HomeMy WebLinkAboutDrainage ReportDRAINAGE REPORT
MiTA
Precision Tune
Lot 4, Block "B"
Ashford Square Subdivision
Morgan Rector Survey, A46
College Station, Brazos County, Texas
16- December, 1999
FOB
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LPN 1 ..` xoo
DEVELOPED BY:
W Jun Allega
Allega Holiday Travel
Six Desta Drive, Suite 1000
Midland, Texas 79702
(915) 682 -2817
PREPARED BY:
Kling Engineering & Surveying
4103 Texas Avenue, Suite 212
Bryan, TX 77802
(409) 846 -6212
DRAINAGE REPORT
for
Precision Tune
Lot 4, Block "B"
Ashford Square Subdivision
Morgan Rector Survey, A-46
College Station, Brazos County, Texas
16- December, 1999
GENERAL LOCATION & DESCRIPTION:
The area to be developed consists of a 0.73 acre tract within the Ashford Square
Subdivision (Lot 4, Block `B ") located adjacent to the southeast side of Southwest Parkway
approximately 1000 feet east of the Texas Avenue (SH 6- Business) and Southwest Parkway
intersection (see Appendix 1: "General Location Map "). Private, v- section, concrete alleys
comprise the existing means of vehicle circulation around the tract as well as stormwater
conveyance away from the tract. Currently, the lot is vacant. Existing ground cover consists
of grass only with no trees. This site is not within the 100 year floodplain according to the
Flood Insurance Rate Map for Brazos County, Texas and Incorporated Areas, Community
No. 480083, Panel No. 0144C, effective date: July 2, 1992 (see Appendix 2: "Flood
Insurance Rate Map "). Surrounding developments include a Wendy's restaurant to the west,
a day care center to the east, and a pool hall to the south. Proposed improvements include an
auto service center consisting of a 4200 sf metal building with associated drives, parking, and
landscaping.
DRAINAGE BASIN:
The primary drainage basin for this area is the Bee Creek drainage basin. Stormwater
runoff leaving the site is conveyed to a detention pond designed for the Ashford Square
Duplex and Dartmouth Addition Apartment projects. The tract receives offsite runoff from a
portion of the Wendy's parking lot.
DRAINAGE DESIGN CRITERIA:
Due to the expected increase in runoff; detention will be provided within the parking areas
of the site. An analysis of existing conditions was made to determine design constraints. The
Rational Method was used to determine pre and post - developed runoff rates from the site
areas. Rational `C' factors of 0.25 for grassed areas and 0.90 for impervious areas were used.
The project was analyzed with two drainage areas under pre - development conditions and five
drainage areas under post - developed conditions. Detention pond routing was performed
using the Level Pool Routing Method. This report documents the 2 - 100 year storm events.
DRAINAGE ANALYSIS AND DESIGN:
EXISTING CONDITIONS:
The two drainage areas in the pre - developed or existing conditions analysis consist of the
area within the bounds of the lot, 0.73 acres designated drainage area 1, and approximately
0. 17 acres of offshe contributing area from the Wendy's parking lot (refer to Appendix 3,
"Drainage Area Map "). The following table summarizes these drainage area characteristics.
inage Area
Total Area
(acre)
Avg. C
(pre)
Tc
Mn)
1
Foffsite
0.732
0.46
10
2.11
0.170
0.86
10
Table 1
(refer to Appendix 4, "Hydrologic Calculations for computation)
Total pre - developed runoff rates for the various storm events are summarized in the following
table.
Drainage Area
Q2
(mss)
Q5
(c')
Q10
WS)
Q25
(ds)
Q50
(ms
Q100
(mss)
1
2.11
2.57
2.89
3.30
3.73
3.89
Offsite
0.92
1.12
1.26
1.44
1.63
1.70
Total / Allowed
3.04
3.69
4.14
4.73
3.35
5.59
Table 2
(refer to Appendix 4, Hydrologic Calculations for computation)
PROPOSED CONDITIONS:
Under post - developed or proposed conditions, the site is broken up into five drainage
areas corresponding to post - developed drainage patterns (refer to Appendix 3, "Drainage
Area Map "). The contributing offshe runoff is directed to proposed Pond Area 2 and is
included as Pond Area 2 inflow. The following table summarizes post - developed drainage
area characteristics (refer to Appendix 4 "Hydrologic Calculation" for computations).
Drainage Area
Total Area
Avg. C
Tc
Description
Q50
(ds)
(acre)
(post)
(Min)
1.17
1R
0.192
0.79
10
consists of existing alley and
0.55
0.67
0.76
0.86
gassed area to remain -
1.02
DA -1
1.06
1.29
drains to alley
2R
0.122
0.72
10
consists of proposed parking
1.47
1.65
1.88
2.13
and grassed areas
Offsite
0.92
1.12
1.26
- drains to alley
DA -1
0.187
0.90
10
consists of proposed
6.43
1 7.34
1 8.30
8.66
Wilding, drive and parking
areas - drains to Pond Area 1
DA -2
0.231
0.82
10
consists of proposed drive
parking, and gassed areas -
drains to Pond Area 2
Offsite
0.170
0.86
10
consists of existing drive,
parking and grassed arras on
Wendy's site to remain -
dtains to Pond Area 2
Table 3
Total post - developed runoff rates for the various storm events are summarized in the
following table.
Area
Q2
(ds)
Q5
(ds)
Q10
(ds)
Q25
(ds)
Q50
(ds)
Q100
(ds)
[72R
0.96
1.17
1.31
1.50
1.69
1.77
0.55
0.67
0.76
0.86
0.98
1.02
DA -1
1.06
1.29
1.45
1.66
1.88
1.96
DA -2
1.21
1.47
1.65
1.88
2.13
2.22
Offsite
0.92
1.12
1.26
1.44
1.63
1.70
Total
1 4.71
1 5.72
6.43
1 7.34
1 8.30
8.66
Table 4
(refer to Appendix 4, Hydrologic Calculations for computation)
Attenuation of the expected increase in stormwater runoff will be achieved within the
site access drive and parking areas. Two areas will be designated for detention ponds as
shown in Appendix 3 and labeled Pond Area 1 and Pond Area 2 (refer to Appendix 5,
"Grading Plan" for site elevations). Required attenuation for each storm event was
determined by finding the difference in pre -vs- post development peak runoff rates. The
following table summarizes detention requirements of the storm events analyzed.
Table 5
(See Appendix 4, "Hydrologic Calculations" for computation)
Drainage areas designated 1R and 2R will be released from the site undetained. The peak site
runoff rate, including the released areas, will be at the pre - developed peak runoff rate. To
determine allowable release rate from the detention ponds, the undetained site runoff was
subtracted from the pre - developed peak runoff rate as follows:
Qpn = Q1R + Q2R + QP.*1 &2
QPond61 &2 = QPn - Q1R - Q2R
Results for allowable pond outflow calculations are tabulated below.
AREA
STORM BETURN
CONDITION
Q2
Q5
Q10
Q25
Q50
Q100
3.04
(ds)
WS)
WS)
WS)
WS)
WS)
PRE
3.04
3.69
4.14
4.73
5.35
5.59
POST
4.71
5.72
6.43
7.34
8.30
8.66
REQUMM
1.67
2.03
2.28
2.61
2.95
3.08
ATTENUATION
Table 5
(See Appendix 4, "Hydrologic Calculations" for computation)
Drainage areas designated 1R and 2R will be released from the site undetained. The peak site
runoff rate, including the released areas, will be at the pre - developed peak runoff rate. To
determine allowable release rate from the detention ponds, the undetained site runoff was
subtracted from the pre - developed peak runoff rate as follows:
Qpn = Q1R + Q2R + QP.*1 &2
QPond61 &2 = QPn - Q1R - Q2R
Results for allowable pond outflow calculations are tabulated below.
