .99 cfs
Required Storage: .020 ac-ft
*
* *--------------------------------------------------------------------* * Peak Inflow: 1.81 cfs * * .HYG File: Computed Hyd 10 YR *
**********************************************************************
Q I Td = .2833 hrs I
/-------Approx. Duration for Max. Storage ------/
x
Tc= .1667 hrs
I = 8.6338 in/hr
Q 2.31 cfs
~equired Storage
.020 ac-ft
x x x x x x x x x x x x x x x x x x
Return Freq: 10 yr
c adj.factor:l.000
Area = .378 acres
Weighted c = .702
Adjusted C = .702
Td= .2833 hrs
I = 6.7593 in/hr
Q = 1.81 cfs
x
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q = .99 cfs
0
x
0
x
0
0
0
.2619 hrs
x (Allow.Outflow)
NOT TO SCALE x
============
x
.3587 hrs T
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Storm Cales
Name •••• EQUITY POST _Tag: 10 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Summary for Single Storm Frequency
_Page LOS
Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600)
RETURN FREQUENCY: 10 yr 'c• Adjustment = 1.000 Allowable Q = .99 cfs
Hydrograph Storm Duration, Td = .2833 hrs
Hydrograph File: Computed Hyd 10 YR
Tc = .1667 hrs
............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Wtd.
'c•
.702
.702
Adjusted Duration
•c• hrs
.702
.702
.1667
.2SOO
Intens.
in/hr
8.6338
7.1939
Area
acres
.378
.378
Qpeak
cfs
2.31
1.92
VOLUMES
Inflow
ac-ft
.032
.040
Storage
ac-ft
.018
.020
************************************************************ Storage Maximum
.702 .702 .2833 6.7S93 .378 i.81 I .042 .020
****************************************************************************
.702 .702 .3333 6.2093 .378 1.66 .046 .020
.702 .702 .sooo 4.9361 .378 1.32 .ass .016
.702 .702 .6667 4.1387 .378 1.11 .061 .010
.702 .702 .8333 3. S872 .378 .96 Qpeak < Qallow
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :OS3 Compute Time: 17:S4:48 Date: 11-03-1997
Type •••• Mod. Rational Graph _Page 1.06
Name •••• EQUITY POST _Tag: 100 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Graphical Summary for Maximum Required Storage ----
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
**********************************************************************
* RETURN FREQUENCY: 100 yr
* 'C' Adjustment: 1.000
Allowable Outflow: 1.33 cfs
Required Storage: .027 ac-ft
*
* *--------------------------------------------------------------------*
* Peak Inflow: 2.45 cfs * * .HYG File: Computed Hyd 100 YR *
**********************************************************************
Q I Td = .2833 hrs I
/-------Approx. Duration for Max. Storage ------/
x
Tc= .1667 hrs
I 11.6382 in/hr
Q = 3.11 cfs
Required Storage
.027 ac-ft
x x x x x x x x x x x x x x x x x x
Return Freq: 100 yr
c adj.factor:l.000
Area = .378 acres
Weighted c .702
Adjusted C = .702
Td= .2833 hrs
I = 9.1575 in/hr
Q 2.45 cfs
x
o o o o o o o o o o o o o o o o Q = 1.33 cfs
0
x
0
x
0
0
0
.2622 hrs
x (Allow.Outflow)
NOT TO SCALE x
============
x
.3595 hrs T
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Storm Cales
Name •••• EQUITY POST _Tag: 100 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Summary for Single Storm Frequency
_Page 1.07
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 100 yr 'c• Adjustment = 1.000 Allowable Q = 1.33 cfs
Hydrograph Storm Duration, Td = .2833 hrs
Hydrograph File: Computed Hyd 100 YR
Tc = .1667 hrs
............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Wtd.
