HomeMy WebLinkAbout37 DP Wells Fago SWPKY 01-100018 200 Southwest PKWY East~-~
COlllGl STATION
DEVELOPMENT PERMIT
PERMIT NO . 100018
DP-WELLS FARGO SW PKWY REMODEL
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
LOTS 1 & 2 BLOCK A
ASHFORD SQUARE SUBDIVISION
DATE OF ISSUE: 4/06 /01
OWNER:
NORWESTBANKSOUTHCENTRAL
ATTN: MERVIN PETERS
BRYAN, TX 77805
SITE ADDRESS:
200 SOUTHWEST PKWY E
DRAINAGE BASIN: BEE CREEK
VALID FOR 12 MONTHS
CONTRACTOR:
TYPE OF DEVELOPMENT: FULL DEVELOPMENT PERMIT
SPECIAL CONDITIONS:
All construction must be in compliance with the approved construction plans
All trees must be barricaded, as shown on plans , prior to any construction. Any trees not barricaded will not count
towards landscaping points. Barricades must be l' per caliper inch of the tree diameter.
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 development permit
application for the above named project and all of the codes and ordinances of the City of College Station that apply.
Date
Lf-t,-V I
Owner/ Agent/Contractor Date
DRAINAGE REPORT
FOR
Wells-Fargo Bank, Southwest Parkway Remodel/Addition
Lotsl & 2, Block "A"
Ashford Square Subdivision
Morgan Rector Survey, A-46
College Station, Brazos County, Texas
30-March 2001
REVIEWED FOR ·
\ COMPI IAf\.ICE
APR 0 4 200 1
COLLEGES IA11v1~
ENGINEERING
A
DEVELOPED BY:
Wells-Fargo Bank
c/o Mr. Mervin Peters
3000 Briarcrest Dr.
Bryan, Texas 77802
(979) 776-3207
PREPARED BY:
Kling Engineering & Surveying
4103 Texas Avenue , Suite 212
Bryan, TX 77802
(979) 846-6212
DRAINAGE REPORT
for
Wells-Fargo Bank, Southwest Parkway Remodel/Addition
Lots1 & 2, Block "A"
Ashford Square Subdivision
Morgan Rector Survey, A-46
College Station, Brazos County, Texas
30-March, 2001
GENERAL LOCATION & DESCRIPTION:
The area to be developed consists of approximately 1.5 acres within the Ashford Square Subdivision
(Lots 1 &2, Block "A") located adjacent to the southeast side of Southwest Parkway approximately 700
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, lot 1 has an
exiting banking facility with associated drives, parking and landscaping. While lot 2 is vacant, there is an
existing section of concrete parking. 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 east and a strip shopping center to the west. Proposed
improvements include building renovations and a 3000 sf building addition 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.
DRAINAGE DESIGN CRITERIA:
Due to the expected increase in runoff, detention will be provided. An analysis of existing conditions
was made to determine design constraints. The Rational Method was used to determine existing and
proposed development runoff rates from the site areas. Rational 'C' factors of0.25 for grassed areas and
0.90 for impervious areas were used. The project was analyzed with one drainage area under existing
development conditions and two drainage areas under proposed 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 CONDmONS:
The existing conditions drainage area consists of the area within the bounds oflots I & 2 (refer to
Appendix 3, "Drainage Areas"). Existing conditions will be the basis for determination of the detention
requirement . There is no off-site runoff affecting this property. The following table summarizes the drainage
area characteristics .
Drainage Area
Lots 1 & 2
Total Area
(acre)
1.5474
Avg. C
(pre)
0.66
Tc
(Min)
10
Table I
(refer to Appendix 4, "Hydrologic Calculations" for computation)
Total existing conditions runoff rates for the various storm events are summarized in the following table .
Drainage Area
Lotsl&2
Q2
(cf1)
6.48
QS
(cf1)
7.88
QlO Q25 Q50 QlOO
(cf1) (cf1) (cf1) (cf1)
~---1~~~-+~~~ ...... ~~~~1
8.85 10 .11 11.42 11.93 ==--"'"======================:::!I
Table 2
(refer to Appendix 4, Hydrologic Calculations for computation)
PROPOSED CONDITIONS :
Under proposed conditions, the site is broken up into two drainage areas corresponding to site
drainage patterns (refer to Appendix 3, "Drainage Areas"). The following table summarizes proposed
development drainage area characteristics (refer to Appendix 4 "Hydrologic Calculation" for
computations).
Drainage Area Total Area Avg. C Tc
(acre) (post) (Min)
11-~~~~~-t-~~~~-+-~~-+---
DA-1 0 . 4682 0.84 10
DA-2 1.0792 0.77 10
Description
consists of proposed
building, drive and parking
areas -drains to Deten. Pond
consists of existing &
proposed drive, parking,
building and grassed areas -
released undetained
Table 3
Total post-developed runoff rates for the various storm events are summarized in the following table .
Drainage Area Q2 QS QlO Q25 QSO QlOO
(cfs) (cfs) (cf•) (cfs) (cfs) (cf a)
DA-1 2 .50 3 .04 3.4 1 3 .89 4 .40 4 .59
DA-2 5.24 6 .37 7 .15 8 .17 9 .23 9.64
Total 7 .74 9.41 10.56 12.06 13 .63 14 .23
Table 4
(refer to Appendix 4, Hydrologic Calculations for computation)
DETENTION:
Attenuation of the expected increase in stormwater runoff will be achieved within the proposed
concrete detention pond (refer to Appendix 5, "Grading Plan" for site elevations). Required attenuation fo r
each storm event was determined by finding the difference in existing -vs-proposed development peak
runoff rates. The following table summarizes detention requirements of the storm events analyzed .
STORM RETURN
CONDITION Q2 QS QlO Q25 QSO QlOO
(cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
EXISTING 6.48 7 .88 8.85 10.11 11.42 11.93
PROPOSED 7 .74 9.41 10.56 12.06 13 .63 14 .23
REQUIRED 1.26 1.53 1.71 1.95 2 .21 2.30 ATIENUATION
Table 5
(See Appendix 4 , "Hydrologic Calculations" for computation)
Drainage area DA-2 will be released from the site undetained with drainage patterns consistent with existing
conditions . The peak runoff rate for the site, including the released areas, will be less than or equal to the
existing conditions peak runoff rate. To determine allowable release rates from the detention pond, the
undetained site runoff was subtracted from the existing conditions peak runoff rate as follows :
QPond = Qexist -QDA2
Results for allowable pond outflow calculations are tabulated below.
STORM RETURN
AREA/CONDITION Q2 QS QlO Q25 QSO QlOO
(cfs) (cf a) (cfs) (cf•) (cf•) (cf•)
EXISTING 6.48 7 .88 8 .85 10.11 11.42 11.93
DA-2 (proposed) 5.24 6.37 7 .15 8 .17 9 .23 9 .64
ALLOWABLE POND 1.24 1.5 1 1.70 1.94 2.19 2.29
OUIFLOW
Table 6
The detention pond will be a 2'-7" to 3'-2" deep, vertical walled concrete structure. The outlet structure for
the pond will consist of a 6" diameter circular orifice at elevation 278.5 with an emergency overflow weir
2'-lOW' above the orifice flowline at elevation 281.37 (refer to Appendix 5, "Grading Plan" for graphical
representation). The following table summarizes peak site runoff including pond discharges for the various
design storm events .
STORM RETIJRN
DRAINAGE AREA 2YR 5YR fOYR 25YR 50YR lOOYR
DA-2 5 .24 6 .37 7 .15 8.17 9.23 9 .64 (cfs)
Pond -Peak Outflow I 1.18 I 1.36 I 1.48 I 1.62 I 1.77 I 1.82 I Peak Water Surface Elev.
(cfs I ft) 279.63 279.91 280.13 280.41 280.73 280.84
Total Site Peak Runoff 6.42 7.73 8 .63 9.79 11.00 11.46 (cfs)
Existing Conditions 6.48 7.88 8.85 10.11 11.42 11.93 (cfs)
Attenuation Achieved: ./ ./ ./ ./ ./ ./
Table 7
(Refer to Appendix 4, "Hydrologic Calculations" for computation)
Peak pond water surface elevation at the 100 year event (280.84) will leave approximately 6" offreeboard
from the emergency overflow weir. Total post-developed runoff rates leaving the site are kept at or below
existing conditions .
CONCLUSIONS:
Storm water runoff from the site will be released at or below existing conditions runoff rates. Detention of
excess stormwater will be accomplished within the design detention pond area. No adverse effects are
expected to upstream or downstream properties or structures.
"I hereby certify that this report for the drainage design of Wells-Fargo Bank, Southwest Parkway
RemodeVAddition -Lotsl & 2, Block "A" 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" __ ,,...:.F~\ .
-~~o t.:: '' F<:F:.::s; .... ~ ...
'*l ~ -'*'1.
[if 1!.:--.. ··-·---1!.~ B. J. KLING it ~;: ·-·~···--r-1 '18 /
~., . .~::
APPENDICES
I)
2)
3)
4)
5)
General Location Map
Flood Insurance Rate Map - F .E .M.A.
Drainage Area Maps
Hydrologic Calculations
Grading Plan
H:\Engineering Projecta\Wella-Fargo Bank'drainage report.wpd
APPENDIX I
GENERAL LOCATION MAP
N.T.S.
G£J\J£RAL LOCATJOJ\J MAP
APPENDIX2
FLOOD INSURANCE RATE MAP -F.E.M.A.