AREA
STORM RETURN
Q2
(mss)
Q5
WS)
Q10
WS)
Q25
(ds)
Q50
(mss)
Q100
(ds)
PRE
3.04
3.69
4.14
4.73
5.35
5.59
1R
0.96
1.17
1.31
1.50
1.69
1.77
2R
0.55
0.67
0.76
0.86
0.98
1.02
ALLOWABLE POND
OUTFLOW
1.52
1.85
2.08
2.37
2.68
2.80
Table 6
The design grades for the detention pond areas are based on obtaining a maximum depth of
0.83' as allowed by City Drainage Policy and Design Standards for impoundment of water in
parking areas. Outlet structures for the two pond areas consist of a 1' wide rectangular curb
opening for Pond Area 1 and a 0.5' wide rectangular opening for Pond Area 2. Both are
modeled as weirs. Pond Area 2 includes a 3' wide (inside dimension) concrete flume located
adjacent to the access drive. Water is metered out to the existing v- section alley via the above
mentioned 0.5' rectangular opening (refer to Appendix 5, "Grading Plan" for graphical
representation). The following table summarizes pond routing results for the various design
storm events.
Table 7
(Refer to Appendix 4, "Hydrologic Calculations" for computation)
Peak pond depths are kept below the maximum 0.83' as allowed by City policy. Maximum
depths occur at the 100 year event and are 0.64' and 0.67 for Pond Areas 1 and 2
respectively. There will be the inconvenience of parking lot and driveway ponding depths at
0.45' +, or 5.4 " +, for the 2 year and above storm returns. Total peak runoff leaving the site
under post - developed conditions are tabulated in the following table.
AREA
STORM RETURN
CHARACTERISTIC
2 YR
5 YR
10 YR
25 YR
50 YR
100 YR
Pond Area 1- Peak Inflow
1.07
1.30
1.46
1.67
1.89
1.97
(Cfs)
0.67
0.76
0.86
1 0.98
1.02
Pond Area 1
Pond Area 1- Peak Outflow
0.84
0.98
1.10
1.21
1.31
1.35
(Cfs)
0.72
0.75
0.80
0.84
0.86
Total Site Runoff
Pond Area 1- Peak Depth
0.45
0.51
0.54
0.59
0.63
0.64
(ft)
3.69
4.14
4.73
5.35
5.59
Pond Area 2 - Peak Inflow
2.15
2.61
2.93
3.35
3.79
3.95
(cfs)
Pond Area 2 - Peak Outflow
0.64
0.72
0.75
0.80
0.84
0.86
(cfs)
Pond Area 2 - Peak Depth
0.42
0.50
0.54
0.59
0.64
(ft)
Total Outflow from Ponds
1.48
1.70
1.85
2.01
2.15
J2.90
Allowable Pond Outflow
1.52
1.85
2.08
2.37
2.68
Attenuation Achieved:
✓
✓
✓
Table 7
(Refer to Appendix 4, "Hydrologic Calculations" for computation)
Peak pond depths are kept below the maximum 0.83' as allowed by City policy. Maximum
depths occur at the 100 year event and are 0.64' and 0.67 for Pond Areas 1 and 2
respectively. There will be the inconvenience of parking lot and driveway ponding depths at
0.45' +, or 5.4 " +, for the 2 year and above storm returns. Total peak runoff leaving the site
under post - developed conditions are tabulated in the following table.
AREA
STORM RETURN
Q2
(cfs)
5 YR
(cfs)
10 YR
(cfs)
25 YR
(Cfs)
50 YR
(cfs)
100 YR
(cfs)
1R
0.96
1.17
1.31
1.50
1.69
1.77
2R
0.55
0.67
0.76
0.86
1 0.98
1.02
Pond Area 1
0.84
0.98
1.10
1.21
1.31
1.35
Pond Area 2
0.64
0.72
0.75
0.80
0.84
0.86
Total Site Runoff
2.99
3.54
3.92
4.37
4.82
5.00
Pre - Develo
3.04
3.69
4.14
4.73
5.35
5.59
Table 8
Total post - developed runoff rates leaving the site are kept at or below pre - developed
conditions.
CONCLUSIONS:
Storm water runoff from the site will be released at or below pre- developed/existing
conditions runoff rates. Detention of excess stormwater will be accomplished within the
parking and driveway areas of the site. No adverse effects are expected to upstream or
downstream properties or structures.
"I hereby certify that this report for the drainage design of Precision Tune, Lot 4,
Block `B' of Ashford Square Subdivision was prepared under my supervision in accordance
with the provisions of the City of College Station Drainage Policy and Design Standards for
the owners thereof."
tot �g
APPENDICES
1) General Location Map - City of College Station 2' Contour Map
2) Flood Insurance Rate Map - F.E.M.A.
3) Drainage Area Maps
4) Hydrologic Calculations
5) Grading Plan
E:%Proj9ctMPrecWw Tunelddp.wpd
r
9
APPENDIX 1
GENERAL LOCATION MAP
9
SCALE: 1 " =200' I
x .4 I/ ✓ \, < 1 �. x 27 �\ 2 3 '
x 279.4
287.2 x
1 / x
PROJECT LOCATION
1
C 1 \
\J
z>o \�
-- \ � x27°• _ � l / � � J / 1 � `.�
Via
�\ 278
w
ooe
C 76.
75
X 279. /
1 V / — �I
KUNG EMM EMM & SURVETG
BRYAN. TEXAS
APPENDIX 2
FLOOD INSURANCE RATE MAP - F.E.M.A.
ZONE X
APPROXIMATE SCALE
500 0 500FEET
For
6.0 c
For
NATIONAL FLOOD INSURANCE PROGRAM
City of College Station
480083
i
FIRM
FLOOD INSURANCE RATE MAP
IIIIIIIIIIIII�I
INCORPORATED Y AREAS
PANEL 144 OF 250
i (SEE MAP INDEX FOR PANELS NOT PRINTED)
CONTAINS:
COMMUNITY NUMBER PANEL SUFFIX
BRYAN. CITY OF 480082 0144 C
COLLEGE STATION. CTFY OF 480083 0144 C
Notice to User: The MAP NUMBER shown below should he used
when placing map orders; the COMMUNITY NUMBER shown
above should be used on insurance application for the subject
community.
MAP NUMBER
48041CO144 C
EFFECTIVE DATE:
JULY 2, 1992
Federal Emergency Management Agency
APPENDIX 3
DRAINAGE AREA MAPS
O Cr VALUE LEGEND
0. 25-
0.35-
0.
0.60-
0
0.35
1 0.50
1
1 0:60
1 0.70
��
1
I
t
r
�,
I
��
O Cr VALUE LEGEND
0. 25-
0.35-
0.
