HomeMy WebLinkAboutDrainage ReportDRAINAGE REPORT
FOR
BRIDGEWOOD SUBDIVISION
PREPARED FOR:
BCS D EVELOPMENT C o .
4090 S TATE HWY 6 SOUTH
C OLLEGE S TATION, TX 77845
979-690-1222
April 2014
Revised June 2014
MBESI No. 10530014
McCLU R E & B RO WNE ENG I NEERI NG/SUR VEY I NG, I NC.
1008 Woodcreek Dr .. Suite 103 · College Station. T x. 77845 · (979) 693-3838 Engineer Reg. No. F-458
Survey Reg. No. 101033-00
Bridgewood Subdivision
Stormwater Management Technical Design Summary Report
MEES! No. I 053-0014
PART 1 -Executive Summarv Report
Section l -Contact Information
Proj ect Designer: McClure and Browne Engineering and Surveying, Inc.
1008 Woodcreek Drive, Suite 103
College Station, TX 77845
979-693-3838
Project Developer: BCS Development Co.
College Station, TX 77845
(979)690-1222
Submittal Date: April 2014 -Original
June 20 14 -Revised
Section 2 -General Information and Project Location
The Bridgewood Subdivision is a master planned community to be constructed in south Coll ege
Station. The total area of the development is approximately 61 acres with a tota l of 120 planned lots.
The plan is based on the currently approved Preliminary Plan for this development.
Section 3 -Project Locati on
The Bridgewood Subdivision is located in south Coll ege Station near the intersection of Barron
Road and William D. Fitch Pkwy. The entire site is located withi n the city limits of College Station.
The site is within th e Spring Creek Drainage Basin. No portion of the site is shown be within the
100-year floodplain per FEMA Firm Map #48041C0325E dated May 16, 2012.
Section 4 -Hydraulic Characteristics
The project site is mostly trees and underbrush with the heaviest concentrations along the creek.
Spring Creek runs through the middle of the site and the entire development drains to it. There is an
existing TxDOT drainage easement for th e Hwy 40 bridge that extend s into this property.
Section 5 -Stormwater Management
Stormwater will be conveyed by curb and gutter to recessed inlets within the streets. The
stormwater w ill be di scharged directly into the existing creek or one of the proposed detention ponds.
Proper end treatments and riprap stabilization will be used to prevent erosion.
Stormwater Management Technical Design Summary Report
Bridgewood Subdivision
The detention ponds will be designed as retention type ponds with a constant water level. The
upper pond is much larger and provides the bulk of the detention storage. The connection between the
two ponds wi ll be designed as a 'water fall' feature that will have a constant stream of water. The
channel will be concrete lined with river rock grouted into the concrete.
Pond #1
Water Surface Elevation = 307.0
Top of Berm = 312 .0
Spillway= 20' Trapezoidal Concrete
Max Storage Volume= 9.9 ac-ft
100-year Volume = 8.3 ac-ft
--
Pond #2
Water Surface Elevation= 305.0
Top of Berm= 312.0
Spi llway= 20' Trapezoid Concrete
Max Storage Volume = 1.2 ac-ft
100-yearVolume = 0.7 ac-ft
--
Detention Pond Analysis
Pond #1 Pond #2
Storm Q (cfs) W.S. Ve locity Q (cfs) w.s. Velocity
Event Elevation Exiting (fps) Elevation Exitin g (fps)
2-year 152.6 308.8 3.12 152.6 306.6 3.6
5-year 257.3 309.6 3.24 257.2 307.3 3.83
l 0-year 352 310.2 3.28 351.9 307.8 4.03
25-year 422.1 310.7 3.35 422 308.2 4.02
50-year 486.1 311 3.38 486.1 308.5 4.08
l 00-year 558.8 311.4 3.4 558.8 308.8 4.18
Study Point A Analysis
Storm Event Ex. Point A (cfs) Prop. Point A (cfs)
2-year 186.3 171.6
5-year 325 . l 291.1
10-year 447.l 397.1
25-year 538 475.5
50-year 621.3 546.4
100-year 721.9 633.2
Section 6 -Coordination and Permitting:
No coordination or permitting is required for this development beyond the City of Co ll ege
Station.