APPENDIX4
HYDROLOGIC CALCULATIONS
RUN-OFF COEFFICIENT (C-VALUE) CALCULATIONS
C·VALUES
GRASS 0.25
IMPERV 0.90
AREA in Acres
EXISTING GRASS IMPERV TOTAL C-1>.VE
LOTS 1&2 0 .5659 0.9815 1.5474 0.66
PROPOSED LOTS 1&2
DA-1 0.0411 0.4271 0.4682 0.84
DA-2 0.2204 0.8588 1.0792 0.77
TOTAL: 0 .2615 1.2859 1.5474 0.79
PEAK FLOW CALCULATIONS
TC C-VALUE AREA Q2 Q5 Q10 Q25 Q50 Q100
EXISTING minutes ac cfs cfs cfs cfs cfs cfs
LOTS 1&2 10.000 0.66 1.547 6.48 7.88 8.85 10.11 11 .42 11 .93
PROPOSED LOTS 1&2
DA·1 10.00 0 .84 0.4682 2.50 3.04 3.41 3 .89 4 .40 4.59
DA·2 10.00 0.77 1.0792 5.24 6.37 7 .15 8.17 9.23 9.64
TOTAL: 1.5474 7.74 9.41 10.56 12.06 13.63 14.23
where: Q • C-Value • Alea • I
DETENTION REQUIREMENT CALCULATIONS
Q2 Q5 Q10 Q26 Q50 Q100
cfs cfs cfs cfs cfs cfs
EXISTING 6 .48 7.88 8.85 10.11 11.42 11 .93
OSED LOTS 1&2
DA·1 2 .50 3 .04 3 .41 3.89 4.40 4 .59
DA-2 5.24 6 .37 7.15 8 .17 9.23 9.64
TOTAL: 7.74 9 .41 10.56 12 .06 13.63 14.23
REQ. 1.26 1.53 1.71 1.95 2.21 2.30
ALLOWABLE POND OUTFLOW CALCULATIONS
ALLOW 1.24 1.51 1.70 1.94 2.19 2.29
where : ALLOW.• PRE· (DA-2)
FINAL SITE RUNOFF TABULATION
DA Q2 Q5 Q10 Q26 Q50 Q100
EXISTING 6.48 7 .88 8 .85 10.11 11.42 11 .93
PROPOSED
DA·2 5 .24 6.37 7 .15 8 .17 9.23 9 .64
POND 1.18 1.36 1.48 1.62 1.77 1.82
TOTAL: 6.42 7 .73 8 .63 9 .79 11 .00 11.46
·~ ATTEN. 100 100 100 100 100 100
Tc min
PRE 10.00
POST 10.00
INTENSITY CA LCULATIONS
BRAZOS
CONSTANTS F
FREQ e
2 0.806
5 0.785
10 0.763
25 0.754
50 0.745
100 0.730
COUNTY
OR IDF CURVES
b d
65 8.0
76 8.5
80 8.5
89 8.5
98 8.5
96 8 .0
INTENSITY =b/(Tc+d)Ae
FREQ
2 5 10 25
6.33 7.69 8.63 9.86
6.33 7.69 8.63 9.86
.--
50 100
11.15 11 .64
11.15 11 .64
Job File: H:\ENGINE-1\WELLS--1\DRAINAGE\NORWEST.PPK
Rain Dir: C:\HAESTAD\PPK6\UTIL\
==========================
JOB TITLE
==========================
Norwest I Wells Fargo Bank Expansion
Lots 1 & 2, Block A, Ashford Square Subdivision
College Station, Brazos County, Texas
Morgan Rector Survey, A-46
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30 -2001
Table of Contents i
Table of Contents
*********************** POND VOLUMES ***********************
POND2 ........... Vol: Planimeter . . . . . . . . . . . . . . . . . . . . 1. 01
******************** OUTLET STRUCTURES *********************
VERT.CIRC.ORIF. Outlet Input Data ................. .
Composite Rating Curve ............ .
2.01
2.03
*********************** POND ROUTING ***********************
POND2-0RIF1. .... Pond E-V-Q Table ................... 3.01
POND2-0RIF1 ..... 10 YR
Pond Routing Surranary ............... 3.04
POND2-0RIF1. .... 100 YR
Pond Routing Surranary ............... 3.05
POND2-0RIF1. .... 2 YR
Pond Routing Surranary ............... 3.06
POND2-0RIF1 ..... 25 YR
Pond Routing Surranary ............... 3.07
POND2-0RI Fl. .... 5 YR
Pond Routing Surranary ............... 3.08
POND2-0RIF1. .... 50 YR
Pond Routing Surranary ............... 3.09
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
Type .... Vol: Planimeter
Name .... POND2
File .... H:\ENGINE-1\WELLS--l\DRAINAGE\NORWEST.PPK
Title ... Pond 2
POND VOLUME CALCULATIONS
Planimeter scale: 1.00 ft/in
Elevation
(ft)
278.50
278.60
278.75
279.00
279.25
279.50
279.75
280.00
280.25
280.50
280.75
281. 00
281. 25
281.30
Planimeter
(sq.in)
.000
72. 760
331.660
768.010
1047.290
1047.290
1047.290
1047.290
1047.290
1047.290
1047.290
1047.290
1047.290
1047.290
Area Al+A2+sqr(Al*A2)
(acres) (acres)
.0000 .0000
.0017 . 0017
.0076 .0129
.0176 .0368
.0240 . 0623
.0240 .0721
.0240 .0721
.0240 .0721
.0240 .0721
.0240 .0721
.0240 .0721
.0240 . 0721
.0240 .0721
.0240 .0721
POND VOLUME EQUATIONS
Volume
(cu.ft)
0
2
28
134
226
262
262
262
262
262
262
262
262
52
Page 1. 01
Volume Sum
(cu.ft)
0
2
30
164
390
652
914
1176
1437
1699
1961
2223
2485
2537
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 +sq.rt. (Areal*Area2))
where: ELl, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELl, EL2, respectively
Volume = Incremental volume between ELl and EL2
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
Type .... Outlet Input Data
Name .... VERT.CIRC.ORIF.
File .... H:\ENGINE-1\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... 6" Vertical Circular Orifice
REQUESTED POND WS ELEVATIONS:
Min. Elev.=
Increment =
Max. Elev.=
278.80 ft
.OS ft
281. 30 ft
**********************************•***********
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (Upstream to DnStream)
<---Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft
Orifice-Circular 1 ---> TW 278.500
TW SETUP, DS Channel
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10
Page 2.01
E2, ft
281.300
Date: 03-30-2001
Type .... Outlet Input Data
Name .... VERT.CIRC.ORIF.
File .... H:\ENGINE-1\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... 6" Vertical Circular Orifice
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
# of Openings
Invert Elev.
Diameter
Orifice Coeff.
Structure ID
Structure Type
= 1
= Orifice-Circular
=
=
= TW
1
278.50 ft
.5000 ft
.800
= 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. Q tolerance = .10 cfs
Max. Q tolerance .10 cfs
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10
Page 2.02
Date : 03-30-2001
Type .... Composite Rating Curve Page 2.03
Name .... VERT.CIRC.ORIF.
File .... H:\ENGINE-1\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... 6" Vertical Circular Orifice
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
Elev. Q
ft cf s
TW Elev
ft
Converge
Error
+/-ft Contributing Structures
278.50
278.80
278.85
278.90
278.95
279.00
279.05
279.10
279.15
279.20
279.25
279.30
279.35
279.40
279.45
279.50
279.55
279.60
279.65
279.70
279.75
279.80
279.85
279.90
279.95
280.00
280.05
280.10
280.15
280.20
280.25
280.30
280.35
280.40
280.45
280.50
280.55
280.60
280.65
.00
.19
.25
.32
.38
.63
.69
.75
.80
.85
.89
.93
.98
1. 02
1. 05
1. 09
1.13
1.16
1.20
1.23
1.26
1.29
1. 32
1.35
1.38
1. 41
1. 44
1.46
1. 49
1.52
1. 54
1. 57
1.59
1. 62
1. 64
1. 67
1. 69
1. 71
1. 74
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
None contributing
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
Type .... Composite Rating Curve Page 2.04
Name .... VERT.CIRC.ORIF.
File .... H:\ENGINE-1\WELLS--l\DRAINAGE\NORWEST.PPK
Title ... 6" Vertical Circular Orifice
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
Elev. Q
ft cfs
TW Elev
ft
Converge
Error
+/-ft Contributing Structures
280.70
280.75
280.80
280.85
280.90
280.95
281.00
281. 05
281.10
281.15
281.20
281. 25
281. 30
1. 76
1. 78
1. 80
1. 83
1. 85
1. 87
1. 89
1. 91
1. 93
1. 95
1. 97
1. 99
2.01
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
1
1
1
1
1
1
1
1
1
1
1
1
1
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30 -2 001
Type .... Pond E-V-Q Table
Name .... POND2-0RIF1
File .... H:\ENGINE-1\WELLS--l\DRAINAGE\NORWEST.PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
LEVEL POOL ROUTING DATA
HYG Dir H:\ENGINE-l\WELLS--1\DRAINAGE\
Inflow HYG file = NORWEST.HYG -Pond Inflow 10 YR
Outflow HYG file NORWEST.HYG -P2-0l 10 YR
Pond Node Data Pond2-Chanl
Pond Volume Data = POND2
Pond Outlet Data = Vert.Circ.Orif.
No Infiltration
INITIAL CONDITIONS
Starting WS Elev
Starting Volume
Starting Outflow =
Starting Infiltr. =
Starting Total Qout=
Time Increment
Elevation
ft
Outflow
cfs
278.50
0
.00
.00
.oo
.0200
Storage
cu.ft
ft
cu.ft
cf s
cf s
cfs
hrs
Area
acres
Infilt.
cfs
Q Total
cfs
Page 3.01
2S/t + 0
cfs
------------------------------------------------------------------------------
278.50 .00 0 .0000 .00 .oo .00
278.80 .19 49 .0093 .00 .19 1. 54
278.85 .25 71 . 0111 .00 .25 2.22
278.90 .32 97 .0131 .00 .32 3.02
278.95 .38 128 .0153 .00 .38 3.95
279.00 .63 164 .0176 .00 .63 5.19
279.05 .69 204 .0188 .00 .69 6.35
279.10 .75 246 .0201 .00 .75 7.58
279.15 .80 291 .0214 .00 .80 8.89
279.20 .85 339 .0227 .oo .85 10.27
279.25 .89 390 .0240 .00 .89 11. 73
279.30 .93 442 .0240 .00 .93 13.23
279.35 .98 495 .0240 .00 .98 14. 72
279.40 1. 02 547 .0240 .00 1. 02 16.22
279.45 1. 05 600 .0240 .00 1. 05 17. 71
279.50 1. 09 652 .0240 .00 1. 09 19.20
279.55 1.13 704 .0240 .00 1.13 20.69
279.60 1.16 757 .0240 .00 1.16 22.18
279.65 1.20 809 .0240 .00 1.20 23.67
279.70 1.23 861 .0240 .00 1.23 25.16
279.75 1.26 914 .0240 .oo 1.26 26.64
279.80 1.29 966 .0240 .00 1.29 28.13
279.85 1. 32 1018 .0240 .00 1. 32 29.61
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
Type •... Pond E-V-Q Table
Name .... POND2-0RIF1
File .... H:\ENGINE-1\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
LEVEL POOL ROUTING DATA
HYG Dir H:\ENGINE-l\WELLS--1\DRAINAGE\
Inflow HYG file
Outflow HYG file
NORWEST.HYG -Pond Inflow 10 YR
NORWEST.HYG -P2-0l 10 YR
Pond Node Data
Pond Volume Data
Pond Outlet Data
Pond2-Chanl
POND2
Vert.Circ .Orif.