0.60-
0
0.35
1 0.50
1
1 0:60
1 0.70
a
1�
X
billivi 4)
Of
I
DRAT AREA
-0.90
------ 4b�
KAIMPUL ARCH
-DA-2-
C ove-0.82
77
DRAINAGE AREA
VALUE LEGEND
025— 0.35— 0.50—
0:35 0.50 0.60
T%n A MT A r-410 A 10 10 A 'LAT A ID
�� �w w��wwfAr TA
APPENDIX 4
HYDROLOGIC CALCULATIONS
December 09, 1999
INTENSITY CALCULATIONS
BRAZOS COUNTY
CONSTANTS FOR IDF CURVES
FREQ
e
b
d
2
0.805
65
8.0
5
0.785
76
8.5
10
0.763
80
8.5
25
0.754
89
8.5
50
0.745
98
8.5
100
0.730
96
8.0
INTENSITY -b/ c +d "e
Tc min
FRED
2
5
10
25
50
100
PRE
-
1
10.00
6.33
7.69
8.63
9.86
11.15
11.64
:) FFSITE
10.00
6.33
7.69
8.63
9.86
11.15
11.64
POST
-
1 R
10.00
6.33
7.69
8.63
9.86
11.15
11.64
211
10.00
6.33
7.69
8.63
9.86
11.15
11.64
DA -1
10.00
6.33
7.69
8.63
9.86
11.15
11.64
DA -2
10.00
6.33
7.69
8.63
9.86
11.15
11.64
D FFSITE
10.00
6.33
7.69
8.63
9.86
11.15
11.64
HYDROLOGIC CALCULATIONS
December 09, 1999
RUN -OFF COEFFICIENT (C VALUE) CALCULATIONS
C VALUES
GRASS 0.25
IMPERV 0.90
DA
AREA
CMvE
AREA
IMPERV
05
TOTAL
PRE
EGRASS
-
PRE
-
-
1
3.036
0.2325
4.144
0.7322
0.4564
OFFSITE
0.0111
0.1589
0.46
0.1700
0.8576
2.571
2.885
3.295
3.725
3.890
OFFSITE
POST
-
-
0.922
-
-
1 R
0.0319
0.1600
0.1919
0.7919
211
0.0344
0.0877
0.1221
0.7169
DA -1
0.0000
0.1869
-
0.1869
0.9000
DA -2
0.0268
0.2045
8.297
0.2313
0.8247
OFFSITE
0.0111
0.1589
0.961
0.1700
0.8576
1.499
1.694
1.769
2R
10.00
0.72
where: C = (0.25' GRASS + 0.90 • IMPYTOTAL
PEAK FLOW CALCULATIONS
DA
TC
C VALUE
AREA
02
05
010
Q25
Q50
Q100
PRE
-
-
-
3.036
3.692
4.144
4.733
5.350
5.586
1
10.00
0.46
0.732
2.114
2.571
2.885
3.295
3.725
3.890
OFFSITE
10.00
0.86
0.170
0.922
1.121
1.259
1.438
1.625
1.697
POST
-
-
-
4.708
5.725
6.426
7.339
8.297
8.662
1 R
10.00
0.79
0.192
0.961
1.169
1.312
1.499
1.694
1.769
2R
10.00
0.72
0.122
0.554
0.673
0.756
0.863
0.976
1.019
DA -1
10.00
0.90
0.187
1.064
1.294
1.452
1.659
1.875
1.958
DA -2 1
10.00 1
0.82
0.231
1.207
1.467
1.647 1
1.881
1 2.126
2.220
OFFSITE
10.00
0.86
0.170
0.922
1.121
1.259
1.438
1.625
1.697
where: Q = C -Value • Area' I
I - is found in "Intensity Calculations" and corresponds to the
appropriate Tc and frequency.
DETENTION REQUIREMENT CALCULATIONS
where: REQ. = POST - PRE
HYDROLOGIC CALCULATIONS
Q2
05
Q10
Q25
Q50
Q100
PRE
3.04
3.69
4.14
4.73
5.35
5.59
POST
4.71
5.73
6.43
7.34
8.30
8.66
REQ.
1.67
2.03
2.28
2.61
2.95
3.08
where: REQ. = POST - PRE
HYDROLOGIC CALCULATIONS
December 09, 1999
ALLOWABLE OUTFLOW CALCULATIONS
where: ALLOW. = PRE -0 R +2R)
FINAL SITE RUNOFF TABULATION
02
Q5
010
02
Q50
0100
PRE
-
1 R
0.96
1.17
1.31
1.50
1.69
1.77
2R
0.55
0.67
0.76
0.86
0.98
1.02
ALLOW
1.52
1.85
2.08
2.37
2.68
2.80
where: ALLOW. = PRE -0 R +2R)
FINAL SITE RUNOFF TABULATION
HYDROLOGIC CALCULATIONS
11
11
11
1/
11
11
HYDROLOGIC CALCULATIONS
Job file: E: \HAESTAD \PONDPACK\PPK6 \PRECIS- 1 \PTUNE8.PPK
Rain Dir: J: \KAESTAD \PPK6\UTIL\
JOB TITLE
Precision Tune
Ashford Square Subdivision
Lot 4, Block *B'
S /N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 11:47:45 Date: 12 -09 -1999
Table of Contents
Table of Contents
H
knr *ww*w* et,t * *+e* **r **nrww POND VOLUMES * *w,r * * *w *,r,r *w *w* r,r* * * **
POND AREA 1..... Vol: Elev-Area ..................... 1.01
* * * * * * * * * * * * * * * * * * ** OUTLET STRUCTURES * * * * * * ** * * *** ** * * * ***
PONDAREA 1..... Outlet Input Data .................. 2.01
Composite Rating Curve ............. 2.03
* * * * * * * * * * * * * * * * * * * * *** POND ROUTING * * * * * * * * * * * * * ** * * * * * * **
POND AREA 1..... Pond E -V -C Table ................... 3.01
POND AREA 1..... 10 YR
Pond Routing Summary ............... 3.02
POND AREA 1..... 100 YR
Pond Routing Summary ............... 3.03
POND AREA 1..... 2 YR
Pond Routing Sumiary ............... 3.04
POND AREA 1..... 25 YR
Pond Routing Summary ............... 3.05
POND AREA 1..... 5 YR
Pond Routing Summary ............... 3.06
POND AREA 1..... 50 YR
Pond Routing Summary ............... 3.07
S /N: HOMOLOS63131 KLING ENGINEERING
Pond Pack Ver: 8-01 -98 (61) Compute Tim: 11:47:45 Date: 12-09 -1999
Type.... Vol: Etev -Area Pape 1.01
Name.... POND AREA 1
File.... E: \HAESTAD \PONDPACK\PPK6 \PRECIS- 1 \PTUNE8.PPK
Title... POND AREA 1
Elevation
Planimeter
Area
Al +A2 +sgr(A1 *A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in)
( sq.ft)
(sq.ft)
(cu.ft)
( cu.ft)
281.44
- - - --
0
0
0
0
281.50
- - - --
3
3
0
0
281.75
- - - --
155
180
15
15
282.00
- - - --
1189
1773
148
163
282.25
- - - --
1668
4265
355
518
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2 -EL1) * (Areal + Area2 + sq.rt.(Areal *Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume Incremental volume between ELI and EL2
S /N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 11:47:45 Date: 12 -09 -1999
Type.... Outtet Input Data Page 2.01
Name.... POND AREA 1
File.... E: \HAESTAD \POMDPACK \PPK6 \PRECIS- 1 \PTUNE8.PPK
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 281.44 ft
Increment = .20 ft
Max. Elev.= 282.25 ft
.««••:•• ww, r•, t• w*•• ww ,r *rt.•w• «.wr,rw«rs * «.• ««
OUTLET CONNECTIVITY
�, rww,►, r, rrr�, �rnrittwwwr rrr�sirww «ww,rf,�,rr�,�srw *,►,rwrrr
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------- - - - - -- - - -- - - - - - -- --- - - - - -- --- - - - - --
Weir- Rectangular 1 ---> TW 281.440 282.250
TW SETUP, DS Channel
S /N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 11:47:45 Date: 12 -09 -1999
Type.... Outlet Input Data
Name.... POND AREA 1
File.... E: \HAESTAD \POMDPACK \PPK6 \PRECIS- 1 \PTUNE8.PPK
OUTLET STRUCTURE INPUT DATA
Structure 10 = 1
Structure Type = Weir-Rectangular
------------------------------------
8 of Openings a 1