'c•
.702
.702
Adjusted Duration Intens.
in/hr 'C' hrs
.702
.702
.1667 11. 6382
.2500 9.7322
Area
acres
.378
.378
Qpeak
cfs
3 .11
2.60
VOLUMES
Inflow
ac-ft
.043
.054
Storage
ac-ft
.025
.027
************************************************************ Storage Maximum
.702 .702 .2833 9.1575 .378 2.45 I .057 .027
****************************************************************************
.702 .702 .3333 8.4304 .378 2.25 .062 .027
.702 .702 .5000 6.7457 .378 1.80 .075 .022
.702 .702 .6667 5.6881 .378 1.52 .084 .015
.702 .702 .8333 4.9541 .378 1.32 Qpeak < Qallow
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver : 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Graph _Page 1.08
Name •••• EQUITY POST _Tag: 2 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Graphical Summary for Maximum Required Storage ----
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
**********************************************************************
* RETURN FREQUENCY: 2 yr
* 'C' Adjustment: 1.000
Allowable Outflow: .72 cfs
Required Storage: .014 ac-ft
*
* ·--------------------------------------------------------------------* * Peak Inflow: 1.39 cfs
* .HYG File: Computed Hyd 2 YR
*
*
**********************************************************************
Q I Td = .2500 hrs I
/-------Approx. Duration for Max. Storage ------/
x
Tc= .1667 hrs
I = 6.3259 in/hr
Q 1.69 cfs
Required Storage
~014 ac-ft
x x x x x x x x x x x x x x x x x x
Return Freq: 2 yr
c adj.factor:l.000
Area = .378 acres
Weighted c .702
Adjusted C = .702
Td= .2500 hrs
I = 5.1923 in/hr
Q = 1.39 cfs
x
o o o o o o o o o o o o o o o o Q = .72 cfs
0
x
0
x
0
0
0
.2624 hrs
x (Allow.Outflow)
NOT TO SCALE x
============
x
.3303 hrs T
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Storm Cales
Name •••• EQUITY POST _Tag: 2 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Summary for Single Storm Frequency
_Page 1.09
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 2 yr 'c• Adjustment = 1.000
Hydrograph Storm Duration, Td = .2500 hrs
Hydrograph File: Computed Hyd 2 YR
Allowable Q = .72 cfs
Tc = .1667 hrs
............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Wtd.
'c•
.702
Adjusted Duration
'C' hrs
.702 .1667
Intens.
in/hr
6.3259
Area
acres
.378
Qpeak
cfs
1. 69
VOLUMES
Inflow
ac-ft
.023
Storage
ac-ft
.013
************************************************************ Storage Maximum
.702 .702 .2500 5.1923 .378 1.39 I .029 .014
****************************************************************************
.702 .702 .3333 4.4310 .378 1.18 .033 .014
.702 .702 .5000 3.4642 .378 .93 .038 .010
.702 .702 .6667 2.8697 .378 • 77 .042 .cos
.702 .702 .8333 2.4637 .378 .66 Qpeak < Qallow
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Graph _Page 1.10
Name •••• EQUITY POST _Tag: 25 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Graphical Summary for Maximum Required Storage ----
Q CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
**********************************************************************
* RETURN FREQUENCY: 25 yr
* 'C' Adjustment: 1.000
Allowable Outflow: 1.13 cfs
Required Storage: .023 ac-ft
* * *--------------------------------------------------------------------* * Peak Inflow: 2.07 cfs * * .HYG File: Computed Hyd 25 YR *
**********************************************************************
Q I Td = .2833 hrs I
/-------Approx. Duration for Max. Storage ------/
x
Tc= .1667 hrs
I = 9.8607 in/hr
Q 2.64 cfs
Required Storage
.023 ac-ft
x x x x x x x x x x x x x x x x x x
Return Freq: 25 yr
c adj.factor:l.000
Area = .378 acres
Weighted c .702
Adjusted c = .702
Td= .2833 hrs
I= 7.7421 in/hr
Q = 2.07 cfs
x
o o o o o o o o o o o o o o o o Q = 1.13 cfs
0
x
0
x
0
0
0
.2620 hrs
S/N: HOMOL0863131 KLING ENGINEERING
x (Allow.Outflow)
NOT TO SCALE x ------------------------
x
.3590 hrs T
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Storm Cales
Name •••• EQUITY POST _Tag: 25 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Summary for Single Storm Frequency
_Page 1.11
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 25 yr 'C' Adjustment = 1.000 Allowable Q = 1.13 cfs
Hydrograph Storm Duration, Td = .2833 hrs
Hydrograph File: Computed Hyd 25 YR
Tc = .1667 hrs
............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Wtd.