No Infiltration
INITIAL CONDITIONS
Starting WS Elev
Starting Volume
Starting Outflow
Starting Infiltr.
Starting Total Qout=
Time Increment =
Elevation
ft
Outflow
cfs
278.50 ft
0 cu.ft
.00 cfs
.00 cfs
.00 cfs
.0200 hrs
Storage
cu.ft
Area
acres
Infilt.
cfs
Q Total
cfs
Page 3 .02
2S/t + 0
cf s
------------------------------------------------------------------------------
279.90 1.35 1071 .0240 .00 1. 35 31.10
279.95 1. 38 1123 .0240 .00 1. 38 32.58
280.00 1. 41 1176 .0240 .00 1. 41 34.06
280.05 1. 44 1228 .0240 .00 1. 44 35.55
280.10 1. 46 1280 .0240 .00 1. 46 37.03
280.15 1. 49 1333 .0240 .00 1. 49 38.51
280.20 1. 52 1385 .0240 .00 1. 52 39.99
280.25 1. 54 1437 .0240 .00 1. 54 41. 47
280.30 1. 57 1490 .0240 .00 1. 57 42.95
280.35 1. 59 1542 .0240 .00 1.59 44.43
280.40 1. 62 1594 .0240 .00 1. 62 45.91
280.45 1. 64 1647 .0240 .00 1. 64 47.39
280.50 1. 67 1699 .0240 .00 1. 67 48.87
280.55 1. 69 1752 .0240 .00 1. 69 50 .35
280.60 1. 71 1804 .0240 .00 1. 71 51. 82
280.65 1. 74 1856 .0240 .00 1. 74 53.30
280.70 1. 76 1909 .0240 .00 1. 76 54.78
280.75 1. 78 1961 .0240 .00 1. 78 56.26
280.80 1. 80 2013 .0240 .00 1. 80 57.73
280.85 1. 83 2066 .0240 .00 1. 83 59.21
280.90 1. 85 2118 .0240 .00 1. 85 60.68
280.95 1. 87 2170 .0240 .00 1. 87 62.16
281. 00 1. 89 2223 .0240 .00 1. 89 63.64
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30 -2001
Type .... Pond E-V-Q Table
Name .... POND2-0RIF1
File .... H:\ENGINE-l\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
LEVEL POOL ROUTING DATA
HYG Dir = H:\ENGINE-l\WELLS--1\DRAINAGE\
Inflow HYG file NORWEST.HYG -Pond Inflow 10 YR
Outflow HYG file NORWEST.HYG -P2-0l 10 YR
Pond Node Data Pond2-Chanl
Pond Volume Data = POND2
Pond Outlet Data Vert.Circ.Orif.
No Infiltration
INITIAL CONDITIONS
Starting WS Elev = 278.50 ft
Starting Volume 0 cu.ft
Starting Outflow = .oo cfs
Starting Infiltr. .00 cfs
Starting Total Qout= .oo cf s
Time Increment = .0200 hrs
Page 3 .03
Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0
ft
281. OS
281.10
281.15
281.20
281.25
281.30
cfs
1. 91
1. 93
1. 95
1. 97
1. 99
2.01
cu.ft
2275
2328
2380
2432
2485
2537
acres
.0240
.0240
.0240
.0240
.0240
.0240
cf s
.00
.00
.00
.00
.00
.oo
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10
cfs
1. 91
1. 93
1. 95
1. 97
1. 99
2.01
cfs
65.11
66.59
68.06
69.54
71. 01
72 .49
Date: 03-30 -2001
Type ..•. Pond Routing Sununary
Name .... POND2-0RIF1 Tag: 10 YR
File .... H:\ENGINE-l\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
LEVEL POOL ROUTING SUMMARY
HYG Dir H:\ENGINE-1\WELLS--1\DRAINAGE\
Inflow HYG file NORWEST.HYG -Pond Inflow 10 YR
Outflow HYG file NORWEST.HYG -P2-0l 10 YR
Pond Node Data
Pond Volume Data
Pond Outlet Data
No Infiltration
INITIAL CONDITIONS
Starting ws Elev
Starting Volume
Starting Outflow
Starting Infiltr.
Pond2-Chanl
POND2
Vert.Circ.Orif.
= 278.50 ft
0 cu.ft
.00 cf s
= .00 cf s
Starting Total Qout= .00 cf s
Time Increment = .0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
=
2.05 cfs
1.48 cfs
280.13 ft
1308 cu.ft
at
at
.1668 hrs
.5068 hrs
=====================================================
MASS BALANCE (cu.ft)
+ Initial Vol 0
+ HYG Vol IN 3437
Infiltration 0
HYG Vol OUT = 3436
Retained Vol = 0
Page 3.04
Unrouted Vol = -1 cu.ft (.022% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8 -01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
Type .... Pond Routing Summary
Name .... POND2-0RIF1 Tag: 100 YR
File .... H:\ENGINE-l\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
HYG Dir
Inf low HYG file
Outflow HYG file
Pond Node Data
Pond Volume Data
Pond Outlet Data
No Infiltration
LEVEL POOL ROUTING SUMMARY
= H:\ENGINE-1\WELLS --1\DRAINAGE\
NORWEST.HYG -Pond Inflow
NORWEST.HYG -P2-0l
Pond2-Chanl
POND2
Vert.Circ.Orif.
INITIAL CONDITIONS
Starting ws Elev = 278.50 ft
Starting Volume 0 cu. ft
Starting Outflow .00 cf s
Starting Infiltr. .00 cf s
Starting Total Qout= .00 cfs
Time Increment .0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
100 YR
100 YR
=====================================================
Peak Inf low
Peak Outflow
Peak Elevation
Peak Storage =
=
2.68 cfs
1. 82 cfs
280.84 ft
2054 cu.ft
at
at
.1668 hrs
.5468 hrs
=====================================================
MASS BALANCE (cu.ft)
+ Initial Vol 0
+ HYG Vol IN = 4827
-Infiltration = 0
-HYG Vol OUT 4826
Retained Vol 0
Unrouted Vol -1 cu.ft (.012% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0895545 Kling Engineering & Surveying
Page 3.05
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
Type .... Pond Routing Summary
Name .... POND2-0RIF1 Tag: 2 YR
File .... H:\ENGINE-1\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
HYG Dir
Inflow HYG file
Outflow HYG file
Pond Node Data
Pond Volume Data
Pond Outlet Data
No Infiltration
LEVEL POOL ROUTING SUMMARY
= H:\ENGINE-1\WELLS--1\DRAINAGE\
NORWEST.HYG -Pond Inflow 2 YR
= NORWEST.HYG -P2-0l 2 YR
Pond2-Chanl
POND2
Vert.Circ.Orif.
INITIAL CONDITIONS
Starting ws Elev 278.50 ft
Starting Volume = 0 cu.ft
Starting Outflow .00 cf s
Starting Infiltr. .00 cfs
Starting Total Qout= .oo cfs
Time Increment .0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
1. 58 cfs
1.18 cfs
279.63 ft
788 cu.ft
at
at
.1668 hrs
.4268 hrs
=====================================================
MASS BALANCE (cu.ft)
+ Initial Vol
+ HYG Vol IN =
-Infiltration
-HYG Vol OUT =
-Retained Vol
0
2277
0
2277
0
Page 3.06
Unrouted Vol -1 cu.ft (.026% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01 -98 (61) Compute Time: 09:33:10 Date: 03-30 -2001
Type .... Pond Routing Summary
Name .... POND2-0RIF1 Tag: 25 YR
File .... H:\ENGINE-l\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
HYG Dir
Inflow HYG file
Outflow HYG file
LEVEL POOL ROUTING SUMMARY
H:\ENGINE-l\WELLS--1\DRAINAGE\
NORWEST.HYG -Pond Inflow
NORWEST.HYG -P2-0l
Pond Node Data Pond2-Chanl
Pond Volume Data = POND2
Pond Outlet Data Vert.Circ.Orif.
No Infiltration
INITIAL CONDITIONS
Starting WS Elev 278.50 ft
Starting Volume 0 cu.ft
Starting Outflow = .00 cf s
Starting Infiltr. = .oo cfs
Starting Total Qout= .00 cf s
Time Increment . 0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
25 YR
25 YR
=====================================================
Peak Inf low
Peak Outflow
Peak Elevation
Peak Storage =
2.30 cfs
1.62 cfs
280.41 ft
1603 cu.ft
at
at
.1668 hrs
.5268 hrs
=====================================================
MASS BALANCE (cu.ft)
+ Initial Vol
+ HYG Vol IN =
-Infiltration
-HYG Vol OUT
-Retained Vol
0
4006
0
4005
0
Page 3.07
Unrouted Vol -1 cu.ft (.017% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30 -2001
Type .... Pond Routing Summary
Name .... POND2-0RIF1 Tag: 5 YR
File .•.• H:\ENGINE-l\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
HYG Dir
Inflow HYG file
Outflow HYG file
LEVEL POOL ROUTING SUMMARY
H:\ENGINE-l\WELLS--1\DRAINAGE\
NORWEST.HYG -Pond Inflow
NORWEST.HYG -P2-0l
Pond2-Chanl
= POND2
Pond Node Data
Pond Volume Data
Pond Outlet Data = Vert.Circ.Orif.
No Infiltration
INITIAL CONDITIONS
Starting ws Elev 278.50 ft
Starting Volume 0 cu.ft
Starting Outflow = .oo cfs
Starting Infiltr. .00 cfs
Starting Total Qout= .oo cf s
Time Increment .0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
5 YR
5 YR
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
=
1. 88 cfs
1. 36 cfs
279.91 ft
1086 cu.ft
at
at
.1668 hrs
.4668 hrs
=====================================================
MASS BALANCE (cu.ft)
+ Initial Vol
+ HYG Vol IN =
-Infiltration
-HYG Vol OUT =
Retained Vol
0
2926
0
2926
0
Page 3.08
Unrouted Vol -1 cu.ft (.020% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
Type .... Pond Routing Summary
Name .... POND2-0RIF1 Tag: 50 YR
File .... H:\ENGINE-1\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
HYG Dir
Inflow HYG file
Outflow HYG file
Pond Node Data
Pond Volume Data
Pond Outlet Data
No Infiltration
LEVEL POOL ROUTING SUMMARY
= H:\ENGINE-l\WELLS--1\DRAINAGE\
NORWEST.HYG -Pond Inflow
NORWEST.HYG -P2-0l
Pond2-Chanl
= POND2
Vert.Circ.Orif.