Crest Elev. z 281.44 ft
Weir Length a 1.00 ft
Weir Coeff. = 3.000000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximus Iterations=
30
Min. TW tolerance =
.01
ft
Max. TW tolerance =
.01
ft
Min. HW tolerance =
.01
ft
Max. HW tolerance =
.01
ft
Min. 0 tolerance =
.10
cfs
Max. 0 tolerance =
.10
cfs
Pape 2.02
S /N: H014OLOS63131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Tick: 11:47:45 Date: 12 -09 -1999
Type.... Composite Rating Curve
Name.... POND AREA 1
File.... E: \HAESTAD \PONDPACK \PPK6 \PRECIS- 1 \PTUNE8.PPK
* * *** COMPOSITE OUTFLOW SUMMARY ** **
WS Elev, Total C
----------------
Elev. Q
ft cfs
- - - - - -- - - - - - --
281.44 .00
281.64 .26
281.84 .70
282.04 1.23
282.24 1.80
282.25 1.83
Notes
-- - - - --- Converge -----------------------
TW Elev Error
ft + / -ft Contributing Structures
-- - - - - -- - - - -- ------------------ - - - - --
Free Outfall 1
Free Outfall 1
Free Outfall 1
Free Outfall 1
Free Outfall 1
Free Outfall 1
Page 2.03
S /N: HOMOL0S63131 KLING ENGINEERING
Pond Pack Ver: 8-01 -98 (61) Compute Time: 11:47:45 Date: 12 -09 -1999
Type.... Pond E -V -G Table
Name.... POND AREA 1
File.... E: \HAESTAD \PONDPACK\PPK6 \PRECIS- 1 \PTUNE8.PPK
LEVEL POOL ROUTING DATA
HYG Dir = E: \HAESTAD \PONDPACK \PPK6 \PRECIS -1\
Inflow HYG file = PT.HYG - PND1 10 YR
Outflow HYG file w PT.HYG - PNO 1 OUT 10 YR
Pond Node Data = POND AREA 1
Pond Volume Data = POND AREA 1
Pond Outlet Data = POND AREA 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev a 281.44 ft
Pape 3.01
Starting Volume =
0 cu.ft
Starting Outflow =
.00 cfs
Starting Infittr. _
.00 cfs
Starting Total Gout=
.00 cfs
Time Increment =
.0200 hrs
Elevation Outflow
Storage
Area
Infilt.
G Total
2S /t + 0
ft cfs
cu.ft
sq.ft
cfs
cfs
cfs
-----------------------------------------------------------------------------
281.44 .00
0
0
.00
.00
.00
281.64 .26
4
60
.00
.26
.36
281.84 .70
40
415
.00
.70
1.80
282.04 1.23
212
1260
.00
1.23
7.11
282.24 1.80
502
1647
.00
1.80
15.74
282.25 1.83
518
1668
.00
1.83
16.23
S /N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8 -01-98 (61) Compute Time: 11:47:45 Date: 12-09 -1999
Type.... Pond Routing Summary Page 3.02
Name.... POND AREA 1 Tag: 10 YR
File.... E: \HAESTAD \PONDPACK \PPK6 \PRECIS- 1 \PTUNE8.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir = E: \HAESTAD \PONDPACK \PPK6 \PRECIS -1\
Inflow HYG file - PT.HYG - PND1 10 YR
Outflow HYG file = PT.HYG - PND 1 OUT 10 YR
Pond Node Data = POND AREA 1
Pond Volume Data = POND AREA 1
Pond Outlet Data = POND AREA 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 281.44 ft
Starting Volume a 0 cu.ft
Starting Outflow z .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Oout= .00 cfs
Time Increment = .0200 hrs
INFLOW /OUTFLOW HYDROGRAPH SUMMARY
zsssazxssszass sass: sss szzzxsaax =szsz = =sxzz = = = =a =azx ==
Peak Inflow a 1.46 cfs at .1668 hrs
Peak Outflow z 1.08 cfs at .2068 hrs
-----------------------------------------------------
Peak Elevation z 281.98 ft
Peak Store" = 144 cu.ft
s== zzzza= zzsaasazxaazzsaz = ====zzzzazzzz == =s=ass =z===z
MASS BALANCE (cu.ft)
--------------------------
+ Initial Vol - 0
• HYG Vol IN = 880
- Infiltration = 0
- NYG Vol OUT = 880
- Retained Vol = 0
Unrouted Vol =- cu.ft (.000% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S /N: H014OLOS63131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 11:47:45 Date: 12 -09 -1999
Type.... Pond Routing Summary Pape 3.03
Name.... POND AREA 1 Tag: 100 YR
File.... E: \HAESTAD \POMDPACK\PPK6 \PRECIS- 1 \PTUNE8.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir = E: \HAESTAD \PONDPACK \PPK6 \PRECIS -1\
Inflow HYG file = PT.HYG - PMD1 100 YR
Outflow HYG file = PT.HYG - PND 1 OUT 100 YR
Pond Node Data = POND AREA 1
Pond Volume Data = POND AREA 1
Pond Outlet Data = POND AREA 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 281.44 ft
Starting Volume = 0 cu.ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Gout= .00 cfs
Time Increment = .0200 hrs
INFLOW /OUTFLOW HYDROGRAPH SUMMARY
xaxxxxa== rxxa==== xmx =a= = =xxa = =x =xxxxxxx = == = =a =xxxxx
Peak Inflow = 1.97 cfs at .1668 hrs
Peak Outflow = 1.35 cfs at .2268 hrs
-----------------------------------------------------
Peak Elevation 282.08 ft
Peak Storage = 269 cu.ft
xxzzxzz zz cz= azzz zz= x== zzzz=z= =x=xxzzx=x == = = = ==zzzz ===
MASS BALANCE ( cu.ft)
+ Initial Vol =
0
+ HYG Vol IN =
1186
- Infiltration =
0
- HYG Vol OUT =
1186
- Retained Vol =
0
Unrouted Vol = 0 cu.ft (.000% of Outflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S /N: H014OLDS63131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 11:47:45 Date: 12-09 -1999
Type.... Pond Routing Summary Page 3.04
Name.... POND AREA 1 Tag: 2 YR
File.... E: \HAESTAD \PONDPACK \PPK6 \PRECIS- 1 \PTUNE8.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir = E: \HAESTAD \PONDPACK \PPK6 \PRECIS -1\
Inflow HYG file a PT.HYG - PND1 2 YR
Outflow HYG file = PT.HYG - PND 1 OUT 2 YR
Pond Node Data a POND AREA 1
Pond Volume Data = POND AREA 1
Pond Outlet Data = POND AREA 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev a 281.44 ft
Starting Volume a
0 cu.ft
Starting Outflow =
.00 cfs
Starting Infiltr. a
.00 cfs
Starting Total Gout=
.00 cfs
Time Increment a
.0200 hrs
INFLOW /OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow a 1.07 cfs at .1668 hrs
Peak Outflow a .84 cfs at .2068 hrs
-----------------------------------------------------
Peak Elevation a 281.89 ft
Peak Storage = 68 cu.ft
s :ss :zsas asss azsaass sx assassa :szaasxaaxzxazaaxaxsxsxa
MASS BALANCE ( cu.ft)
--------------------------
+ Initial Vol a 0