'c•
.702
.702
Adjusted Duration
'C' hrs
.702
.702
.1667
.2500
Intens.
in/hr
9.8607
8.2339
Area
acres
.378
.378
Qpeak
cf s
2.64
2.20
VOLUMES
Inflow
ac-ft
.036
.045
Storage
ac-ft
.021
.023
************************************************************ Storage Maximum
.702 .702 .2833 7.7421 .378 2.01 I • 048 • 023
****************************************************************************
.702 .702 .3333 7 .1193 .378 1.90 .052 .023
.702 .702 .5000 5.6748 .378 1.52 .063 .018
.702 .702 .6667 4.7680 .378 1.28 .070 .012
.702 .702 .8333 4.1396 .378 1.11 Qpeak < Qallow
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Graph _Page 1.12
Name •••• EQUITY POST _Tag: 5 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Graphical Summary for Maximum Required Storage ----
Q CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
**********************************************************************
* RETURN FREQUENCY: 5 yr
* 'C' Adjustment: 1.000
Allowable Outflow: .88 cfs
Required Storage: .018 ac-ft
*
* *--------------------------------------------------------------------* * Peak Inflow: 1.65 cfs
* .HYG File: Computed Hyd 5 YR
*
*
**********************************************************************
Q I Td = .2667 hrs I
/-------Approx. Duration for Max. Storage ------/
x
Tc= .1667 hrs
I 7.6921 in/hr
Q = 2.06 cfs
Required Storage
.018 ac-ft
x x x x x x x x x x x x x x x x x x
Return Freq: 5 yr
c adj.factor:l.000
Area = .378 acres
Weighted C = .702
Adjusted C = .702
Td= .2667 hrs
I 6.1705 in/hr
Q = 1. 65 cfs
x
o o o o o o o o o o o o o o o o Q = .88 cfs
0
x
0
x
0
0
0
.2621 hrs
x (Allow.Outflow)
NOT TO SCALE x
x
.3445 hrs T
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Storm Cales
Name •••• EQUITY POST _Tag: 5 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Summary for Single Storm Frequency
_Page 1.13
Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 5 yr 'c• Adjustment = 1.000
Hydrograph Storm Duration, Td = .2667 hrs
Hydrograph File: Computed Hyd 5 YR
Allowable Q = .88 cfs
Tc = .1667 hrs
............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Wtd.
'c•
.702
.702
Adjusted Duration
'C' hrs
.702
.702
.1667
.2500
Intens.
in/hr
7.6921
6.3757
Area
acres
.378
.378
Qpeak
cfs
2.06
1. 70
VOLUMES
Inflow
ac-ft
.028
.035
Storage
ac-ft
.016
.018
************************************************************ Storage Maximum
.702 .702 .2667 6.1705 .378 i. 65 I .036 .018
****************************************************************************
.702 .702 .3333 5.4797 .378 1.47 .040 .017
.702 .702 .5000 4.3274 .378 1.16 .048 .013
.702 .702 .6667 3.6100 .378 .97 .053 .008
.702 .702 .8333 3 .1160 .378 .83 Qpeak < Qallow
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Graph _Page 1.14
Name •••• EQUITY POST _Tag: SO YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Graphical Summary for Maximum Required Storage ----
Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600)
**********************************************************************
* RETURN FREQUENCY: SO yr
* 'C' Adjustment: 1.000
Allowable Outflow: 1.27 cfs
Required Storage: .026 ac-ft
*
* *--------------------------------------------------------------------* * Peak Inflow: 2.3S cfs
* .HYG File: Computed Hyd SO YR
*
*
**********************************************************************
Q I Td = .2833 hrs I
/-------Approx. Duration for Max. Storage ------/
x
Tc= .1667 hrs
I 11.1467 in/hr
Q = 2.98 cfs
Required Storage
;026 ac-ft
x x x x x x x x x x x x x x x x x x
Return Freq: 50 yr
C adj.factor:l.000
Area = .378 acres
Weighted c = .702
Adjusted C = .702
Td= .2833 hrs
I 8.7772 in/hr
Q = 2.35 cfs
x
o o o o o o o o o o o o o o o o Q = 1.27 cfs
0
x
0
x
0
0
0
.2624 hrs
x (Allow.Outflow)
NOT TO SCALE x
============
x
.3598 hrs T
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48 Date: 11-03-1997
Type •••• Mod. Rational Storm Cales
Name •••• EQUITY POST _Tag: SO YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.ppk
MODIFIED RATIONAL METHOD
Summary for Single Storm Frequency
_Page l. lS
Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600)
RETURN FREQUENCY: SO yr 'c • Adjustment = 1.000 Allowable Q = 1.27 cfs
Hydrograph Storm Duration, Td = .2833 hrs
Hydrograph File: Computed Hyd SO YR
Tc = .1667 hrs
............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Wtd.