INITIAL CONDITIONS
Starting ws Elev 278.50 ft
Starting Volume = 0 cu.ft
Starting Outflow .00 cfs
Starting Infiltr. .00 cfs
Starting Total Qout= .00 cf s
Time Increment .0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
50 YR
50 YR
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
2.62 cfs
1. 77 cfs
280.73 ft
1935 cu.ft
at
at
.1668 hrs
.5268 hrs
=====================================================
MASS BALANCE (cu.ft)
+ Initial Vol 0
+ HYG Vol IN = 4557
-Infiltration 0
HYG Vol OUT = 4557
-Retained Vol 0
Page 3.09
Unrouted Vol -1 cu.ft (.014% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
APPENDIX5
GRADING PLAN
<f '1'
COLLEGE STATI ON
DEVEL OPMENT PERMIT
PERMIT NO. 100018
DP-WELLS FARGO SW PKWY REMODEL
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
LOTS 1 & 2 BLOCK A
ASHFORD SQUARE SUBDIVISION
DATE OF ISSUE: 4/06/01
OWNER:
NORWEST BANK SOUTH CENTRAL
ATTN: MERVIN PETERS
BRYAN, TX 77805
SITE ADDRESS:
200 SOUTHWEST PKWY E
DRAINAGE BASIN: BEE CREEK
VALID FOR 12 MONTHS
CONTRACTOR:
TYPE OF DEVELOPMENT: FULL DEVELOPMENT PERMIT
SPECIAL CONDITIONS:
All construction must be in compliance with the approved construction plans
All trees must be barricaded, as shown on plans, prior to any construction . Any trees not barricaded will not count
towards landscaping points. Barricades must be 1' per caliper inch of the tree diameter.
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 development permit
application for the above named project and all of the codes and ordinances of the City of College Station that apply.
Date
L/-(,-V I
Owner/ Agent/Contractor Date
~-~
tOlllGl STATION
DEVELOPMENT PERMIT
PERMIT NO. 100018
DP-WELLS FARGO SW PKWY REMODEL
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
LOTS 1 & 2 BLOCK A
ASHFORD SQUARE SUBDIVISION
DATE OF ISSUE: 4/06/01
OWNER:
NORWESTBANKSOUTHCENTRAL
ATTN: MERVIN PETERS
BRYAN, TX 77805
SITE ADDRESS:
200 SOUTHWEST PKWY E
DRAINAGE BASIN: BEE CREEK
VALID FOR 12 MONTHS
CONTRACTOR:
TYPE OF DEVELOPMENT: FULL DEVELOPMENT PERMIT
SPECIAL CONDITIONS:
All construction must be in compliance with the approved construction plans
All trees must be barricaded, as shown on plans, prior to any construction. Any trees not barricaded will not count
towards landscaping points. Barricades must be l' per caliper inch of the tree diameter.
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 development permit
application for the above named project and all of the codes and ordinances of the City of College Station that apply.
Date
4:t,-V I
Owner/ Agent/Contractor Date
KLING ENGINEERING & SURVEYING
4103 Texas Avenue, Suite 212
Bryan, Texas 77802
TO
ATTENTION
WE TRANSMIT:
0 Under Separate Cover
}'(..Enclosed
VIA:
D Mail
i!LMessenger
0 Federal Express
D Lone Star Overnight
D UPS
0 Special Courier
"'"'
Consulting Engineers • Land Surveyors
Tel. 979/846-621 2
Fax 979/846-8252
DATE 0
PROJECT NO .
PROJECT NAME
REFERENCE
THE FOLLOWING:
0 Prints
D Copies
0 Originals
D Plat
D Field Notes
0 Plans
ft'.Beport
D Estimate
0 Cut Sheets
0 Computer Printout
D File
0 Contract
0 Other
ni::crR1PT1nN
FOR:
P.O. Box 4234
Bryan, Texas 77805
J!::;.-,our Review & Approval
0 Your Review & Comment
0 Your Rev i ew & Distribution
0 Your Review, Revision & Return
0 Your Signature & Return
0 Your File and/or Use
D As Requested By :
D Please Acknowledge Receipt of
Enclosures
0 Please Return Enclosures To
0 Copies Of This Letter Of Transmittal
Sent To:
-z_ /)l?A...t J..!fJr..~ p,,_ . .
If Enclosures Are Not As Noted ,
Please Notify Us At Once .
Signe ~f_
0 ,'.).1 09 /01 15 :47 '5'979 846 8252 KLI NG ENGINEE R IN _. ...... HOLSTER & ASSOC. ~004 er tll~o!o,9
q: f;5N'\
SUPPLEMENTAL DEVELOPl\fENT PERMIT INFORMATION
Applicalion is ha'cby made for the following development ~waterway altcntiom:
A/o IC./An!UJ"f Al.. 715/Z 14-770A/S
• design cnginccc/owncc, bcccby acknowledge or affirm that:
'The information and cooclusioos contained in the above plans and supporting docmoents comply with the current requirements of
the City of College Station, Texas City Code. Chapt.er 13 and its usociatM Drainage Policy and Design Standards.
>.. a condition of app~UU. pcrmi lication, I agree to construa the impnm:mcnta propoeed in thU application aocording to
these ts and · men t.er 13 of the College Station City Code.
'
~ /£' IJ/" Contractor
CERTIFICATIONS; (for proposed alterations within designated flood ba2'.3ld areas.)
A. I., certify that any nonresidential structure on cw propoaod to be oo this site as part
of this application Ui designated to prevent damage to the structure Or its contents as a result of flooding from the 100 year storm..
Engineer Date
B. I., certify that the finished floor elevation of the lowest floor. including any
basement, of any residential structure., proposed as part of this application is at or above the base flood elevation established in the
latest Federal Insurance Administration Flood Hazard Study and maps, as ameruled
Engineer Date
C. I. certify that the alterations or dovolopmeat CCJYered by this permit shall not
diminish the flood-canyi.ng capacity of the wa1Cl'W8)' adjoining or crossing this permitted site and that such alterations or
development an: consistent with requirements of the City of College Station City Code, Chapter 13 concerning eocroaclunents of
Ooodways and of .tloodway fringes.
Engineer Date
D. I, do certify that the proposed alterations do oot raise the level of the 100 year
flood above elevation established in the lat.est Federal Iosuranc.e .Administration Flood Ha7.ard Study.
Engineer Date
Conditions or comments as part of approval :---------------------------
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris
from construction, erosion, and sedimentation shall not be deposited in city streets. or existing drainage facilities.
~ hereby grant this permit for development. AU development shall be in accordance with the plans and specifications submittal ta
and approved by the City Engineer for the above named project. AU of the applicable codes and ordinances of the City of College
Station shall apply.
-
SITE PLAN APPUCATION
SITEAPP.DOC 03125199 '
3 a(] ~------)
_ -• ..,. \.i •V U/...'1'
SITE PLAN APPLICATION
MINIMUM SUBMITTAL REQUIREMENTS
_)( _ Site plan application completed in full.
-X: $100.00 Application Fee. =x: $100.00 Devclopmait Permit Application Fee. -=-$300.00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public
waterfui(; sewerline, sidewalk, street or drainage facilities is involved.) ±Ten (10) folded copies of site plan.
A copy of the attached site plan chcddist with all items checked off or a brief explanation as to why they ace not
chedccd of[
APPLICATION DATA
NAME OF PROJECT ~~w~+ Pciikw~) Re.1M.ode.. \ I ~Jd~~~h-l.0e\\~ t=ay-~f Sa~k..
ADDRESS '2CJC:J ~vutl-i ~est f'ci~kw.;;;;i'j E-a s-T
LEGAL DESCRIPTION Lo-ti ~ Q. 1 5\octs h. f A=s~i~on.:l ?:o"-'~~e. 0 u\;J\.y\si6h
APPLICANT (Primary Contact for the Project):
Name t1exy·M Fe-\-e.~? > ~e...l\<:. rciY-=jO 10;;.V\K
Street Address °&)OO E::,~ \':l ~<!.X'e.-c;..-\-Or. City --~~'<"'-Y+.;:)_....l.r\..._ _______ _
State "te~? Zip Code "17f?:XJ/L E-Mail Address · ~.e.~\Ji1r1. O.f"4eJ(c;. elJ.Je..ll~f"~
Phone Nwnber 4(q 11 (p ?20/ Fax Number q t'J I l tp 72 O ~
PROPERlYO
Name_..,~r=...:=-==~L-£...:..4~~-'-...a..J'-C---L....;:...._ ______ ......,,... __ __,,-------~
Street Address ~ 0 e £5 City --'-...:;_"'-'-~~'--.._...-------
State TA Zip Code 77~0 L_. E-Mail~ :; l 13'7.Eb
Phone Number IJ /(~776 ~_5«J,/7FaxNumber 9p76 -3 ZO ~
ARCHITECT OR ENGINEER'S INFORMATION:
Name l-bl-s+~I/ ~ A~«56C.\~ec;,. lKc:...
Street Address l&>o-r E..d.-s-\M:;;i.~k_ "6u.\'h~ .. l/..6c> City Col\~ ~+a·ho1.t1
State -re'f.:d:S ZipCode 1:--f~ E-MaiJAddress lf'~~@he(.;.\-ev-0 '\c..~.~'M
Phone Number .q74 ~? ~\"14 Fax Number 414 ~? 5-:2::>"10
OTIIER CONTAC1:'S (Please specify type of contact, i.e. project manager, potential buyer, local contact, etc.)
Name lShVl.~ t:.V\~tV1ee.r'ln~ i ?u\'9ve.c..;\V\') -E:.n~~Vl.ee\f
streeiAddress ?t\o=s Te.)<..:d? A;"el/\ue.. City -""'e=-v-"-4-+=:;;J'-'Yi:....:.._ ___ ____,,....----
st.ate Te:J(d<? Zip Code 11 l±JO')_ E-Mail Address 70\!eJJ-.'~\C~ e> ~ ll 0j · ~ VV\
Phone Number C!f14 &$4=l:> t.c:.'2..\'L FaxNumbcr '9tJ ~{p &/J.~'2
SITE PLAN APPLICATION
SCTEAPP.DOC Ol/25"99 . ,
l ofJ
,,,,, .