• HYG Vol IN a 645
- Infiltration a 0
- HYG Vol OUT a 645
- Retained Vol = 0
Unrouted Vol a- cu.ft (.000% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S /N: H014OL0S63131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 11:47:45 Date: 12 -09 -1999
Type.... Pond Routing Suaaury Pape 3.05
Name.... POND AREA 1 Tag: 25 YR
File.... E: \HAESTAD \PONDPACK\PPK6 \PRECIS- 1 \PTUNEB.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir = E: \HAESTAD \PONDPACK \PPK6 \PRECIS -1\
Inflow HYG file = PT.HYG - PND1 25 YR
Outflow HYG file - PT.HYG - PND 1 OUT 25 YR
Pond Node Data a POND AREA 1
Pond Volume Data = POND AREA 1
Pond Outlet Data a POND AREA 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 281.44 ft
Starting Volume z 0 cu.ft
Starting Outflow a .00 cfs
Starting Infiltr. a .00 cfs
Starting Total Gout= .00 cfs
Time Increment z .0200 hrs
INFLOW /OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow z 1.67 cfs at .1668 hrs
Peak Outflow a 1.21 cfs at .2068 hrs
-----------------------------------------------------
Peak Elevation 282.03 ft
Peak Storage = 203 cu.ft
zzxsz saz sxsxaaaasssssxxxxxxzxsxxsxxxxxxsxssssxxxsxxxs
MASS BALANCE ( cu.ft)
+ Initial Vol = 0
+ HYG Vol IN = 1005
- Infiltration - 0
- HYG Vol OUT = 1005
- Retained Vol z 0
Unrouted Vol =- cu.ft (.000% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S /N: NOMOL0S63131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 11:47:45 Date: 12 -09 -1999
Type.... Pond Routing Summary Page 3.06
Name.... POND AREA 1 Tag: 5 YR
File.... E: \HAESTAD \POMDPACK \PPK6 \PRECIS- 1 \PTUNES.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir = E: \HAESTAD \PONDPACK \PPK6 \PRECIS -1\
Inflow HYG file = PT.HYG - PND1 5 YR
Outflow HYG file = PT.HYG - PND 1 OUT 5 YR
Pond Node Data = POND AREA 1
Pond Volume Data = POND AREA 1
Pond Outlet Data = POND AREA 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 281.44 ft
Starting Volume z
0 cu.ft
Starting Outflow =
.00 cfs
Starting Infiltr. _
.00 cfs
Starting Total Gout=
.00 cfs
Time Increment z
.0200 hrs
INFLOW /OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow 1.30 cfs at .1668 hrs
Peak Outflow = .98 cfs at .2068 hrs
-----------------------------------------------------
Peak Elevation 281.95 ft
Peak Storage = 107 cu.ft
MASS BALANCE ( cu.ft)
--------------------------
+ Initial Vol = 0
• NYG Vol IN = 784
- Infiltration = 0
- HYG Vol OUT = 784
- Retained Vol - 0
Unrouted Vol =- cu.ft (.000% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
SIN: HOMOLOO63131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 11:47:45 Date: 12 -09 -1999
Type.... Pond Routing Summary Page 3.07
Nance.... POND AREA 1 Tag: 50 YR
File.... E:\HAESTAD \PONDPACK\PPK6 \PRECIS- 1 \PTUNE8.PPK
LEVEL POOL ROUTING SUMMARY
HYG Dir = E: \HAESTAD \PONDPACK \PPK6 \PRECIS -1\
Inflow HYG file z PT.HYG - PND1 50 YR
Outflow HYG file z PT.HYG - PND 1 OUT 50 YR
Pond Node Data z POND AREA 1
Pond Votuime Data = POND AREA 1
Pond Outlet Data = POND AREA 1
No Infiltration
INITIAL CONDITIONS
Starting WS Elev - 281.44 ft
Starting Volume z 0 cu.ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Oout= .00 cfs
Time Increment z .0200 hrs
INFLOW /OUTFLOW HYDROGRAPH SUMMARY
sssssssssssassssssss: sssssss :s :ssasssazssssxx :ssasaa=
Peak Inflow = 1.89 cfs at .1668 hrs
Peak outflow a 1.31 cfs at .2068 hrs
-----------------------------------------------------
Peak Elevation 282.07 ft
Peak Storage = 250 cu.ft
MASS BALANCE ( cu.ft)
--------------------------
+ Initial Vol = 0
• HYG Vol IN = 1136
- Infiltration = 0
- HYG Vol OUT z 1136
- Retained Vol = 0
Unrouted Vol =- cu.ft (.000% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/M: NOMOLOS63131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) CoRmte Time: 11:47:45 Date: 12 -09 -1999
Job File: E: \HAESTAD \PONDPACK \PPK6 \PRECIS- 1 \PTUNE8.ppk
Rain Dir: J: \HAESTAD \PPK6 \UTIL\
as :aaasasaazazssaaasaaaasa
JOB TITLE
Precision Tune
Ashford Square Subdivision
.ot 4, Block IBI
S /N: HOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 12:36:07 Date: 12 -09 -1999
Table of Contents
Table of Contents
a
**** * * * * * * * * * * *****ww ** POND VOLUMES * * *** * * *** * * * ****** * * **
PONDAREA 2..... Vol: Elev -Area ..................... 1.01
* * * * * * * * * * * * * * * ***** OUTLET STRUCTURES * *** * * *** * * * * * * * * * * **
PONDAREA 2..... Outlet Input Data .................. 2.01
Composite Rating Curve ............. 2.03
* * * * * * * * ** * * * * * * *** **** POND ROUTING * *** * * * * * * * * * * ** *******
POND AREA 2..... Pond E-V -G Table ................... 3.01
POND AREA 2..... 10 YR
Pond Routing Summary ............... 3.02
POND AREA 2..... 100 YR
Pond Routing Summary ............... 3.03
POND AREA 2..... 2 YR
Pond Routing Summary ............... 3.04
POND AREA 2..... 25 YR
Pond Routing Summary ............... 3.05
POND AREA 2..... 5 YR
Pond Routing Summary ............... 3.06
POND AREA 2..... 50 YR
Pond Routing Summary ............... 3.07
S /N: HOMOLOS63131 KLING ENGINEERING
Pond Pack Ver: 8 -01-98 (61) Compute Time: 12:36:07 Date: 12- 09-1999
Type.... Vol: ELev -Area Pape 1.01
Name.... POND AREA 2
File.... E: \HAESTAD \PONDPACK \PPK6 \PRECIS- 1 \PTUNE8.ppk
Title... POND AREA 2
Elevation
Planimeter
Area
Al +A2 +sgr(A1 *A2)
Volume
Volume Sum
(ft)
(sq.in)
(sq.ft)
( sq.ft)
(cu.ft)
( cu.ft)
------------------------------------------------------------------------
280.71
- - - --
0
0
0
0
281.00
- -- --
174
174
17
17
281.25
- - - --
2281
3085
257
274
281.50
- - - --
3784
9003
750
1024
281.75
- - ---
4370
12220
1018
2043
281.83
- - - --
4666
13552
361