'c•
.702
.702
Adjusted Duration Intens.
in/hr 'C' hrs
.702
.702
.1667 11.1467
.2SOO 9.3278
Area
acres
.378
.378
Qpeak
cfs
2.98
2.49
VOLUMES
Inf low
ac-ft
.041
.OS2
Storage
ac-ft
.024
.026
************************************************************ Storage Maximum
.702 .702 .2833 8.7772 .378 2.3s I .oss .026
****************************************************************************
.702 .702 .3333 8.0792 .378 2.16 .060 .026
.702 .702 .sooo 6.4S74 .378 1. 73 .071 .022
.702 .702 .6667 S.4369 .378 l.4S .080 .014
.702 .702 .8333 4. 7282 .378 1.26 Qpeak < Qallow
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :OS3 Compute Time: 17:S4:48 Date: 11-03-1997
Appendix A
Index of Starting Page Numbers for ID Names
1.06, 1.07, 1.08, 1.09, 1.10,
1.11, 1.12, 1.13, 1.14, 1.15
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 17:54:48
A-1
Date: 11-03-1997
APPENDIXS
DETENTION POND ROUTING COMPUTATIONS
Job File:_E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
Rain Dir: G:\HAESTAD\PPK6\UTIL\
==========================
JOB TITLE
==========================
EQUITY REALTY SITE DEVELOPMENT
COLLEGE STATION, J.E. SCOTT, A-SO, BRAZOS COUNTY, TEXAS
DRAINAGE & DETENTION DESIGN
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
Table of Contents i
Table of Contents
*********************** POND VOLUMES ***********************
OPTION 1 •••••••• Vol: Planimeter •••••••••••••••••••• 1.01
******************** OUTLET STRUCTURES *********************
12" WIDE RECT ••• Individual Outlet Curves ••••••••••• 2.01
*********************** POND ROUTING ***********************
ROUTE 3 ••••...•• Pond E-V-Q Table ••••••••••••••••.•• 3.01
ROUTE 3 ••••••••• 10 YR
Pond Routing Summary ............... 3.02
ROUTE 3 ••••••••• 100 YR
Pond Routing Summary ............... 3.03
ROUTE 3 ••••••••• 2 YR
Pond Routing Summary ............... 3.04
ROUTE 3 ••••••••• 25 YR
Pond Routing Summary ••••••••••••••• 3.05
ROUTE 3 ••••••••• 5 YR
Pond Routing Summary ••••••••••••••• 3.06
ROUTE 3 ••••••••• 50 YR
Pond Routing Summary 3.07
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
Type •••• Vol: Planimeter
Name •••• OPTION 1
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
Title ••• DETENTION POND IN LOT W/ OUTLET@ SOUTH RADII
Elevation
(ft)
337.65
337.80
338.15
338.30
338.33
POND VOLUME CALCULATIONS
Planimeter scale: 1.00 ft/in
Planimeter
(sq.in)
.000
319.000
3229.000
4481.000
4779.000
Area Al+A2+sqr(Al*A2)
(acres) (acres)
.0000
.0073
.0741
.1029
.1097
.0000
.0073
.1048
.2643
.3188
POND VOLUME EQUATIONS
Volume
(ac-ft)