CURRENTZONJNG._~~~i'------~
PRESENT USE OF PROPERlY l-6 ~ i -E:.)<. \4 ::;-t\\I\; ES9'A k f .d C: \ \ ~ ~ ~
}_o{ tJ. -Yd Cci hf
PROPOSED USE OF PROPERlY
V ARIANCE(S) REQUESTED AND REASON(S)
#OF PAa'lKING SPACES REQUIRED ----'-'\ B=----#OF PARKING SPACES PROVIDED ...... Z:>=-~--
CJ MULTI-FAMILY RESIDENTIAL
Total Acreage----
Floodplain Acre.age __
Housing Units ___ _
# of 1 Bedroom Units
# of2 Bedroom Units.
# of3 Bedroom Units
# of 4 Bedroom Units
FOR 2 BEDROOM UNITS ONLY
--# Bedrooms ~ 132 sq. ft .
--# Bedrooms < 132 sq. ft .
CJ COMMERCIAL
Total Acreage l . 741 ;}C. •
Building Square Feet 4 1 ~\1-s..{.
Floodplain Acreage -0 -
The applicant has prepared this application and certifies that the facts stated herein and exhibits attached
hereto are true LDJL.~
SITE PLAN APPUCATION-.
Rllr.APP nor. n1n."llQQ
Date
2of3
"6-•
1.
2.
3.
SUBMIT APPLICATION AND THIS
LIST CHECKED OFF WITH 10
FOLDED COPIES OF SITE PLAN FOR REVIEW
SITE PLAN MINIMUM REQUIREMENTS
(ALL CITY ORDINANCES MUST BE MET)
INCLUDING BUT NOT LIMITED TO THE FOLLOWING:
Sheet size -24" x 36" (minimwn).
A key map (not necessarily to scale).
Title block to include:
~ Name, address, location, and legal description
~ Name, address, and telephone nwnber of applicant
~ Name, address, and telephone nwnber of developer/owner (if differs from applicant)
ij;(" Name, address, and telephone number of architect/engineer (if differs from applicant)
a. Date of submittal
E( Total site area
4 .
5 .
6 .
North arrow.
Scale should be largest standard engineering scale possible on sheet.
Ownership and current zoning of parcel and all abutting parcels.
Existine locations of the following on or adjacent to the subject site:
Streets and sidewalks (R.O .W.).
Driveways (opposite and adjacent per Driveway Ordinance 1961).
Buildings .
Water courses .
Show all easements clearly designating as existing and type (utility, access, etc.).
100 yr. floodplain and floodway (if applicable) on or adjacent to the proposed project site, note if there is
none on the site.
Utilities (noting size and designate as existing) within or adjacent to the proposed site, including building
transformer locations, above ground and underground service connections to buildings, and drainage inlets.
Meter locations.
Topography (2' max or spot elevations) and other pertinent drainage information. (If
plan has too much information, show drainage on separate sheet.)
Proposed location, type and dimensions of the following.:
Phasing. Each phase must be able to stand alone to meet ordinance requirements .
The gross square footage of all buildings and structures and the proposed use of each. If different uses are
to be located in a single building, show the location and size of the uses within the building . Building
separation is a minimum of 15 feet w/o additional fire protection.
Setbacks. Show building setbacks as outlined in Ordinance 1638 Zoning Ordinance, (Section 7, Table A).
Off-Street parking areas with parking spaces drawn, tabulated, and dimensioned . Minimwn parking space
is 9' x 20', or on a perimeter row 9' x 18' with a 2' overhang. Designate number of parking spaces
required by ordinance and provided by proposal .
Handicap parking spaces.
SITE PLAN CHECKLIST
.., rn:-r I( nnr o 1 n5199
I of3
,,. . .
NOTE:
0 9 .
10.
Parking Islands. Raised landscape islands, (6" raised curb) a minimum of 180 sq. ft . are required at both
ends of every parking row (greenspace area contiguous to the end island maybe applied toward the
required 180 sq. ft.). Additionally, 180 sq. ft. of landscaping for every 15 interior parking spaces must be
provided. All required islands must be landscaped or set with decorative pavers, or stamped dyed concrete
or other decorative materials as approved.
Drives. Minimum drive aisle width is 23' with head-in parking or 20' without parking.
Curb cuts . For each proposed curb cut (including driveways, streets, alleys, etc.) locate existing curb cuts
on the same opposite side of the street to determine separation distances between existing and proposed
curb cuts . Indicate driveway throat length as measured in the Driveway Ordinance. (See Ordinance 1961
for driveway location and design requirements.)
Security gates (show swing path and design specs with colors).
Sidewalks (both public and private). Sidewalks are required at time of development if property has frontage
on a street shown on the Sidewalk Master Plan or ifihe review staff determines the necessity. (Refer to
Section 10.2 of the Zoning Ordinance).
Medians. Show any and all traffic medians to be constructed on site.
Landscape Reserve. A twenty four foot setback from R.O.W. to curb of parking lot is required . Pavement
may encroach into this 24' reserve by up to 1134 square feet if streetscape requirement can still be met. In
no case may the pavement be less than 6' from the property line.
Common open spaces sites
Loading docks
Detention pond~
Guardrails
Retaining walls
All required and other types of fences (a 6' privacy fence is required between industriaVcommercial and
residential developments as well as between multi-family and single family developments).
Sites for solid waste containers with screening. Locations of dumpsters are accessible but not visible from
streets or residential areas. Gates are discouraged and visual screening is required. (Minimum 12 x 12 pad
required.)
Show all easements clearly designating as proposed and type (utility, access, etc.). If dedicated by separate
instrument list by volume and page.
Utilities (noting size and designate as proposed) within or adjacent to the proposed site, including building
transformer locations, above ground and underground service connections to buildings .
Meter locations (must be located in public R.O.W . or public utility easement.).
Proposed grading (l' max for proposed or spot elevations) and other pertinent drainage information . (If
plan has too much information, show drainage on separate sheet.)
Show proposed and existing fire hydrants. Fire hydrants must be located on the same side of a major street
as a project, and shall be in a location approved by the City Engineer. Any structure in any zoning district
other than R-1, R-lA, or R-2 must be within 300 feet of a fire hydrant as measured along a public street,
highway or designated fire lane.
Show fire department connections . FDC's should be within 150' of the fire hydrant. In no case shall they
be any further than 300' apart, and they shall be accessible from the parking lot without being blocked by
parked cars or a structure.
Show fire lanes. Fire lanes a minimum of 20 feet in width with a minimum height clearance of 14 feet must
be established if any porti<;m of the proposed structure is more than 150 feet from the curb line or pavement
edge of a public street or highway.
Fire hydrants must be operable and accepted by the City, and drives must have an all weather surface as
defined in the Zoning Ordinance Section 9 before a building permit can be issued .
Will building be sprinkled? Yes D No D
If the decision to sprinkle is made after the site plan has been approved, then the plan must be resubmitted.
Wheelstops may be required when cars overhang onto property not owned by the applicant or where
there may be conflict with handicap accessible routes or above ground utilities , signs or other conflicts .
SITE PLAN CHECKLIST -2 of3
_,.. .
12 .
Show curb and pavement detail. A 6" raised curb is required around all edges of all parts of all paved areas
without exception. (fo include island, planting areas, access ways, dumpster locations, utility pads, etc.)
Curb details may be found in the Zoning Ordinance Section 9 and alternatives to those standards must be
approved by the City Engineer . No exception will be made for areas designated as "reserved for future
arking" p .
Landscape plans as required in Section 11 of the Zoning Ordinance (See Ordinance# 1638.) The
landscaping plan can be shown on a separate sheet if too much information is on the original site plan .
If requesting protected tree points, then those trees need to be shown appropriately barricaded on
the landscape plan . Attempt to reduce or eliminate plantings in easements . Include information on the plans
such as:
cr1 required point calculations .
~ additional streetscape points required . Streetscape compliance is required on all streets larger than a
residential street .
0 calculations for # of street trees required and proposed (proposed street tree points will accrue toward total
landscaping points.)
0 proposed new plantings with points earned
0 proposed locations of new plantings
0 screening of parking lots
D screening of dumpsters, detention ponds, transformers, NC units, loading docks, propane tanks, utili ty
derriarcation point un buildings, or vt'l\:r areas pvtenticll;~ visuall y cffen.sive .
0 existing landscaping to remain
0 show existing trees to be barricaded and barricade plan . Protected points will only be awarded if
barricades are up before the first development permit is issued .
13 . Show irrigation system plan . (or provide note on how irrigation system requirement will be met prior to
issuance of C .O .) All plans must include irrigation systems for landscaping . Irrigation meters are separate
from the regular water systems for buildings and will be sized by city according to irrigation demands
submitted by applicant and must include backflow prevention protection.
14 .
15 .
16 .
Is there any landscaping in TxDOT R.O.W.?
If yes , then TxDOT permit must be submitted.
Will there be any utilities in TxDOT R.O .W . ?
If yes, then TxDOT permit must be submitted .
Will there be access from a TxDOT R.O .W .?
If yes, then TxDOT permit must be submitted .
Yes 0 No*
Yes 0 No ~
Yes 0 No~
A!Jl;i 17. The total number of multi-family buildings and units to be constructed on the proposed project site .
~;}/ft 18 . The density of dwelling units per acre of the proposed project.
t;!_~/it 19 . Provide a water and sanitary sewer legend to include water demands (minimum, maximum and average
7> cJ'iJ m1~1-{~ demands in gallons per minute} and sewer loadings (maximum demands in gallons per da y).
VW.~ t... F*Ci(..A.'t-'(~vfc.~
LEl_ 20 . Are there impact fees associated with this development? Yes 0 No ~
NOTE: Signs are to be permitted separately.
SITE PLAN CHECKL IST 3 of3
DRAINAGE REPORT
FOR
Wells-Fargo Bank, Southwest Parkway Remodel/Addition
Lotsl & 2, Block "A"
Ashford Square Subdivision
Morgan Rector Survey, A-46
College Station, Brazos County, Texas
30-March 2001
Ft Vl~W~ rOR .