2404
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELI) * (Areal + Area2 + sq.rt.(Areal *Areal))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2
S /N: HONOL0863131 KLING ENGINEERING
Pond Pack Ver: 8 -01-98 (61) Compute Time: 12:36:07 Date: 12 -09 -1999
Type.... outlet Input Data Pape 2.01
Name.... POND AREA 2
File.... E: \HAESTAD \POMDPACK \PPK6 \PRECIS- 1 \PTUNES.ppk
REQUESTED POND US ELEVATIONS:
Min. Elev.- 280.71 ft
Increment = .20 ft
Max. Elev.= 281.83 ft
w, rwi* iwwnrw, r, �► w, r, irw* w:, rww ,Rww*wriwww *w,►�i *
OUTLET CONNECTIVITY
•wff+►wwwwwr,r,rrfwwwfw,rwr + rtwww * wwrwrriww,rw # r «rt
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
--- -------- -- -- -- - --- ------- -- --- ---- --- ------
Weir Rectangular 1 - - -> TY 280.710 281.830
TY SETUP, DS Channel
S /N: HONOL0863131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 12:36:07 Date: 12 -09 -1999
Type.... Outlet Input Data
Name.... POND AREA 2
File.... E: \HAESTAD \PONDPACK \PPK6 \PRECIS- 1 \PTUNEB.ppk
OUTLET STRUCTURE INPUT DATA
Structure ID = 1
Structure Type = Weir-Rectangular
# of Openings 1
Crest Elev. z 280.71 ft
Weir length a .50 ft
Weir Coeff. = 3.000000
Weir TW effects (Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. 0 tolerance = .10 cfs
Max. 0 tolerance = .10 cfs
Page 2.02
S /N: HOMOLDS63131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 12:36:07 Date: 12 -09 -1999
Type.... Composite Rating Curve
Name.... POND AREA 2
File.... E:XHAESTAD \PONDPACK \PPK6 \PRECIS- 1 \PTUNES.ppk
** * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev, Total C
----------------
Elev. G
ft cfs
- - - - - -- - - - - - --
280.71 .00
280.91 .12
281.11 .32
281.31 .53
281.51 .73
281.71 .90
281.83 .98
Notes
-- - ----- Converge -----------------------
TW Elev Error
ft + /-ft Contributing Structures
-- - - - - -- - - - -- ------------------ - - - - --
Free Outfall 1
Free Outfall 1
Free Outfall 1
Free Outfall 1
Free Outfall 1
Free Outfall 1
Free Outfall 1
Page 2.03
S /N: NONOL0S63131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 12:36:07 Date: 12 -09 -1999
Type.... Pond E -V-G Table
Nance.... POND AREA 2
file.... E: \HAESTAD \PONDPACK\PPK6 \PRECIS- 1 \PTUNE8.ppk
LEVEL POOL ROUTING DATA
HYG Dir = E: \HAESTAD \PONDPACK \PPK6 \PRECIS -1\
Inflow HYG file = PT.HYG - PND 2 IN 10 YR
Outflow HYG file = PT.HYG - POND 2 OUT 10 YR
Pond Node Data = POND AREA 2
Pond Volume Data = POND AREA 2
Pond Outlet Data = POND AREA 2
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 280.71 ft
Page 3.01
Starting Volume =
0 cu.ft
Starting Outflow =
.00 cfs
Starting Infiltr. _
.00 cfs
Starting Total Gout=
.00 cfs
Time Increment =
.0200 hrs
Elevation Outflow
Storage
Area
Infilt.
G Total
2S /t + 0
ft cfs
cu.ft
sq.ft
cfs
cfs
cfs
------------------------------------------------------------------------------
280.71 .00
0
0
.00
.00
.00
280.91 .12
6
83
.00
.12
.28
281.11 .32
67
807
.00
.32
2.17
281.31 .53
420
2607
.00
.53
12.21
281.51 .73
1062
3807
.00
.73
30.23
281.71 .90
1870
4273
.00
.90
52.83
281.83 .98
2404
4666
.00
.98
67.75
S /N: H014OLOS63131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 12:36:07 Date: 12 -09 -1999
Type.... Pond Routing Summary Pape 3.02
Name.... POND AREA 2 Tag: 10 YR
File.... E: \HAESTAD \PONDPACK \PPK6 \PRECIS- 1 \PTUNES.ppk
LEVEL POOL ROUTING SIINRARY
HYG Dir = E: \HAESTAD \PONDPACK \PPK6 \PRECIS -1\
Inflow HYG file = PT.HYG - PND 2 IN 10 YR
Outflow HYG file a PT.HYG - POND 2 OUT 10 YR
Pond Node Data a POND AREA 2
Pond Volume Data a POND AREA 2
Pond Outlet Data = POND AREA 2
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 280.71 ft
Starting Volume a 0 cu.ft
Starting Outflow a .00 cfs
Starting InfiLtr. a .00 cfs
Starting Total Gout= .00 cfs
Time Increment z .0200 hrs
INFLOW /OUTFLOW HYDROGRAPH SUMMARY
axxaxxss sxs msxxs a=s saxsxxxs sssxxs =smxxxxxx= = = =mxx =x ==
Peak Inflow a 2.93 cfs at .1668 hrs
Peak Outflow a .75 cfs at .2868 hrs
-----------------------------------------------------
Peak Elevation 281.54 ft
Peak Storage = 1169 cu.ft
ss asxxxxsxsxxxxxx= sxaasxxxxxxssxxxxxssxsxxxxxxs =sxsss
NASS BALANCE ( cu.ft)
--------------------------
+ Initial Vol = 0
+ HYG Vol IN = 1762
- Infiltration a 0
- HYG Vol OUT = 1762
- Retained Vol = 0
Unrouted Vol cu.ft (.002% of Inflow Volume)
WARNING: Inflow hydrograph truncated on Left side.
S /N: HOMOLOB63131 KLING ENGINEERING
Pond Pack Ver: 8 -01-98 (61) Compute Time: 12:36:07 Date: 12 -09 -1999
Type.... Pond Routing Sumaery Pape 3.03
Name.... POND AREA 2 Tag: 100 YR
File.... E: \HAESTAD \PDNDPACK \PPK6 \PRECIS- 1 \PTUNE8.ppk
LEVEL POOL ROUTING SUMMARY
HYG Dir = E: \HAESTAD \POMDPACK \PPK6 \PRECIS -1\
Inflow HYG file = PT.HYG - PND 2 IN 100 YR
Outflow HYG file = PT.HYG - POND 2 OUT 100 YR
Pond Node Data = POND AREA 2
Pond Volume Data = POND AREA 2
Pond Outlet Data = POND AREA 2
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 280.71 ft
Starting Volume a 0 cu.ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total oout= .00 cfs
Time Increment = .0200 hrs
INFLOW /OUTFLOW HYDROGRAPH SUMMARY
aaz xzx axz z==z az az xzax x===zz=saaxxxxxxxxxrxxxxsxxxx==
Peak Inflow a 3.95 cfs at .1668 hrs
Peak outflow = .86 cfs at .2868 hrs
-----------------------------------------------------
Peak Elevation z 281.67 ft
Peak Storage = 1684 cu.ft
aazz= a== zz azzz= z= zazz= ==azaxzzxx===x====x==x =======zz
MASS BALANCE ( cu.ft)
--------------------------
+ Initial Vol = 0
• HYG Vol IN = 2376
- Infiltration = 0
- HYG Vol OUT = 2376
- Retained Vol = 0
Unrouted Vol =- cu.ft (.002% of Inflow Volume)
WARNING: Inflow hydrograph truncated an left side.