Storm water Management Technical Design Summary Report
Bridgewood Subdivision
2
Secti on 7 -Reference
Report
Exhib it A
Exh ibit B
Exhib it C-1
Exh ibit C-2
Exh ibit C-3
Exhibit C-4
Exhibit C-5
Exh ibit D-1
Exhibit E-1
Exhibit E-2
Exhibit F
Technical Des ign Summary Report
Drainage Area Map (HEC-HMS)
Drainage Area Map (Storm Drain)
Rational Formu la Dra inage Area Calculations
Inlet Computations
Pipe Size Calculat ions
l 0-year Hydrau lic Grade Line Calculations
100-year Hydraulic Grade Line Calcul ations
Drainage Area Parameters
Retenti on Pond #1 Design Calcul ations
Retenti on Pond #2 Design Calculations
HEC-HMS Results
Storm water Management Technical Design Summary Report
Bridgewood Subdivision
3
2-Y ear Results
Project: 2014 Detention 2 Simulation Run: 2 Year
Start of Run: 30Jan2007, 00:00
End of Run: 31Jan2007, 00:30
Compute Time: 08Apr2014, 15: 15:28
Basin Model : Bridgewood
Meteorologic Model: 2 Year
Control Specifications: Control 1
Show Elements: [All Elements ... j Volume Units: 'Q'I IN C) AC-FT Sorting: [Hydrologic ... J
Hydrologic Drainage Area Peak Discharge Time of Peak Volume
Element (t-112) (CFS) (IN)
Ex Culvert 1 0.2469 118.0 30Jan2007, 13: 10 2.17
Existing Bypass 1 0.0700 54.3 30Jan2007, 12:28 2.05
Ex Culvert 2 0.0578 48.3 30Jan2007, 12:32 2.37
Existing Pond Area 0.0300 26.8 30Jan2007, 12:22 2.15
Ex Pt A 0.4047 192.9 30Jan2007, 12:38 2.18
Prop Culvert 1 0.2469 118.0 30Jan2007, 13: 10 2.17
Culvert 1 Routing 0.2469 117.7 30Jan2007, 13: 12 2.17
Prop Culvert 2 0.0578 48.3 30Jan2007, 12:32 2.37
Culvert 2 Routing 0.0578 42.6 30Jan2007, 12:42 2.34
Proposed Pond Area 0.0300 44.2 30Jan2007, 12:20 3.83
Wet Pond 1 0.3347 152.6 30Jan2007, 13: 10 2.34
Wet Pond 2 0.3347 152.6 30Jan2007, 13: 12 2.34
Prop Bypass 1 0.0700 103.4 30Jan2007, 12: 18 3.62
Prop Pt A 0.4047 174.9 30Jan2007, 12:36 2.56
5-Year Results
Project: 2014 Detention 2 Simulation Run: 5 Year
Start of Run: 30Jan2007, 00:00
End of Run: 31Jan2007, 00:30
Compute Time: 08Apr20 14, 15:15:38
Basin Model: Bridgewood
Meteorologic Model: 5 Year
Control Specifications: Control 1
Show Elements: [All Elements ,... J Volume Units: ~'IN (_)AC-FT Sorting: [Hydrologic ... ]
Hydrologic Drainage Area Peak Discharge Time of Peak
Element {t-112) (CFS)
Ex Culvert 1 0.2469 197.3 30Jan2007, 13:08
Existing Bypass 1 0.0700 92.4 30Jan2007, 12:28
Ex Culvert 2 0.0578 78.6 30Jan2007, 12:30
Existing Pond Area 0.0300 45.0 30Jan2007, 12:22
Ex Pt A 0.4047 325.1 30Jan2007, 12:36
Prop Culvert 1 0.2469 197.3 30Jan2007, 13:08
Culvert 1 Routing 0.2469 197.2 30Jan2007, 13: 10
Prop Culvert 2 0.0578 78.6 30Jan2007, 12:30
Culvert 2 Routing 0.0578 71.9 30Jan2007, 12:40
Proposed Pond Area 0.0300 63.2 30Jan2007, 12:20
Wet Pond 1 0.3347 257.3 30Jan2007, 13:06
Wet Pond 2 0.3347 257.2 30Jan2007, 13:06
Prop Bypass 1 0.0700 149.9 30Jan2007, 12: 18
Prop Pt A 0.4047 291.4 30Jan2007, 12:56
Stormwater Management Technical Design Summary Report
Bridgewood Subdivision
Volume
(IN)
3.59
3.45
3.82
3.56
3.60
3.59
3.59
3.82
3.79
5.48
3.78
3.78
5.26
4.04
10-Y ear Results
Project: 2014Detention 2 Simulation Run: 10 Year
Start of Run: 30Jan2007, 00:00
End of Run: 3Uan2007, 00:30
Compute lime: 08Apr2014, 15:15:14
Basin Model: Bridgewood
Meteorologic Model: 10 Year
Control Specifications: Control 1
Show Elements: [All Elements .... J Volume Units: @ IN O AC-FT Sorting: [ Hydrologic .... ]
Hydrologic Drainage Area Peak Discharge Trrne of Peak Volume
Element (MI2) (CFS) (IN)
Ex Culvert 1 0.2469 270.3 30Jan2007, 13:08 4.92