.000
.000
.012
.013
.003
_Page 1.01
Volume Sum
(ac-ft)
.000
.000
.013
.026
.029
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 + sq.rt.(Areal*Area2))
where: ELl, EL2
Areal,Area2
Volume
= Lower and upper elevations of the increment
= Areas computed for ELl, EL2, respectively
= Incremental volume between ELl and EL2
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
Type .••• Individual Outlet Curves
Name •••• 12" WIDE RECT
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
Title ••• 12" WIDE RECTANGULAR OPENING IN CURB
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 1 (Culvert-Box)
_Page 2.01
Mannings open channel maximum capacity: 3.39 cfs
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
WS Elev,Device Q Tail Water Notes
WS Elev. Q TW Elev Converge
ft cfs ft +/-ft Computation Messages
337.65
337.70
337.75
337.80
337.85
337.90
337.95
338.00
338.05
338.10
338.15
338.20
338.25
338.30
338.33
.oo Free Outfall
Upstream HW & DNstream TW < Inv.El
.03 Free Outfall
CRIT.DEPTH CONTROL Vh= .014ft Der= .029ft
.08 Free Outfall
CRIT.DEPTH CONTROL Vh= .029ft Der= .058ft
.14 Free Outfall
CRIT.DEPTH CONTROL Vh= .043ft Der= .086ft
.22 Free Outfall
CRIT.DEPTH CONTROL Vh= .057ft Der= .114ft
.31 Free Outfall .
CRIT.DEPTH CONTROL Vh= .072ft Der= .143ft
.40 Free Outfall
CRIT.DEPTH CONTROL Vh= .086ft Der= .172ft
.51 Free Outfall
CRIT.DEPTH CONTROL Vh= .lOOft Der= .200ft
.62 Free Outfall
CRIT.DEPTH CONTROL Vh= .114ft Der= .229ft
.74 Free Outfall
CRIT.DEPTH CONTROL Vh= .129ft Der= .257ft
.87 Free Outfall
CRIT.DEPTH CONTROL Vh= .143ft Der= .286ft
1.00 Free Outfall
CRIT.DEPTH CONTROL Vh= .157ft Der= .314ft
1.14 Free Outfall
CRIT.DEPTH CONTROL Vh= .171ft Der= .343ft
1.28 Free Outfall
CRIT.DEPTH CONTROL Vh= .186ft Der= .371ft
1 •. 37 Free Outfall
CRIT.DEPTH CONTROL Vh= .194ft Der= .389ft
S/N: HOMOL0863131 KLING ENGINEERING
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
CRIT.DEPTH
Type •••• Pond E-V-Q Table
Name •••• ROUTE 3
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
LEVEL POOL ROUTING DATA
HYG Dir E:\HAESTAD\PONDPACK\PPK6\EQUITY\
Inflow HYG file
Outflow HYG file
= EQUITY.HYG -FORCED RATIONAL 10 YR
= EQUITY.HYG -FORCE RAT OUT 10 YR
Pond Node Data = P 10
Pond Volume Data = OPTION 1
Pond Outlet Data = 12" WIDE RECT
No Infiltration
INITIAL CONDITIONS
Starting WS Elev
Starting Volume
Starting Outflow =
Starting Infiltr. =
Starting Total Qout=
Time
Elevation
ft
Increment
Outflow
cf s
337.65
.ooo
.00
.00
.oo
.0333
Storage
ac-ft
ft
ac-ft
cf s
cf s
cf s
hrs
Area
acres
Infilt.