S /N: NOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 12:36:07 Date: 12 -09 -1999
Type.... Pond Routing Summary Page 3.04
Name.... POND AREA 2 Tag: 2 YR
File.... E: \HAESTAD \POMDPACK \PPK6 \PRECIS- 1 \PTUNES.ppk
LEVEL POOL ROUTING SUMMARY
HYG Dir - E: \HAESTAD \PONDPACK \PPK6 \PRECIS -1\
Inflow HYG file a PT.HYG - PIN) 2 IN 2 YR
Outflow HYG file = PT.NYG - POND 2 OUT 2 YR
Pond Node Data = POND AREA 2
Pond Volume Data = POND AREA 2
Pond Outlet Data = POND AREA 2
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 280.71 ft
Starting Volume a 0 cu.ft
Starting Outflow a .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Gout= .00 cfs
Time Increment a .0200 hrs
INFLOW /OUTFLOW HYDROGRAPH SUMMARY
sssssssssssssssssss ss s ssssssssssssssassssssaas :ssssss
Peak Inflow = 2.15 cfs at .1668 hrs
Peak Outflow .64 cfs at .2668 hrs
-----------------------------------------------------
Peak Elevation 281.42 ft
Peak Storage = 758 cu.ft
MASS BALANCE ( cu.ft)
--------------------------
+ Initial Vol = 0
• HYG Vol IN = 1291
- Infiltration = 0
- HYG Vol OUT = 1291
- Retained Vol = 0
Unrouted Vol =- cu.ft (.004% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S /N: H014OLOB63131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 12:36:07 Date: 12 -09 -1999
Type.... Pond Routing Summary Page 3.05
Name.... POND AREA 2 Tag: 25 YR
File.... E: \HAESTAD \PONDPACK\PPK6 \PRECIS- 1 \PTUNE8.ppk
LEVEL POOL ROUTING SUMMARY
HYG Dir a E: \HAESTAD \PONDPACK \PPK6 \PRECIS -1\
Inflow HYG file = PT.HYG - PND 2 IN 25 YR
Outflow HYG file = PT.HYG - POND 2 OUT 25 YR
Pond Node Data = POND AREA 2
Pond Volume Data a POND AREA 2
Pond Outlet Data a POND AREA 2
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 280.71 ft
Starting Volume a 0 cu.ft
Starting Outflow = .00 cfs
Starting Infiltr. - .00 cfs
Starting Total Gout= .00 cfs
Time Increment z .0200 hrs
INFLOW /OUTFLOW HYDROGRAPH SUMMARY
ssz- sszzzszzz azzzz zxsz a=zaszzzzax=zzzzz== = = = = == a = = = ==
Peak Inflow a 3.35 cfs at .1668 hrs
Peak Outflow - .80 cfs at .2868 hrs
-----------------------------------------------------
Peak Elevation = 281.59 ft
Peak Storage a 1373 cu.ft
zssssaszassz =: sax==- zsaaxsssss asssaaxx = =sss= a = = =s = =aa
MASS BALANCE ( cu.ft)
--------------------------
+ Initial Vol - 0
• HYG Vol IN a 2013
- Infiltration = 0
- HYG Vol OUT a 2013
- Retained Vol = 0
Unrouted Vol =- cu.ft (.002% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S /N: H0I4OLOS63131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 12:36:07 Date: 12 -09 -1999
Type.... Pond Routing Summary Page 3.06
Name.... POND AREA 2 Tag: 5 YR
File.... E: \HAESTAD \PONDPACK \PPK6 \PRECIS- 1 \PTUNES.ppk
LEVEL POOL ROUTING SUMMARY
HYG Dir = E: \HAESTAD \PONDPACK\PPK6 \PRECIS -1\
Inflow HYG file = PT.HYG - PND 2 IN 5 YR
Outflow HYG file = PT.HYG - POND 2 OUT 5 YR
Pond Node Data = POND AREA 2
Pond Volume Data = POND AREA 2
Pond Outlet Data = POND AREA 2
No Infiltration
INITIAL CONDITIONS
Starting WS Etev = 280.71 ft
Starting Volume =
0 cu.ft
Starting Outflow a
.00 cfs
Starting Infiltr. _
.00 cfs
Starting Total Oout=
.00 cfa
Time increment =
.0200 hrs
INFLOW /OUTFLOW HYDROGRAPH SLHNARY
Peak Inflow a 2.61 cfs at .1668 hrs
Peak Outflow z .72 cfs at .2868 hrs
-----------------------------------------------------
Peak Elevation 281.50 ft
Peak Storage = 1007 cu.ft
MASS BALANCE ( cu.ft)
--------------------------
+ Initial Vol - 0
• HYG Vol IN z 1570
- Infiltration = 0
- HYG Vol OUT = 1570
- Retained Vol s 0
Unrouted Vol =- cu.ft (.002% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S /N: H014OL0863131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 12:36:07 Date: 12 -09 -1999
Type.... Pond Routing Summary Page 3.07
Name.... POND AREA 2 Tag: 50 YR
File.... E:\HAESTAD \PONDPACK \PPK6 \PRECIS- 1 \PTUNE8.ppk
LEVEL POOL ROUTING SUMMARY
HYG Dir = E: \HAESTAD \POMDPACK\PPK6 \PRECIS -1\
Inflow NYG file = PT.HYG - PND 2 IN 50 YR
Outflow HYG file = PT.HYG - POND 2 OUT 50 YR
Pond Node Data = POND AREA 2
Pond Volume Data = POND AREA 2
Pond Outlet Data = POND AREA 2
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 280.71 ft
Starting Volume
0 cu.ft
Starting Outflow =
.00 cfs
Starting Infiltr. a
.00 cfs
Starting Total oout=
.00 cfs
Time Increment z
.0200 hrs
INFLOW /OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow
a 3.79 cfs at .1668 hrs
Peak Outflow
a .84 cfs at .2868 hrs
-----------------------------------------------------
Peak Elevation
281.64 ft
Peak Storage =
1596 cu.ft
asaaaaaaaaa====== a==== = == == = =a=aa =aaaaaaaaa = = = = ======
MASS BALANCE ( cu.ft)
--------------------------
+ Initial Vol = 0
• HYG Vol IN = 2275
- Infiltration = 0
- HYG Vol OUT = 2275
- Retained Vol = 0
Unrouted Vol =- cu.ft (.001% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S /N: NOMOL0863131 KLING ENGINEERING
Pond Pack Ver: 8 -01 -98 (61) Compute Time: 12:36:07 Date: 12 -09 -1999
APPENDIX 5
GRADING PLAN
L \ j
ui
LOT 1, BLOCK C C IX Z co C \ J u
I_ _j t-, 'o C\j
ZONED A-P uj op
uj
CARRIE DOBROVOLNY z w < F, 0 'o
........... ......... ................ ...... .......... .......................... ..................................... ........................ .............................. ................ ............................ ......... ........................... ...... ......... ........ ....... ........... .................................. <
r__ ED ''c F
53.22'
?81.37 9ca
2 CROSS SLOPE UNLESS OTHERWISE INDICATED.
82.69 EXIST. FL 280.63
?81.98 281.88 281.62 231.00 EXISTING WATER
EXIST. EXIST. EXIST. . VALVE
EXIST. EXIST SCALE: 1"=10'
. ... ..... . ... ...... .. ............. ... ....... .. ......... ... .. 2. 00'
pl� 13.01 20.00'
R1.00'- -81.00'
0
GTE & CABLE
TC
281.44
e mEDESTALS
1 . 00' 281,24 FL
FL FLUME - FL
. u') C6
1 R2 c�
EXI rD - 11 � n:. 21.03' 00
c; OD
11 �
X/ 00, 2 82. 33 TC
1) F1
282.08 TC 1 )n T(I
03 TC - ')Or) 7
yo 2-ft:-- 150
283. ;,-' - - 1.25'
0 1.25 4
283.53 FL 4� R2.00' t1.79 281.69 FL � t,
3.60' \283.41 TC 282.8 TC Tu / 0.50' EXISTING ELEC.