Existing Bypass 1 0.0700 127.5 30Jan2007, 12:28 4.76
Ex Culvert 2 0.0578 106.3 30Jan2007, 12:30 5.18
Existing Pond Area 0.0300 61.7 30Jan2007, 12:22 4.89
Ex Pt A 0.4047 447.1 30Jan2007, 12:36 4.92
Prop Culvert 1 0.2469 270.3 30Jan2007, 13:08 4.92
Culvert 1 Routing 0.2469 270.2 30Jan2007, 13:08 4.91
Prop Culvert 2 0.0578 106.3 30Jan2007, 12:30 5.18
Culvert 2 Routing 0.0578 97.8 30Jan2007, 12:40 5.14
Proposed Pond Area 0.0300 79.9 30Jan2007, 12:20 6.96
Wet Pond 1 0.3347 352.0 30Jan2007, 13:04 5.12
Wet Pond 2 0.3347 351.9 30Jan2007, 13:06 5.12
Prop Bypass 1 0.0700 190.9 30Jan2007, 12: 18 6.72
Prop Pt A 0.4047 397.1 30Jan2007, 12:54 5.40
25-Year Results
Project: 2014Detention 2 Simulation Run: 25 Year
Start of Run: 30Jan2007, 00:00
End of Run: 3Uan2007, 00:30
Compute Time: 08Apr20 14, 15: 15:21
Basin Model: Bridgewood
Meteorologic Model: 25 Year
Control Specifications: Control 1
Show Elements: [AB Elements .... ; Volume Units: ~I IN () AC-FT Sorting: [Hydrologic ... J
Hydrologic Drainage Area Peak Discharge Trrne of Peak
Element (MI2) (CFS)
Ex Culvert 1 0.2469 324.6 30Jan2007, 13:06
Existing Bypass 1 0.0700 153.6 30Jan2007, 12:28
Ex Culvert 2 0.0578 126.8 30Jan2007, 12:30
Existing Pond Area 0.0300 74.2 30Jan2007, 12:22
Ex Pt A 0.4047 538.0 30Jan2007, 12:36
Prop Culvert 1 0.2469 324.6 30Jan2007, 13:06
Culvert 1 Routing 0.2469 324.6 30Jan2007, 13:08
Prop Culvert 2 0.0578 126.8 30Jan2007, 12:30
Culvert 2 Routing 0.0578 116.9 30Jan2007, 12:38
Proposed Pond Area 0.0300 92.1 30Jan2007, 12:20
WetPond 1 0.3347 422.1 30Jan2007, 13:04
Wet Pond 2 0.3347 422.0 30Jan2007, 13:04
Prop Bypass 1 0.0700 221.0 30Jan2007, 12: 18
Prop Pt A 0.4047 475.5 30Jan2007, 12:52
Storm water Management Technical Design Summary Report
Bridgewood Subdivision
Volume
(IN)
5.91
5.76
6.20
5.89
5.93
5.91
5.91
6.20
6.16
8.04
6.12
6.12
7.80
6.41
50-Year Results
Project: 2014 Detention 2 Simulation Run: SO Year
Start of Run: 30Jan2007, 00:00
End of Run: 31Jan2007, 00:30
Compute Tune: 08Apr2014, 15:15:32
Basin Model: Bridgewood
Meteorologic Model: SO Year
Control Specifications: Control 1
Show Elements: I All Elements ... j Volume Units: @ IN O AC-FT Sorting: [Hydrologic ... ]
Hydrologic Drainage Area Peak Discharge Time of Peak Volume
Element (MI2) (CFS) (IN)
Ex Culvert 1 0.2469 374.4 30Jan2007, 13:06 6.84
Existing Bypass 1 0.0700 177.5 30Jan2007, 12:26 6.68
Ex Culvert 2 0.0578 145.5 30Jan2007, 12:30 7.13
Existing Pond Area 0.0300 85.5 30Jan2007, 12:22 6.81
Ex Pt A 0.4047 621.3 30Jan2007, 12:36 6.85
Prop Culvert 1 0.2469 374.4 30Jan2007, 13:06 6.84
Culvert 1 Routing 0.2469 374.3 30Jan2007, 13:08 6.84
Prop Culvert 2 0.0578 145.5 30Jan2007, 12:30 7.13
Culvert 2 Routing 0.0578 134.3 30Jan2007, 12:38 7.09
Proposed Pond Area 0.0300 103.2 30Jan2007, 12:20 9.03
Wet Pond 1 0.3347 486.1 30Jan2007, 13:04 7.05
Wet Pond 2 0.3347 486.1 30Jan2007, 13:04 7.05
Prop Bypass 1 0.0700 248.2 30Jan2007, 12: 18 8.78
Prop Pt A 0.4047 546.4 30Jan2007, 12:52 7.35
100-Year Results
Project: 2014 Detention 2 Simulation Run: 100 Year
Start of Run : 30Jan2007, 00:00
End of Run: 31Jan2007, 00:30
Compute Time: 08Apr2014, 15:31:44
Basin Model: Bridgewood
Meteorologic Model: 100 Year
Control Specifications: Control 1
Show Elements: I All 8ements ... I Volume Units: @ IN O AC-FT Sorting: [ Hydrologic .. ]
Hydrologic Drainage Area Peak Discharge Time of Peak
Element (MI2) (CFS)_
Ex Culvert 1 0.2469 (434.4.) 30Jan2007, 13:06
Existing Bypass 1 0.0700 "'"206.4 30Jan2007, 12:26
Ex Culvert 2 0.0578 167.9 30Jan2007, 12:30