\ CO~ll~I IANCE
APR 0 4 2001
COLLEGE SlAI 10N
ENGINEERING
~
DEVELOPED BY:
Wells-Fargo Bank
c/o Mr. Mervin Peters
3000 Briarcrest Dr.
Bryan, Texas 77802
(979) 776-3207
PREPARED BY:
Kling Engineering & Surveying
4103 Texas Avenue, Suite 212
Bryan, TX 77802
(979) 846-6212
DRAINAGE REPORT
for
Wells-Fargo Bank, Southwest Parkway Remodel/Addition
Lots1 & 2, Block "A"
Ashford Square Subdivision
Morgan Rector Survey, A-46
College Station, Brazos County, Texas
30-March, 2001
GENERAL LOCATION & DESCRIPTION:
The area to be developed consists of approximately 1. 5 acres within the Ashford Square Subdivision
(Lots 1 &2, Block "A'') located adjacent to the southeast side of Southwest Parkway approximately 700
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, lot 1 has an
exiting banking facility with associated drives, parking and landscaping. While lot 2 is vacant, there is an
existing section of concrete parking. 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 east and a strip shopping center to the west. Proposed
improvements include building renovations and a 3000 sf building addition 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 .
DRAINAGE DESIGN CRITERIA:
Due to the expected increase in runoff: detention will be provided. An analysis of existing conditions
was made to determine design constraints. The Rational Method was used to determine existing and
proposed development runoff rates from the site areas. Rational 'C' factors of0.25 for grassed areas and
0.90 for impervious areas were used . The ·project was analyzed with one drainage area under existing
development conditions and two drainage areas under proposed 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 existing conditions drainage area consists of the area within the bounds oflots 1 & 2 (refer to
Appendix 3, "Drainage Areas"). Existing conditions will be the basis for determination of the detention
requirement . There is no off-site runoff affecting this property. The following table summarizes the draina ge
area characteristics.
Drainage Area
Lots I & 2
Total Area
(acre)
1.5474
Avg.C
(pre)
0.66
(refer to Appendix 4, "Hydrologic Calculations" for computation)
T c
(Min)
IO
Table 1
Total existing conditions runoff rates for the various storm events are summarized in the following table .
Drainage Area Q2 Q5 QlO Q25 Q50 QlOO
(cf•) (cf1) (cf•) (cf•) (cf•) (cf•)
Lotsl&2 6.48 7 .88 8.85 I0.11 11.42 11.93
Table 2
(refer to Appendix 4, Hydrologic Calculations for computation)
PROPOSED CONDITIONS :
Under proposed conditions, the site is broken up into two drainage areas corresponding to site
drainage patterns (refer to Appendix 3, "Drainage Areas"). The following table summarizes proposed
development drainage area characteristics (refer to Appendix 4 "Hydrologic Calculation" for
computations).
Drainage Area
DA-I
DA-2
Total Area
(acre)
0.4682
1.0792
Avg. C
(post)
0 .84
0 .77
Tc
(Min)
IO
10
Description
consists of proposed
building, drive and parking
areas -drains to Deten. Pond
consists of existing &
proposed drive, parking,
building and grassed areas -
released undetained
Table 3
Total post-developed runoff rates for the various storm events are summarized in the following table .
Drainage Area Q2 QS QlO Q2S QSO QlOO
(cfs) (cfs) (cfs) (cf1) (cfs) (cf1)
DA-1 2 .50 3 .04 3.41 3.89 4.40 4 .59
DA-2 5.24 6.37 7 .15 8.17 9.23 9.64
Total 7 .74 9.41 10.56 12.06 13 .63 14 .23
Table 4
(refer to Appendix 4, Hydrologic Calculations for computation)
DETENTION:
Attenuation of the expected increase in stormwater runoff will be achieved within the proposed
concrete detention pond (refer to Appendix 5, "Grading Plan" for site elevations). Required attenuation fo r
each storm event was determined by finding the difference in existing -vs-proposed development peak
runoff rates . The following table summarizes detention requirements of the storm events analyzed .
STORM RETURN
CONDITION Q2 QS QlO Q2S QSO QlOO
(cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
EXISTING 6.48 7.88 8.85 10.11 11.42 11.93
PROPOSED 7 .74 9.41 10 .56 12.06 13.63 14 .23
REQUIRED 1.26 1.53 1.71 1.95 2 .21 2 .30 ATTENUATION
Table 5
(See Appendix 4 , "Hydrologic Calculations" for computation)
Drainage area DA-2 will be released from the site undetained with drainage patterns consistent with existing
conditions. The peak runoff rate for the site, including the released areas, will be less than or equal to the
existing conditions peak runoff rate. To determine allowable release rates from the detention pond, the
undetained site runoff was subtracted from the existing conditions peak runoff rate as follows:
QPond = Qexist -QDA2
Results for allowable pond outflow calculations are tabulated below.
STORM RETURN
AREA/CONDITION
Q2 QS QlO Q2S QSO QlOO
(cf•) (cf•) (cfs) (cfs) (cf•) (cfs)
EXISTING 6.48 7.88 8 .85 10.11 11.42 11.93
DA-2 (proposed) 5.24 6 .37 7 .15 8.17 9 .23 9 .64
ALLOW ABLE POND 1.24 1.51 1.70 1.94 2.19 2.29 OU1FLOW
Table 6
The detention pond will be a 2'-7" to 3'-2" deep, vertical walled concrete structure. The outlet structure for
the pond will consist of a 6" diameter circular orifice at elevation 278.5 with an emergency overflow weir
2'-IOW' above the orifice flowline at elevation 281.37 (refer to Appendix 5, "Grading Plan" for graphical
representation). The following table summarizes peak site runoff including pond discharges for the various
design storm events.
STORM RETIJRN
DRAINAGE AREA 2YR 5YR fOYR 25YR 50YR IOOYR.
DA-2 5.24 6.37 7 .15 8.17 9.23 9.64 (cfs)
Pond -Peak Outflow I 1.18 I 1.36 I 1.48 I 1.62 I 1.77 I 1.82 I Peak Water Surface Elev. 279.63 279.91 280 .13 280.41 280 .73 280 .84 (cfs I ft)
Total Site Peak Runoff 6 .42 7.73 8.63 9.79 11.00 11.46 (cfs)
Existing Conditions 6.48 7.88 8.85 10 .11 11.42 11.93 (cfs)
Attenuation Achieved : ./ ./ ./ ./ ./ ./
Table 7
(Refer to Appendix 4, "Hydrologic Calculations" for computation)
Peak pond water surface elevation at the 100 year event (280.84) will leave approximately 6" offreeboard
from the emergency overflow weir. Total post-developed runoff rates leaving the site are kept at or below
existing conditions .
CONCLUSIONS:
Storm water runoff from the site will be released at or below existing conditions runoff rates. Detention of
excess stormwater will be accomplished within the design detention pond area. No adverse effects are
expected to upstream or downstream properties or structures.
"I hereby certify that this report for the drainage design of Wells-Fargo Bank, Southwest Parkway
Remodel/ Addition -Lots I & 2, Block "A" 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" _,.,,...:.F~\ · · -~ o rE'""°~'• f4·..,.·~ ..... ~ .... '* .~ ~ -,~.,,. [~ t.L-. .... -... ---1~~
B. J. KLING ..J
~~: ·-·M···-,· ~ /1 El /
~-, . .~~
APPENDICES
1)
2)
3)
4)
5)
General Location Map
Flood Insurance Rate Map -F.E .M.A.
Drainage Area Maps
Hydrologic Calculations
Grading Plan
H:\Engineering Projects\WeHs-Fargo Bank\drainage report.wpd
APPENDIX I
GENERAL LOCATION MAP
N.T.S.
GEJ\JERAL LOCATJOJ\J JYJAP
'
APPENDIX2
FLOOD INSURANCE RATE MAP -F.E.M.A.
APPENDIX4
HYDROLOGIC CALCULATIONS
RUN-OFF COEFFICIENT (C-VALUE) CALCULATIONS
C-VALUES
GRASS 0.25
IMP ERV 0.90
AREA in Acres
EXISTING GRASS IMPERV
LOTS 1&2 0 .5659 0 .9815
PROPOSED LOTS 1&2
DA-1 0 .0411 0.4271
DA-2 0.2204 0.8588
TOTAL : 0.2615 1.2859
PEAK FLOW CALCULATION s
TC C-VALUE AREA
~E-x.1s_T1_N_G.__.,_.m_in•~•"""+-----.....,....-• c)
LOTS 1&2 10.000
PROPOSED LOTS 1&2
DA-1
DA-2
TOTAL:
10.00
10.00
0 .66
0 .84
o.n
where: Q • C-Value •AIM • I
1 . 547
2 0.468
1.0 792
1.54 74
TOTAL C-.t.VE
1.5474 0.66
0 .4682 0.84
1.0792 o.n
1.5474 0.79
Q2 Q5
(cfs) (cfs)
6.48 7.88
2 .50 3.04
5 .24 6.37
7.74 9.41
DETENTION REQUIREMENT CALCULATIONS
Q2 Q5 10 Q25 Q50
cfs cfs •) (cfs) (cfs)
EXISTING 6.48 7 .88 85 10.11 11.42
OSED LOTS 1&2
DA-1 2 .50 3.04 3. 41 3 .89 4 .40
DA-2 5 .24 6.37 7. 15 8 .17 9.23
TOTAL: 7 .74 9.41 10 .56 12 .06 13.63
REQ. 1.26 1.53 1. 71 1.95 2.21
Q10
(cfs)
8.85
3 .41
7.15
10.56
Q100
(cfs)
11.93
4 .59
9.64
14.23
2.30
ALLOWABLE POND OUTFLO W CALCULATIONS
10 Q25 Q50 Q100
1) (cfs) (cfs) (cfs)
B5 10.11 11 .42 11 .93
15 8.17 9 .23 9 .64
ALLOW 1.24 1.51 1.7 0 1.94 2.19 2 .29
where : ALLOW. • PRE -(DA-2)
FINAL SITE RUNOF F TABULATION
DA Q2 Q5 Q1 0 Q25 Q50 Q100
EXISTING 6.48 7.88 8 .85 10.11 11.42 11 .93
PROPOSED
DA-2 5.24 6 .37 7 .1 5 8.17 9 .23 9 .64
POND 1.18 1.36 1.48 1.62 1.n 1.82
TOTAL: 6.42 7.73 8.63 9 .79 11 .00 11.46
% ATTEN. 100 100 100 100 100 100
-
Q25 Q50 Q100
(cfs) (cfs) (cfs)
10.11 11.42 11 .93
3.89 4.40 4.59
8.17 9.23 9.64
12.06 13.63 14.23
Tc min
PRE 10.00
POST 10.00
INTENSITY C ALCULATIONS
BRAZO
CONSTANTS
S COUNTY
FOR IDF CURVES
FREQ e b d
2 0.806 65 8.0
5 0.785 76 8.5
10 0 .763 80 8.5
25 0.754 89 8.5
50 0.745 98 8 .5
100 0.730 96 8.0
INTENSITY =b/(Tc+d)Ae
FREQ
2 5 10 25
6.33 7.69 8 .63 9 .86
6 .33 7.69 8.63 9.86
-
50 100
11.15 11.64
11.15 11.64
Job File: H:\ENGINE-l\WELLS--1\DRAINAGE\NORWEST.PPK
Rain Dir: C:\HAESTAD\PPK6\UTIL\
==========================
JOB TITLE
==========================
Norwest I Wells Fargo Bank Expansion
Lots 1 & 2, Block A, Ashford Square Subdivision
College Station, Brazos County, Texas
Morgan Rector Survey, A-46
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
Table of Contents i
Table of Contents
*********************** POND VOLUMES ***********************
POND2 ........... Vol: Planimeter . . . . . . . . . . . . . . . . . . . . 1. 01
******************** OUTLET STRUCTURES .*********************
VERT.CIRC.ORIF. Outlet Input Data ................. .