81.75 TRANSFORMER
Ak .49.50' 282.91 FL 282.3 FL 82.:57
- - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - -
283.56 283.75 EOSW Ln z
EXIST. 284 EOSW cl�
00
22,47' 0 0 ,
28 4 . 19 TC 284 TC/ 281.5
283-68
283. 69. FL
EXIST. 0 u
C
234.40/ 28 .40 =J
U) 282.18 TC
2
SERVICE AREA 4.03', 20 00' 20.33' 81.68 FL
(50.0'x - 59.2)
2-960 SF 3' WIDE CURB
BREAK @ 15' O.C.
C14
on
-- - - - --- - - - - - - - -
00 281 TC 281.83 TC 281.83 TC 281.00 EOP
281,24 FL 280.87 FL
C14
ff =284.40
00
c� G! tn LEGEND
co o 0
co co
o to EXISTING CONTOURS
3' WIDE CURB
BREAK @ 15 O.C.
Q; 25.08' -281.5 EXISTING CONTOURS
• P:14
282 TC TOP OF CURB
FL
co 2 FLOWNE
/81.52
LI
in
EOSW EDGE OF SIDEWALK
284.41 TC
283. TC 284.40 282.51 TC PVMT PAVEMENT
0 1 283.83 984.40 282.01
284.22 FL
< EXIST. ) - -j) EXIST. EXISTING PAVEMENT
13.25' 3' WIDE CURB
U-) 283.65
ti °o TC BREAK @ 15' O.C.
FL
00 C!
r
283.86 15.25'� .67' Er 1\1 R A L iN 0 T Jr- � J_
284.36 EOSW
EXIST. _ EOSW
9
28 TC 284.08 T
ch
0 283.86
FL 283.58 F
- OFFICE AREA c�
Q5 to , , I N - 1. CONTRACTOR IS TO VERIFY THE EXACT HORIZONTAL AND VERTICAL
(50. 0' x 25. 1 POSITIONING OF EXISTING UTILITIES AND SERVICE LINES WITHIN
20.00 283.84 EOSW 1255 SF THE PROJECT AREA, WHETHER SHOWN ON PLANS OR NOT AT
283.74
PVMT LEAST 48 HRS. PRIOR TO ANY CONSTRUCTION. CONTRACTOR IS
RESPONSIBLE FOR ANY DAMAGE DONE TO EXISTING FACILITIES.
283.78 EOSW u 281.83 TC 2. ALL ITEMS TO BE REMOVED DURING CLEARING AND GRUBBING
c6 7 0 0. 281.12 FL
BENCFMARK: SQUARE CUT 283-68 PVMT f _F=284.52 U) REMOVE NOT ONLY THE ABOVE GROUND ELEMENTS, BUT ALL
IN LIG IT POLE. UNDERGROUND ELEMENTS AS WELL, ALL EXCAVATED MATERIAL t. ... 7-ill,
ELEVATION: 2$5.39 284.1 -'TC� 282.69 TC 281.89 TC 2 SHALL BECOME THE PROPERTY OF THE CONTRACTOR UNLESS • .00' OTHERWISE SPECIFIED BY OWNER. ALL DEBRIS MUST BE. DISPOSED . so W
283.60 FL \- 2 FL 9 81.39 FL
OF OFF SITE.
1. 0 284.08 TC 284,1 1 EOSW 283.60 EOSW 2
3. ALL FILL SHALL BE COMPACTED TO 95% MODIFIED (ASTM D 1557)
283.58 FL 281.15 FL 0 B J KLING X
co IN AREAS TO BE PAVED, ALL OTHER AREAS SHALL BE 85% MOD. A .......... :..: ......................
283.95 284-06 TC .57 TC 283.11 TC
EXIST. 0
> 283,56 FL 4, 273.07 FL - FL 4 8 , 4. ALL SITE WORK TO BE DONE IN CONFORMANCE WITH THE CITY 247
- -- I A
12.41' '7)
!- 6 2 8 4 . 01 T C 2 1 . 1 8' OF COLLEGE STATION STANDARD SPECIFICATIONS FOR WATER & SEWER,
0
.0
- - - - - - - -
P STREETS & DRAINAGE.
-
PIS 52.67' '282.97 TC
tO R3 282.47 FL 281.83 TC 0.61' 5. LIME STABILIZATION TO BE IN THE AMOUNT SUGGESTED BY SOILS
U)
283.97 1 3.41 283.50 TC 0.61' If 00. 4070* 281.32 FL 2 1.1 - - - REPORT. REPORT TO BE OBTAINED THROUGH OWNER. ASSUME
--- .
28 96 TC 283.00 FL - - - - 5% BY UNIT WEIGHT OF THE SUBGRADE FOR BIDDING PURPOSES.
EXIST - -
R2.00'
283.91 TC 283. 6 FL 282.87 TC 281.83 T 281.83 TC 6. ALL CONCRETE CURB, CUTTER, WALKS AND DRIVES TO BE
281.33 FL 2"81.20 FL CONSTRUCTED WITH 3000 PSI - 28 DAY STRENGTH, PORTLAND
283.41 FL 282.37 FL CEMENT CONCRETE.
2 84.38 TC
283.88 FL 7. PRIOR TO GRADING OPERATIONS, PAVEMENT CONTRACTOR IS TO
STRIP AND/OR EXCAVATE ALL SURFACE SANDS AND TOP SOIL TO
co
04 THE EXTENT OF THEIR TOTAL DEPTH AND DISPOSE OFF SITE.
CONTRACTOR SHALL PROOF ROLL THE ENTIRE SITE AND REMOVE ANY
UNSTABLE, SOFT OR WEAK AREAS ACC'D. TO TX D.O.T. SPECIFICATION 0
282.50 TC ITEM # 216. SELECT FILL IS TO BE USED IN REPLACING OBJECTIONABLE
282.00 FL MATERIAL PLACED WITH DENSITY CONTROL AS SPECIFIED ABOVE.
fy -
8. ALL SIDEWALKS TO HAVE 27. Zt U
284.02 283.95 FL 282.00 FL ' (1) C)
9. THE INTENT OF THIS PLAN IS TO DESCRIBE THE GRADING AND DRAINAGE
EXIST.
IMPROVEMENTS TO BE PERFORMED UNDER THE CONTRACT. UNLESS OTHER- Lu Lu
WISE PROVIDED, THE CONTRACTOR SHALL FURNISH ALL MATERIALS,
ir 0
.0 DRAINAGE - 0 ?,92 4 T(' SUPPLIES, TOOLS, EQUIPMENT AND LABOR NECESSARY FOR THE
SWALE 28,1 96 PROPER PROSECUTION AND COMPLETION OF THE WORK.
\ i Cli (9
285 03 TC F ';84.97 TC c'! 10. ALL SANITARY SEWER CLEANOUTS LOCATED IN PAVEMENT ARE TO BE
284.56
I O 284.56 FL yr 800'
CONSTRUCTED WITH CAST IRON CAPS AND POSITIONED FLUSH WITH
THE FINISHED SURFACE.
28,93'
SCALE: 1
GRADE AREA TO DRAIN
C\A TO SWALE DRAWN .BY AA
APPROVED BY. W
DATE:
FILE: 041' \0460 1
SHEET
LOT 1,' BLOCK B
ZONED C-1
MILLS FINANCIAL COMPANY OF I
X's ;T63
-172
T
28
20
L 00.
8
:L