Existing Pond Area 0.0300 99.2 30Jan2007, 12:22
Ex Pt A 0.4047 721.9 30Jan2007, 12:34
Prop Culvert 1 0.2469 434.4 30Jan2007, 13:06
Culvert 1 Routing 0.2469 423.7 30Jan2007, 13: 16
Prop Culvert 2 0.0578 167.9 30Jan2007, 12:30
Culvert 2 Routing 0.0578 155.2 30Jan2007, 12:38
Proposed Pond Area 0.0300 116.5 30Jan2007, 12:20
Wet Pond 1 0.3347 558.8 30Jan2007, 12:58
Wet Pond 2 0.3347 558.8 30Jan2007, 13:00
Prop Bypass 1 0.0700 280.8 30Jan2007, 12: 18
Prop Pt A 0.4047 633.2 30Jan2007, 12:52
Storm water Management Technical Design Summary Report
Bridgewood Subd iv ision
Volume
(IN)
7.96
7.80
8.27
7.94
7.97
7.96
7.96
8.27
8.23
10.22
8.18
8.18
9.97
8.49
Pond #1 Results
2-Yea r Results
Project: 2014 Detention 2
Simulation Run: 2 Year Reservoir: Wet Pond 1
Start of Run: 30Jan2007, 00:00
End of Run: 31Jan2007, 00:30
Compute Time: 09Apr2014, 09:27:39
Basin Model: Bridgewood
Meteorologic Model: 2 Year
Control Specifications: Control 1
Volume Units: @ IN Q AC-FT
Computed Results
Peak Inflow : 157.6 (CFS)
Peak Outflow : 152.6 (CFS)
Total Inflow : 2.35 (IN)
Total Outflow : 2.34 (IN)
Date/lime of Peak Inflow : 30Jan2007, 12:56
Date/lime of Peak Outflow : 30Jan2007, 13: 10
Peak Storage: 2.9 (AC-FT)
Peak Sevation : 308.8 (FT)
5-Y ear Results
Project: 2014Detention 2
Simulation Run: 5 Year Reservoir: Wet Pond 1
Start of Run: 30Jan2007, 00:00
End of Run: 31Jan2007, 00:30
Compute Time: 09Apr2014, 09:26:43
Basin Model: Bridgewood
Meteorologic Model: 5 Year
Control Specifications: Control 1
Volume Units: 10'1 IN !J AC-FT
Computed Results
Peak Inflow : 264. 7 (CFS)
Peak Outflow : 257.3 (CFS)
Total Inflow : 3. 79 (IN)
Total Outflow : 3. 78 (IN)
Date/lime of Peak Inflow : 30Jan2007, 12:54
Date/Time of Peak Outflow : 30Jan 200 7, 13:06
Peak Storage : 4.4 (AC-FT)
Peak Sevation: 309.6 (FT)
10-Year Results
Project: 2014Detention 2
Simulation Run: 10 Year Reservoir: Wet Pond 1
Start of Run: 30Jan2007, 00:00
End of Run: 31Jan2007, 00:30
Compute Time: 09Apr2014, 09:25:31
Basin Model: Bridgewood
Meteorologic Model: 10 Year
Control Spedfications:Control 1
Volume Units: @ IN Q AC-FT
Computed Results
Peak Inflow : 360.6 (CFS)
Peak Outflow : 352.0 (CFS)
Total inflow : 5.14(IN)
Total Outflow : 5.12 (IN)
Date/lime of Peak Inflow : 30Jan2007, 12:54
Date/lime of Peak Outflow : 30Jan2007, 13:04
Peak Storage : 5. 7 (AC-FT)
Peak8evation: 310.2(FT)
Storm wa ter Management Techni cal Design Summary Report
Bridgewood Subd ivision
Pond #1 Results
25-Year Res ults
Project: 2014 Detention 2
Simulation Run: 25 Year Reservoir: Wet Pond 1
Start of Run: 30Jan2007, 00:00
End of Run: 31Jan2007, 00:30
ComputeT11ne: 09Apr2014, 09:24:39
Basin Model: Bridgewood
Meteorologic Model: 25 Year
Control Specifications: Control 1
Volume Units: @ IN O AC-FT
Computed Results
Peak Inflow : 431.9 (CFS)
Peak Outflow : 422.1 (CFS)
Total Inflow : 6.15 (IN)
Total Outflow : 6.12 (IN)
Date/Time of Peak Inflow: 30Jan2007, 12:54
Date/Time of Peak Outflow : 30Jan2007, 13:04
Peak Storage : 6.6 {AC-FT)
Peak Elevation : 310. 7 (FT)
50-Y ear Results
Project: 2014 Detention 2
Simulation Run: SO Year Reservoir: Wet Pond 1
Start of Run: 30Jan2007, 00:00
End of Run: 31Jan2007, 00:30
Compute Time: 09Apr2014, 09:23:42
Basin Model: Bridgewood
Meteorologic Model: SO Year
Control Specifications: Control 1
Volume Units: ·~·IN •=.1 AC-FT
Computed Results
Peak Inflow : 497.1 {CFS)
Peak Outflow : 486. 1 {CFS)
Total Inflow : 7.08 (IN)
Total Outflow : 7.05 (IN)
Date/Time of Peak Inflow : 30Jan2007, 12:52