cf s
_Page 3.01
Q Total
cfs
2S/t + 0
cfs
------------------------------------------------------------------------------
337.65 .oo .000 .0000 .00 .00 .oo
337.70 .03 .000 .0008 .00 .03 .04
337.75 .OB .000 .0033 .00 .08 .16
337.80 .14 .000 .0073 .oo .14 .41
337.85 .22 .001 .0126 .00 .22 .84
337.90 .31 .002 .0193 .00 .31 1.51
337.95 .40 .003 .0274 .00 .40 2.45
338.00 .51 .004 .0370 .oo .51 3.72
338.05 .62 .007 .0479 .00 • 62 5.37
338.10 .74 .009 .0603 .00 .74 7.45
338.15 .87 .013 .0741 .00 .87 10.02
338.20 1.00 .017 .0832 .oo 1.00 13.00
338.25 1.14 .021 .0928 .00 1.14 16.34
338.30 1.28 .026 .1029 .00 1.28 20.03
338.33 1.37 .029 .1097 .00 1.37 22.44
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
+
Type •••• Pond Routing Sununary
Name •••• ROUTE 3 _Tag: 10 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir
Inflow HYG file
Outflow HYG file
= E:\HAESTAD\PONDPACK\PPK6\EQUITY\
EQUITY.HYG -FORCED RATIONAL 10 YR
EQUITY.HYG -FORCE RAT OUT 10 YR
Pond Node Data
Pond Volume Data
Pond Outlet Data =
No Infiltration
INITIAL CONDITIONS
Starting WS Elev
Starting Volume
Starting Outflow
Starting Infiltr.
p 10
OPTION 1
12" WIDE RECT
= 337.65 ft
= .000 ac-ft
.00 cfs
= .oo cf s
Starting Total Qout= .00 cf s
Time Increment .0333 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
= 2.31 cfs
.99 cfs
338.20 ft
.016 ac-ft
at
at
.1668 hrs
.2667 hrs
=====================================================
MASS BALANCE (ac-ft)
Initial Vol = .000
+ HYG Vol IN = .032
-Infiltration = .000
-HYG Vol OUT = .032
-Retained Vol = .000
----------
_Page 3.02
Unrouted Vol = -.coo ac-ft (. 000% of Inflow Volume)
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
Type •••• Pond Routing Summary
Name •••• ROUTE 3 _Tag: 100 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir
Inflow HYG file
Outflow HYG file
= E:\HAESTAD\PONDPACK\PPK6\EQUITY\
EQUITY.HYG -FORCED RATIONAL 100 YR
EQUITY.HYG -FORCE RAT OUT 100 YR
Pond Node Data = P 10
OPTION 1 Pond Volume Data
Pond Outlet Data = 12" WIDE RECT
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 337.65 ft
Starting Volume = .000 ac-ft
Starting Outflow = .oo cf s
Starting Infiltr. .oo cf s
Starting Total Qout= .oo cf s
Time Increment = .0333 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
=
=
=
3.11 cfs
1. 22 cfs
338.28 ft
.024 ac-ft
at
at
.1668 hrs
.2667 hrs
=====================================================
MASS BALANCE (ac-ft)
+ Initial Vol = .000
+ HYG Vol IN = .043
-Infiltration .000
-HYG Vol OUT .043
-Retained Vol = .000
_Page 3.03
Unrouted Vol -.000 ac-ft (.000% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
Type •••• Pond Routing Summary
Name •••• ROUTE 3 _Tag: 2 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir
Inflow HYG file
Outflow HYG file
E:\HAESTAD\PONDPACK\PPK6\EQUITY\
EQUITY.HYG -FORCED RATIONAL 2 YR
EQUITY.HYG -FORCE RAT OUT 2 YR
Pond Node Data = P 10
Pond Volume Data = OPTION 1
Pond Outlet Data = 12" WIDE RECT
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 337.65 ft
Starting Volume .000 ac-ft
Starting Outflow = .00 cf s
Starting Infiltr. .oo cfs
Starting Total Qout= .oo cf s
Time Increment .0333 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
= 1. 69 cfs
.80 cfs
338.12 ft
.011 ac-ft
at
at
.1668 hrs
.2667 hrs
=====================================================
MASS BALANCE (ac-ft)
+ Initial Vol
+ HYG Vol IN
.ooo
.023
-Infiltration .000
-HYG Vol OUT = .023