Composite Rating Curve ............ .
2.01
2.03
*********************** POND ROUTING ***********************
POND2-0RIF1 ..... Pond E-V-Q Table ................... 3 .01
POND2-0RIF1 ..... 10 YR
Pond Routing Summary ............... 3.04
POND2-0RIF1. .... 100 YR
Pond Routing Summary ............... 3.05
POND2-0RIF1. .... 2 YR
Pond Routing Summary ............... 3.06
POND2-0RI Fl ..... 25 YR
Pond Routing Summary ............... 3.07
POND2-0RIF1 ..... 5 YR
Pond Routing Summary ............... 3 .08
POND2-0RIF1 ..... so YR
Pond Routing Summary ............... 3.09
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
Type .... Vol: Planimeter
Name .... POND2
File .... H:\ENGINE-l\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... Pond 2
POND VOLUME CALCULATIONS
Planimeter scale: 1.00 ft/in
Elevation
(ft)
278.50
278.60
278.75
279.00
279.25
279.50
279.75
280.00
280.25
280.50
280.75
281. 00
281.25
281.30
Planimeter
(sq.in)
.000
72. 760
331.660
768.010
1047.290
1047.290
1047.290
1047.290
1047.290
1047.290
1047.290
1047.290
1047.290
1047.290
Area Al+A2+sqr(Al*A2)
(acres) (acres)
.0000 .0000
.0017 .0017
.0076 .0129
.0176 .0368
.0240 .0623
.0240 . 0721
.0240 . 0721
.0240 .0721
.0240 . 0721
.0240 . 0721
.0240 . 0721
.0240 . 0721
.0240 . 0721
.0240 . 0721
POND VOLUME EQUATIONS
Volume
(cu.ft)
0
2
28
134
226
262
262
262
262
262
262
262
262
52
Page 1.01
Volume Sum
(cu.ft)
0
2
30
164
390
652
914
1176
1437
1699
1961
2223
2485
2537
* 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: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
Type .... Outlet Input Data
Name .... VERT.CIRC.ORIF.
File .... H:\ENGINE-l\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... 6" Vertical Circular Orifice
REQUESTED POND WS ELEVATIONS:
Min. Elev.=
Increment =
Max. Elev.=
278.80 ft
.OS ft
281. 30 ft
**********************************•***********
OUTLET CONNECTIVITY
**********************************************
---> Forward Flow Only (Upstream to DnStream)
<---Reverse Flow Only (DnStrearn to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall El, ft
Orifice-Circular 1 ---> TW 278.500
TW SETUP, DS Channel
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10
Page 2.01
E2, ft
281.300
Date: 03-30-2001
Type ...• Outlet Input Data
Name .... VERT.CIRC.ORIF.
File .... H:\ENGINE-1\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... 6" Vertical Circular Orifice
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
# of Openings
Invert Elev.
Diameter
Orifice Coeff.
Structure ID
Structure Type
= 1
= Orifice-Circular
= TW
1
278.50 ft
.5000 ft
.800
= 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. Q tolerance .10 cfs
Max. Q tolerance .10 cfs
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10
Page 2.02
Date: 03-30 -2 001
Type .... Composite Rating Curve Page 2.03
Name .... VERT.CIRC.ORIF.
File .... H:\ENGINE-1\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... 6" Vertical Circular Orifice
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
------------------------Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
-------------------------------------------------
278.50 .00 Free Outfall None contributing
278.80 .19 Free Outfall 1
278. 85 .25 Free Outfall 1
278.90 .32 Free Outfall 1
278.95 .38 Free Outfall 1
279.00 .63 Free Outfall 1
279.05 . 69 Free Outfall 1
279.10 .75 Free Outfall 1
279.15 .80 Free Outfall 1
279.20 .85 Free Outfall 1
279.25 .89 Free Outfall 1
279.30 .93 Free Outfall 1
279.35 .98 Free Outfall 1
279.40 1. 02 Free Outfall 1
279.45 1. 05 Free Outfall 1
279.50 1. 09 Free Outfall 1
279.55 1.13 Free Outfall 1
279.60 1.16 Free Outfall 1
279.65 1.20 Free Outfall 1
279.70 1. 23 Free Outfall 1
279.75 1. 26 Free Outfall 1
279.80 1.29 Free Outfall 1
279.85 1. 32 Free Outfall 1
279.90 1. 35 Free Outfall 1
279.95 1. 38 Free Outfall 1
280.00 1. 41 Free Outfall 1
280.05 1. 44 Free Outfall 1
280.10 1. 46 Free Outfall 1
280.15 1. 49 Free Outfall 1
280.20 1. 52 Free Outfall 1
280.25 1. 54 Free Outfall 1
280.30 1. 57 Free Outfall 1
280.35 1. 59 Free Outfall 1
280.40 1. 62 Free Outfall 1
280.45 1. 64 Free Outfall 1
280.50 1. 67 Free Outfall 1
280.55 1. 69 Free Outfall 1
280.60 1. 71 Free Outfall 1
280.65 1. 74 Free Outfall 1
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver : 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
Type .... Composite Rating Curve Page 2.04
Name .... VERT.CIRC.ORIF.
File .... H:\ENGINE-l\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... 6" Vertical Circular Orifice
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
Elev. Q
ft cfs
TW Elev
ft
Converge
Error
+/-ft Contributing Structures
280.70
280.75
280.80
280.85
280.90
280.95
281. 00
281. 05
281.10
281.15
281. 20
281.25
281.30
1. 76
1. 78
1. 80
1. 83
1. 85
1. 87
1. 89
1. 91
1. 93
1. 95
1. 97
1. 99
2.01
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
1
1
1
1
1
1
1
1
1
1
1
1
1
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
Type .... Pond E-V-Q Table
Name .... POND2-0RIF1
File .... H:\ENGINE-1\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
LEVEL POOL ROUTING DATA
HYG Dir H:\ENGINE-1\WELLS--1\DRAINAGE\
Inflow HYG file = NORWEST.HYG Pond Inflow 10 YR
Outflow HYG file = NORWEST.HYG -P2-0l 10 YR
Pond Node Data Pond2-Chanl
Pond Volume Data = POND2
Pond Outlet Data = Vert.Circ.Orif.
No Infiltration
INITIAL CONDITIONS
Starting WS Elev 278.50 ft
Starting Volume = 0 cu.ft
Starting Outflow .00 cfs
Starting Infiltr. = .oo cf s
Starting Total Qout= .00 cfs
Time Increment .0200 hrs
Elevation Outflow Storage Area Infilt. Q Total
ft cfs cu.ft acres cf s cfs
Page 3.01
2S/t + 0
cfs
------------------------------------------------------------------------------
278.50 .00 0 .0000 .00 .00 .oo
278.80 .19 49 .0093 .00 .19 1. 54
278.85 .25 71 . 0111 .00 .25 2.22
278.90 .32 97 .0131 .00 .32 3.02
278.95 .38 128 .0153 .00 .38 3.95
279.00 .63 164 .0176 .00 . 63 5.19
279.05 .69 204 .0188 .00 .69 6.35
279.10 .75 246 .0201 .00 .75 7.58
279.15 .80 291 . 0214 .00 .80 8.89
279.20 .85 339 .0227 .00 .85 10.27
279.25 .89 390 .0240 .00 .89 11. 73
279.30 .93 442 .0240 .00 .93 13.23
279.35 .98 495 .0240 .00 .98 14. 72
279.40 1. 02 547 .0240 .00 1. 02 16.22
279.45 1. 05 600 .0240 .00 1. 05 17. 71
279.50 1. 09 652 .0240 .00 1. 09 19.20
279.55 1.13 704 .0240 .00 1.13 20.69
279.60 1.16 757 .0240 .00 1.16 22.18
279.65 1.20 809 .0240 .00 1.20 23.67
279.70 1.23 861 .0240 .oo 1.23 25.16
279.75 1.26 914 .0240 .00 1.26 26.64
279.80 1.29 966 .0240 .00 1.29 28.13
279.85 1. 32 1018 .0240 .oo 1. 32 29.61
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
Type .... Pond E-V-Q Table
Name .... POND2-0RIF1
File .... H:\ENGINE-l\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
LEVEL POOL ROUTING DATA
HYG Dir H:\ENGINE-1\WELLS--1\DRAINAGE\
Inflow HYG file NORWEST.HYG Pond Inflow 10 YR
Outflow HYG file = NORWEST.HYG -P2-0l 10 YR
Pond Node Data
Pond Volume Data
Pond Outlet Data
Pond2-Chanl
POND2
Vert.Circ.Orif.
No Infiltration
INITIAL CONDITIONS
Starting WS Elev
Starting Volume
Starting Outflow
Starting Infiltr.