Date/Time of Peak Outflow : 30Jan2007, 13:04
Peak Storage : 7.4 {AC-FT)
Peak Elevation : 311.0 (FT)
100-Yea r Res ults
Project: 2014 Detention 2
Simulation Run: 100 Year Reservoir: Wet Pond 1
Start of Run: 30Jan2007, 00:00
End of Run: 31Jan2007, 00:30
Compute Tme: 08Apr2014, 15:31:44
Basin Model: Bridgewood
Meteorologic Model: 100 Year
Control Specifications: Control 1
Volume Units: @ IN 0 AC-FT
Computed Results
Peak Inflow : 575. 7 (CFS)
Peak Outflow : 558.8 {CFS)
Total Inflow : 8. 21 {IN)
Total Outflow : 8.18 {IN)
Date/Time of Peak Inflow : 30Jan2007, 12: 52
Date/Time of Peak Outflow : 30Jan2007, 12:58
Peak Storage : 8.3 (AC-FT)
Peak Elevation : 311.4 (FT)
Stormwater Management Technical Design Summary Report
Bridgewood Subdivision
Pond #2 Results
2-Y ea r Results
Project: 2014Detention 2
Simulation Run: 2 Year Reservoir: Wet Pond 2
Start of Run: 30Jan2007, 00:00
End of Run: 31Jan2007, 00:30
Compute lime: 09Apr2014, 09:27:39
Basin Model: Bridgewood
Meteorologic Model: 2 Year
Control Specifications: Control 1
Volume Units: @ IN O AC-FT
Computed Results
Peak Inflow : 152.6 (CFS)
Peak Outflow : 152.6 (CFS)
Total Inflow : 2.34 (IN)
Total Outflow : 2.34 (IN)
Datefnme of Peak Inflow : 30Jan2007, 13: 10
Date/Time of Peak Outflow : 30Jan2007, 13: 12
PeakStorage: 0.2(AC-FT)
Peak Sevation : 306.6 (FT)
5-Year Results
Project: 2014 Detention 2
Simulation Run: 5 Year Reservoir: Wet Pond 2
Start of Run: 30Jan2007, 00:00
End of Run: 31Jan2007, 00:30
Compute lime: 09Apr20l4, 09 :26:43
Basin Model: Bridgewood
Meteorologic Model: 5 Year
ControlSpecifications:Control 1
Volume Units: '~' IN 1) AC-FT
Computed Results
Peak Inflow : 257.3 (CFS)
Peak Outflow : 257. 2 (CFS)
Total Inflow : 3. 78 (IN)
Total Outflow : 3. 78 (IN)
Date/Time of Peak Inflow : 30Jan2007, 13:06
Date/Time of Peak Outflow : 30Jan2007, 13:06
Peak Storage : 0.4 (AC-FT)
Peak Sevation : 307. 3 (FT)
10-Year Results
Project: 2014Detention 2
Simulation Run: 10 Year Reservoir: Wet Pond 2
Start of Run: 30Jan2007, 00:00
End of Run: 31Jan2007, 00:30
Compute lime: 09Apr2014, 09:25:31
Basin Model: Bridgewood
Meteorologic Model: 10 Year
Control Specifications: Control 1
Volume Units: @ IN O AC-FT
Computed Results
Peak Inflow : 352.0 (CFS)
Peak Outflow : 351. 9 (CFS)
Total Inflow : 5.12 (IN)
Total Outflow : 5.12 (IN)
Date/Time of Peak Inflow : 30Jan2007, 13:04
Date/Time of Peak Outflow : 30Jan2007, 13:06
Peak Storage: 0.5 (AC-FT)
Peak Sevation: 307.8 (FT)
Stormwater Management Technical Design Summary Report
Bridgewood Subdivis ion
Pond #2 Results
25-Y ear Results
Project: 2014 Detention 2
Simulation Run: 25 Year Reservoir: Wet Pond 2
Start of Run: 30Jan2007, 00:00
End of Run: 31Jan2007, 00:30
Compute Time: 09Apr2014, 09:24:39
Basin Model: Bridgewood
Meteorologic Model: 25 Year
Control Specifications: Control 1
Volume Units: @ IN fJ AC-FT
Computed Results
Peak Inflow : 422. 1 (CFS)
Peak Outflow : 422.0 (CFS)
Total Inflow : 6.12 (IN)
Total Outflow : 6.12 (IN)
Dateffime of Peak Inflow : 30Jan2007, 13:04
Dateffime of Peak Outflow : 30Jan2007, 13:04
Peak Storage: 0.6 (AC-FT)
Peak Elevation : 308. 2 (FT)
50-Year Results
Project: 2014 Detention 2
Simulation Run: SO Year Reservoir: Wet Pond 2
Start of Run: 30Jan2007, 00:00
End of Run: 31Jan2007, 00:30
Compute Time: 09Apr2014, 09:23:42
Basin Model: Bridgewood
Meteorologic Model: SO Year
Con trol Specifications: Control 1
Volume Units: '~' IN , =\ AC-FT
Computed Results
Peak Inflow : 486. 1 (CFS)
Peak Outflow : 486.1 (CFS)
Total Inflow : 7.05 (IN)