-Retained Vol .000
_Page 3.04
Unrouted Vol = -.000 ac-ft (.000% of Inflow Volume)
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
Type •••• Pond Routing Sununary
Name ..•• ROUTE 3 _Tag: 25 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir = E:\HAESTAD\PONDPACK\PPK6\EQUITY\
Inflow HYG file EQUITY.HYG -FORCED RATIONAL 25 YR
Outflow HYG file EQUITY.HYG -FORCE RAT OUT 25 YR
Pond Node Data = p 10
Pond Volume Data = OPTION 1
Pond Outlet Data = 12" WIDE RECT
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 337.65 ft
Starting Volume = .000 ac-ft
Starting Outflow .00 cf s
Starting Infiltr. = .oo cf s
Starting Total Qout= .00 cf s
Time Increment = .0333 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inf low
Peak Outflow
Peak Elevation
Peak Storage =
= 2.63 cfs
1. 08 cfs
338.23 ft
.019 ac-ft
at
at
.1668 hrs
.2667 hrs
=====================================================
MASS BALANCE (ac-ft)
+ Initial Vol = .coo
+ HYG Vol IN = .036
-Inf iltrat ion .000
-HYG Vol OUT .036
-Retained Vol = .coo
----------
_Page 3.05
Unrouted Vol = .coo ac-ft (. 000% of Outflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
+
Type •••• Pond Routing Sununary
Name •••• ROUTE 3 _Tag: 5 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir
Inflow HYG file
Outflow HYG file
= E:\HAESTAD\PONDPACK\PPK6\EQUITY\
EQUITY.HYG -FORCED RATIONAL 5 YR
EQUITY.HYG -FORCE RAT OUT 5 YR
Pond Node Data = P 10
Pond Volume Data = OPTION 1
Pond Outlet Data 12" WIDE RECT
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 337.65 ft
Starting Volume = .000 ac-ft
Starting Outflow .00 cfs
Starting Infiltr. = .00 cf s
Starting Total Qout= .00 cf s
Time Increment = .0333 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inf low
Peak Outflow
Peak Elevation
Peak Storage =
2.06 cfs
.91 cfs
338.17 ft
.014 ac-ft
at
at
.1668 hrs
.2667 hrs
=====================================================
MASS BALANCE (ac-ft)
Initial Vol = .000
+ HYG Vol IN = .028
-Infiltration .000
-HYG Vol OUT .028
-Retained Vol .000
----------
_Page 3.06
Unrouted Vol = -.ooo ac-ft (. 000% of Inflow Volume)
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
+
Type •••• Pond Routing Summary
Name •••• ROUTE 3 _Tag: 50 YR
File •••• E:\HAESTAD\PONDPACK\PPK6\EQUITY\EQUITY.PPK
HYG Dir
Inflow HYG file
Outflow HYG file
Pond Node Data
Pond Volume Data
Pond Outlet Data =
No Infiltration
INITIAL CONDITIONS
Starting WS Elev
Starting Volume
Starting Outflow
Starting Infiltr.
LEVEL POOL ROUTING SUMMARY
E:\HAESTAD\PONDPACK\PPK6\EQUITY\
EQUITY.HYG -FORCED RATIONAL 50 YR
EQUITY.HYG -FORCE RAT OUT 50 YR
p 10
OPTION 1
12" WIDE RECT
= 337.65 ft
= .000 ac-ft
= .oo cfs
= .00 cfs
Starting Total Qout= .oo cfs
Time Increment .0333 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
=
=
=
2.98 cfs
1.18 cfs
338.27 ft
.022 ac-ft
at
at
.1668 hrs
.2667 hrs
=====================================================
MASS BALANCE (ac-ft)
Initial Vol =
+ HYG Vol IN =
.coo
.041
.000
.041
.000
-Infiltration = -HYG Vol OUT =
-Retained Vol =
_Page 3.07
Unrouted Vol .000 ac-ft (.000% of Outflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56 Date: 11-08-1997
Appendix A
Index of Starting Page Numbers for ID Names
-----0
OPTION 1 ••• 1.01
-----R -----
ROUTE 3 ••• 3.01, 3.02, 3.03, 3.04,
3.05, 3.06, 3.07
S/N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 6-24-97 :053 Compute Time: 15:44:56
A-1
Date: 11-08-1997