Starting Total Qout=
Time Increment =
278.50 ft
0 cu.ft
.00 cfs
.00 cfs
.00 cfs
.0200 hrs
Elevation
ft
Outflow
cfs
Storage
cu.ft
Area
acres
279.90
279.95
280.00
280.05
280.10
280.15
280.20
280.25
280.30
280.35
280.40
280.45
280.50
280.55
280.60
280.65
280.70
280.75
280.80
280.85
280.90
280.95
281. 00
1. 35
1. 38
1. 41
1. 44
1. 46
1. 49
1. 52
1. 54
1. 57
1. 59
1. 62
1. 64
1. 67
1. 69
1. 71
1. 74
1. 76
1. 78
1. 80
1. 83
1. 85
1. 87
1. 89
1071
1123
1176
1228
1280
1333
1385
1437
1490
1542
1594
1647
1699
1752
1804
1856
1909
1961
2013
2066
2118
2170
2223
.0240
.0240
.0240
.0240
.0240
.0240
.0240
.0240
.0240
.0240
.0240
.0240
.0240
.0240
.0240
.0240
.0240
.0240
.0240
.0240
.0240
.0240
.0240
Infilt.
cf s
.00
.00
.00
.00
.oo
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
S/N: HOMOL0895545 Kling Engineering & Surveying
Q Total
cf s
1.35
1. 38
1. 41
1. 44
1. 46
1. 49
1. 52
1. 54
1. 57
1. 59
1. 62
1. 64
1. 67
1. 69
1. 71
1. 74
1. 76
1. 78
1. 80
1. 83
1. 85
1. 87
1. 89
Page 3.02
2S/t + 0
cfs
31.10
32.58
34.06
35.55
37.03
38.51
39.99
41. 47
42.95
44.43
45.91
47.39
48.87
50 .35
51. 82
53.30
54.78
56.26
57 .73
59.21
60 .68
62.16
63.64
Pond Pack Ver: 8-01 -98 (61) Compute Time: 09:33:10 Date: 03-30 -2001
Type .... Pond E-V-Q Table
Name .... POND2-0RIF1
File .... H:\ENGINE-l\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
LEVEL POOL ROUTING DATA
HYG Dir
Inflow HYG file
Outflow HYG file
= H:\ENGINE-1\WELLS--1\DRAINAGE\
NORWEST.HYG -Pond Inflow
NORWEST.HYG -P2-0l
Pond Node Data Pond2-Chanl
Pond Volume Data = POND2
Pond Outlet Data Vert.Circ.Orif.
No Infiltration
INITIAL CONDITIONS
Starting WS Elev
Starting Volume =
Starting Outflow =
Starting Infiltr.
Starting Total Qout=
Time Increment
278.50 ft
0 cu.ft
.00 cfs
.00 cfs
.00 cfs
.0200 hrs
Elevation
ft
Outflow
cfs
Storage
cu.ft
Area
acres
281. 05
281.10
281.15
281. 20
281.25
281. 30
1. 91
1. 93
1. 95
1. 97
1. 99
2.01
2275
2328
2380
2432
2485
2537
.0240
.0240
.0240
.0240
.0240
.0240
Infilt.
cfs
.00
.00
.00
.00
.00
.00
S/N: HOMOL0895545 Kling Engineering & Surveying
10 YR
10 YR
Q Total
cfs
1. 91
1. 93
1. 95
1. 97
1. 99
2.01
Page 3.03
2S/t + 0
cfs
65.11
66.59
68.06
69.54
71. 01
72 . 49
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
Type .... Pond Routing Summary
Name .... POND2-0RIF1 Tag: 10 YR
File .... H:\ENGINE-l\WELLS--1\DRAINAGE\NORWEST .PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
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
H:\ENGINE-l\WELLS--1\DRAINAGE\
NORWEST.HYG -Pond Inflow 10 YR
NORWEST.HYG -P2-0l 10 YR
Pond2-Chanl
POND2
Vert.Circ.Orif.
= 278.50 ft
0 cu.ft
.00 cfs
.00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
MASS BALANCE (cu.ft)
+ Initial Vol
+ HYG Vol IN =
-Infiltration
-HYG Vol OUT
-Retained Vol
2.05 cfs
1. 48 cfs
280.13 ft
1308 cu.ft
0
3437
0
3436
0
at
at
.1668 hrs
.5068 hrs
Page 3.04
Unrouted Vol -1 cu.ft (.022% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
Type .... Pond Routing Summary
Name .... POND2-0RIF1 Tag: 100 YR
File .... H:\ENGINE-l\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
HYG Dir =
Inf low 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
H:\ENGINE-1\WELLS--1\DRAINAGE\
NORWEST.HYG -Pond Inflow
NORWEST.HYG -P2-0l
Pond2-Chanl
POND2
Vert.Circ.Orif.
278.50 ft
0 cu.ft
= .oo cfs
.oo cfs
Starting Total Qout= .00 cfs
Time Increment .0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
100 YR
100 YR
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
=
2.68 cfs
1. 82 cfs
280.84 ft
2054 cu.ft
at
at
.1668 hrs
.5468 hrs
=====================================================
MASS BALANCE (cu.ft)
+ Initial Vol =
+ HYG Vol IN =
-Infiltration
-HYG Vol OUT
Retained Vol
Unrouted Vol
0
4827
0
4826
0
-1 cu.ft (.012% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0895545 Kling Engineering & Surveying
Page 3.05
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
Type .... Pond Routing Summary
Name .... POND2-0RIF1 Tag: 2 YR
File .... H:\ENGINE-1\WELLS--l\DRAINAGE\NORWEST.PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
LEVEL POOL ROUTING SUMMARY
HYG Dir H:\ENGINE-1\WELLS--1\DRAINAGE\
Inf low HYG file NORWEST.HYG -Pond Inflow 2 YR
Outflow HYG file = NORWEST.HYG -P2-0l 2 YR
Pond Node Data Pond2-Chanl
Pond Volume Data POND2
Pond Outlet Data = Vert.Circ.Orif.
No Infiltration
INITIAL CONDITIONS
Starting ws Elev 278.50 ft
Starting Volume 0 cu.ft
Starting Outflow .00 cfs
Starting Infiltr. .00 cfs
Starting Total Qout= .00 cf s
Time Increment .0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inf low
Peak Outflow
Peak Elevation
Peak Storage =
1. 58 cfs
1.18 cfs
279.63 ft
788 cu.ft
at
at
.1668 hrs
.4268 hrs
=====================================================
MASS BALANCE (cu.ft)
+ Initial Vol
+ HYG Vol IN
-Infiltration =
HYG Vol OUT =
Retained Vol
0
2277
0
2277
0
Page 3.06
Unrouted Vol -1 cu.ft (.026 % of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30 -2 001
+
+
-
-
Type .... Pond Routing Summary
Name .... POND2-0RIF1 Tag: 25 YR
File .... H:\ENGINE-1\WELLS--l\DRAINAGE\NORWEST.PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
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
H:\ENGINE-l\WELLS--1\DRAINAGE\
NORWEST.HYG Pond Inflow 25 YR
NORWEST.HYG -P2-0l 25 YR
Pond2-Chanl
POND2
Vert.Circ.Orif.
278.50 ft
0 cu.ft
= .00 cf s
.00 cf s
Starting Total Qout= .00 cfs
Time Increment .0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
=
2.30 cfs
1. 62 cfs
280.41 ft
1603 cu.ft
at
at
.1668 hrs
.5268 hrs
=====================================================
MASS BALANCE (cu.ft)
Initial Vol 0
HYG Vol IN = 4006
Infiltration 0
HYG Vol OUT 4005
Retained Vol 0
----------
Page 3.07
Unrouted Vol = -1 cu.ft (.017% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30-2001
Type .... Pond Routing Summary
Name .... POND2-0RIF1 Tag: 5 YR
File .... H:\ENGINE-1\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
LEVEL POOL ROUTING SUMMARY
HYG Dir
Inflow HYG file
Outflow HYG file
= H:\ENGINE-l\WELLS--1\DRAINAGE\
NORWEST.HYG Pond Inflow
NORWEST.HYG -P2-0l
Pond Node Data
Pond Volume Data =
Pond Outlet Data
No Infiltration
INITIAL CONDITIONS
Starting ws Elev
Starting Volume
Starting Outflow
Starting Infiltr.
Pond2-Chanl
POND2
Vert .Circ.Orif.
278.50 ft
0 cu.ft
.00 cfs
.00 cf s
Starting Total Qout= .00 cf s
Time Increment .0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
5 YR
5 YR
=====================================================
Peak Inflow
Peak Outflow
Peak Elevation
Peak Storage =
1.88 cfs
1. 36 cfs
279 .91 ft
1086 cu.ft
at
at
.1668 hrs
.4668 hrs
=====================================================
MASS BALANCE (cu.ft)
+ Initial Vol
+ HYG Vol IN =
-Infiltration
-HYG Vol OUT
-Retained Vol
0
2926
0
2926
0
Page 3.08
Unrouted Vol = -1 cu.ft (.020% of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09 :33 :10 Date : 03-30 -2001
+
+ -
-
-
Type .... Pond Routing Sununary
Name .... POND2-0RIF1 Tag: 50 YR
File .... H:\ENGINE-l\WELLS--1\DRAINAGE\NORWEST.PPK
Title ... Pond 2 w/ Rectangular Channel 1 Configuration
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
H:\ENGINE-l\WELLS--1\DRAINAGE\
NORWEST.HYG -Pond Inflow 50 YR
NORWEST.HYG -P2-0l 50 YR
Pond2-Chanl
POND2
Vert.Circ.Orif.
278.50 ft
= 0 cu.ft
.00 cfs
.00 cf s
Starting Total Qout= .00 cfs
Time Increment .0200 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
=====================================================
Peak Inf low
Peak Outflow
Peak Elevation
Peak Storage =
2. 62 cfs
1. 77 cfs
280.73 ft
1935 cu.ft
at
at
.1668 hrs
.5268 hrs
=====================================================
MASS BALANCE (cu.ft)
Initial Vol = 0
HYG Vol IN 4557
Infiltration 0
HYG Vol OUT 4557
Retained Vol 0
----------
Page 3.09
Unrouted Vol = -1 cu.ft (.014 % of Inflow Volume)
WARNING: Inflow hydrograph truncated on left side.
S/N: HOMOL0895545 Kling Engineering & Surveying
Pond Pack Ver: 8-01-98 (61) Compute Time: 09:33:10 Date: 03-30 -2001
APPENDIX5
GRADING PLAN