Total Outflow : 7.05 (IN)
Dateffime of Peak Inflow : 30Jan2007, 13:04
Dateffime of Peak Outflow : 30Jan2007, 13:04
Peak Storage : 0. 7 (AC-FT)
Peak Elevation : 308. 5 (FT)
100-Year Res ults
Project: 2014Detention 2
Simulation Run: 100 Year Reservoir: Wet Pond 2
Start of Run: 30Jan2007, 00:00
End of Run: 31Jan2007, 00:30
Compute Time: 09Apr2014, 09:22:29
Basin Model: Bridgewood
Meteorologic Model: 100 Year
Control Specifications: Control 1
Volume Units: @ IN Q AC-FT
Computed Results
Peak Inflow : 558.8 (CFS)
Peak Outflow : 558.8 (CFS)
Total Inflow : 8.18 (IN)
Total Outflow : 8.18 (IN)
Dateffime of Peak Inflow : 30Jan2007, 12:58
Dateffime of Peak Outflow : 30Jan2007, 13:00
Peak Storage : 0. 7 (AC-FT)
Peak Elevation : 308.8 (FT)
Stormwater Management Technical Design Summ ary Report
Bridgewood Subdi vision
2-Year Hydrograph Pond #1
Reservoir "Wet Pond 1" Results for Run "2 Year"
3.0 309.00
2.5
f'.=' LL 2.0 0 ~ 1.5 "' Cl ~ 1.0 0 ID
0.5
t:' ' .. ~·,~
........ --.. --.:..::..,.__--.:-_.------~-
309.63
~ -309.27
307.90
307.53
307.17
j'\
) t '·,\
~}
------~------·---------,,' "---... __
0.0 306.BO
160 311 .50
140 31 O.BB
120 310.25
100 309.62 $ BO LL s 309.00
5: 60 -'<:;;_ 309.39
0 --~ L;:: 40 ----307.75 ~------
20 ----------307.12
o -+-~~--.-~~===r~====;:::::::::::_~~~~~~~~~~~~~~--.--L 306.50
00:00 03:00 06:00 09:00 1 2:00 1 5:00 1 B:OO 21 :OD
I 30Jan2007
Legend (Compute Time: 09Jun2014, 13:24:24)
- - - - - -Run:2 YEAR Element:VllET POND 1 Result: storage
- -Run:2 YEAR Element:VllET POND 1 Result:Pool Elevation
--Run:2 YEAR Element:VIJET POND 1 Result:Outflow
- - -Run:2 YEAR Element:VIJET POND 1 Result: Combined Inflow
- - -Run: 50 YEAR Element:VllET POND 1 Result: stage
5-Year Hydrograph Pond #1
Reservoir "Wet Pond 1" Results for Run "5 Year"
4.5
4.0
f'.=' 3.5
LL 3.0 u ~ 2.5
"' 2.0 Cl ~ 1.5 0 ID 1.0 ---------0.5 ~
0.0
300
250
200
00 150 LL s
5: 100 0 L;::
50 -----
0 I I
00:00 03:00
I
06:00
I
09:00
:;
J +
I
12:00
I 30Jan2007
Legend (Compute Tune: 09JLl'12014, 13:24:32)
--- ---Run: 5 YEAR Element:VllET POND 1 Result: storage
- - -Run:5 YEAR Element:VllET POND 1 Result: Pool Elevation
--Run:5 Year Element:VllET POND 1 Result:Outllow
- - -Run:5 YEAR Element:VllET POND 1 Result: Combined Inflow
- - -Run:5 Year Element:VllET POND 1 Result: stage
I
15:00
-----·-
----=-
___
I
19:00
--......... __ _
I
21 :00
00:00
I
310.00
309.61
309.22
308.93
308.44
308.06
307.67
307.29
306.99
306.50
310.00
309.42
30B.B3
309.25
307.67
307.08
I 306.50
00:00
I
f'.=' !to,
> "' w
f'.=' !to,
"' Cl "' ID
f'.=' !to,
> "' w
f'.=' !to,
"' Cl "' ID
6
5 !=' u.. 4 u $ 3 Q)
Cl
"' 0 2
00
0
400
350
300
250
Ci) u.. 200 8
S: 150
0 u: 100
50
10-Year Hydrograph Pond #1
ReseNoir "Wet Pond 1" Results for Run "1 O Year"
,...,
t
~-L __
------------~-"·-·-
----~
310.50
309.83
309.17
308.50
307.83
307.17
306.50
310.50
310.00
309.50
309.00
308.50
308.00
307.50
307.00 o j_~--.-~~,.-===::::;::::'.~=---._~~~~-=====::====:::;::l 306.50
00:00 03:00 06:00 09:00 1 2:00 1 5:00 18:00 21 :00
I 30Jan2007
Legend (Compute Tme: 09Jun2014, 13:24:37)
- -- ---Run: 1 0 YEAR Element:\11/ET POND 1 Result Storage
- -Run: 1 O YEAR Element:\11/ET POND 1 Result Pool Elevation
--Run:10 YEAR Element:\11/ET POND 1 Result:Outflow
- - -Run: 1 O YEAR Element\11/ET POND 1 Result Combined Inflow
- - -Run: 1 0 YEAR Element:\11/ET POND 1 Result Stage
25-Year Hydrograph Pond #1
7
6
!=' 5 u.. u $
Q) 3 Ol ~ 0 2 00
ReseNoir 'Wet Pond 1" Results for Run "25 Year"
,:.. f \ I ~:-~ '..-
.1; \.~
_.,,..../,.: · .. ,=--~--~~-----.
00:00
I
450 ~-----------------------------~
400 -
350
300
Ci) 250 8 200 -
~ 150
u: 100
50 ------~-
0
00:00
I
03:00 06:00 09:00 12:00 15:00
30Jan2007
Legend (CofTllute Tme: 09bl2014, 13:24:42)
------Run:25 YEAR Element\11/ET POND 1 Result: Storage
- - -Run:25 YEAR Element\11/ET POND 1 Result: Pool Elevation
--Run:25 YEAR Elementl/llET POND 1 Result:Outflow
- --Run: 25 YEAR Element I/I/ET POND 1 Result Combined Inflow
- - -Run:25 YEAR Elementl/llET POND 1 Result:Slage
18:00 21 :OD 00:00
I
31 1.00
310.36
309.71
309.07
308.43
307.79
307.14
311 .00
310.50
310.00
309.50
309.00
308.50
308.00
307.50
307.00
306.50
!=' !to. > Q) w
!=' !to.
Q) Cl "' 00
!=' ~ > Q) w
!=' ~
Q)
"' "' 00
f=' u_
0 ~
Q)
Cl "' 0 1i:i
4
3
2
50-Year Hydrograph Pond #1
Reservoir 'Wet Pond 1" Results for Run '50 Year"
! \
f I
600..,---------------------------------.
500
400
1i) ~ 300
~ 200 u:
100
0~,----,,-----.,-,~~~~,:--I I
00:00 03:00 06:00 09:00 12:00 15:00
I 30Jan2007
Legend (Compute Tme: 09.JU'l2014, 13:24:'18)
------R1.n50 YEAR Bement:WCT POND 1 Result:Storage
R1.11: 50 YEAR Element:WCT POND 1 Resul: Pool Be vat Ion
--Run: SO YEAR Bement:WCT POND 1 Result:Outflow
- - -Run: SO YEAR Element:WCT POND 1 Resul:Combined Inflow
Run: SO YEAR Bement:WCT POND 1 Resul:Slage
I
18:00
I
21 :00
100-Y ear Hydro graph Pond # 1
Reservoir 'Wet Pond 1' Results for Run '1 DD Year•
9
8 r7,.
f=' 7 ,, "' u_ 6 0 ', \ ~ 5 \ \, Q)
Cl 4 7 • ....
"' ,. " 3 ,L; . 0 "' __.,._
1i:i 2 _..-. .,____ ----~-------------~---:.-:-____
0 ...... -
600
500
400
1i)
u_ 300 8
~ 200 0 --u: -------100 __ .,......~~
I
00:00
I
0 I I I I I I ,---I
00:00 03:00 06:00 09:00 12:00
I 30Jan2007
Legend (Compute Tme: 09.JU'l2014, 11:02:28)
------Run:100 YEAR 8ement:V\£T POND 1 Resul:Storage
Run:100 YEAR Bement:V\£T POND 1 Resul:Pool Elevation
--R1.11:100 YEAR BemereV\£T POND 1 Resul:Outflow
- - -Run:100 YEAR Element:V\£T POND 1 Resul:Coimined nflow
- - -Run:100 YEAR Bement:V\£T POND 1 Resul:Stage
15:00 1800 21 :00 00:00
I
311.50
310.25
f='
309.00 It;.
> Q) iii
307.75
306.50
311 .50
310.67
309.83
309.00 f=' "=-Q)
308.17 Cl 2! CJ)
307.33
306.50
310.94
309.83 f=' "=-> 308.72 Q) iii
307.61
306.50
311 .50
310.67
309.83
309.00 f=' "=-Q)
308.17 Cl "' 1i:i
307.33
306.50
2-Y ear Hydro graph Pond #2
Reservoir 'Wet Pond 2" Results for Run '2 Year•
0.20
~ "-0 0.15 $
Q) ~ 0.10 a o; 0.05
0.00
160
140
120
100
& "-80 8
3: 60 0 u: 40
20
0
,-. +·
1!
00:00 03:00 06:00 09:00 12:00 15:00
I 30Jan2007
L"'Jond (Compute T~: 09.An2014, 13:24:24)
----- -Run:2 YEAR Elemert:VYET POND 2 Result:storoge
- -Run:2 YEAR Elementv.ET POND 2 Result:Pool Elevation
--Run:2 YEAR Element:VYET POND 2 Result:OUlflow
-- -Run: 2 YEAR Element:IM:T POND 2 Result: Combined Inflow
18:00 21 :00
5-Year Hydrograph Pond #2
Reservoir 'Wet Pond 1' Results ror Run '5 Year"
4.5
4.0 ,
3.5 ~ "-3.0 J
0 i $ 2.5
Q)
"' 2.0 -)j ~ 1.5 0 o; 1.0 + .., ____ ,. ___ -
0.5
0.0
300
r< 250 I I
200 r
~ 150
I
I
8 I
~ 100 I T / u: I 50 ~ I. /. -0 I I I I I
00:00 03:00 06:00 09:00 12:00
I 30Jan2007
L"9ond (ComputeT~: 09.An2014, 13:24:32)
------Run:S YEAR Element:..-..el POND 1 Result storage
Run:S YEAR Elemenl:IM:T POND 1 Result:Pool Elevation
--Run:S Year Element:VYET POND 1 Result:Out11ow
- - -Run:S YEAR Element:..-..el POND 1 Result:Combiied nflow
- - -Run:S Year Element:..-..el POND 1 Result stage
\ \
-~ ., ..... --...:-
·-:...>o.-----... _____
........ .... ------------
I I I
15:00 18:00 21 :00
00:00
I
I
00:00
I
306.30
305.92 ~
~ 305.55 w
305.18
310.00
309.61
309.22
308.83 ~ 308.44 it;.
> 308.06 Q)
307.67 w
307.28
306.89
306.50
310.00
309.42
308.83
~ 308.25 it;. .,
"' 307.67 "' o;
307.08
306.50
a.5
p a.4
u..
0 a.3 :5.
"' "' a.2 "' 0 1i5 a.1
10-Y ear Hydro graph Pond #2
Reservoir "Wet Pond 2" Results for Run "1 o Year•
------------t---~ ..
1: /I
f'• ' \ J ' ' ~
i ', \
~ ·---
··-------------.... a.a~~~~~~~~~~~~-------------------~
4aa.,.-----------------------------~
Ci)
35a
3aa
25a
8 2aa
~ 15a
(;:: 1 aa
5a
a-1-~~.....-~~_,.,~~=;::::::~~~~~~~~~~~ ........ ~-=::::;::::i
aa:aa a3:aa a6:aa a9:aa 1 2:aa 15:aa 10aa 21:aa
I 3aJan2aa7
Legend (Compute Tune: 09Loi2014, 13:24:37)
- -----Run: 1 0 YEAR Element: WET POND 2 Result Storage
- -Run: 1 0 YEAR Element: WET POND 2 Result Pool Elevation
--Run:10 YEAR Element:WET POND 2 ResultOutflow
- - -Run:10 YEAR Element:WET POND 2 Result Combined Inflow
25-Year Hydrograph Pond #2
a.5 p u.. a.4 0 :5. a.3 "' "' ~ a.2 0 1i5 a.1
Reservoir "Wet Pond 2" Results for Run '25 Year'
.-. ,.,., f ~
l
, ,,
~.~
..
' -----------..
aaaa
I
45a.--------------------------------,
4aa
35a
3aa
Ci) 25a
8 2aa
~ 15a (;::
1 aa
5a
a -1-~~-.-~~-r~===::;:::::.~~~~~~~~~~~~~~-=:;::J
aa:aa a3:aa a6:aa a9:aa 1 2:aa 15:aa
I 3aJan2aa7
Legend (Compute Tune: 09m2014, 13:24:42)
---- --Run:25 YEAR Element:WET POND 2 ResultSlorage
Run: 25 YEAR Element:WET POND 2 Result Pool Elevation
--Run:25 YEAR Element:WET POND 2 Result: Outflow
---Run:25 YEAR 8ement:WET POND 2 ResultCombined Inflow
18:aa 21 :aa aa:aa
I
3a9.aa
3a7.3a
3a6.6a
3a5.9a
3a5.2a
3a4.5a
3a7.93
3a7.17
p
it;.
> "' Ui
(; 3a6.5a il';
305.83 w
3a5.17
50-Year Hydrograph Pond #2
Reservoir 'Wet Pond 2" Results for Run '50 Year"
0.7 308.50
0.6
!=' 0.5 u.. u 0.4 $
Ol 0.3 en ~
+--
.~/·· }• \1
'J~ \ \ ~ ""\-.j -
.\ '~ ..
307.93
307.36
306.79
306.21
0 0.2 1ii · .. :b...--. ___ _ 305.64 .--"'
0.1 ~ .. -.. 305.07
0.0 ~-------~~=------------------~304.50
500
450
400
350
~ 300
(J) ti 250 i' 200
~ 150
100
50
0
00:00 03:00 06:00 09:00 12:00 1 5:00
I 30Jan2007
L~end (Compu~ Tun~: 09>..n2014, 13:24:48)
• • -• • -Run: 50 YEAR Elemenl:\lllET POND 2 Result: Storage
Run: 50 YEAR Elemenl:\lllET POND 2 Result: Pool Elevation
--Run:50 YEAR Element:\lllET POND 2 Result: Outflow
- --Run:50 YEAR Element:\lllET POND 2 Result: Combined Inflow
18:00 21 :00
100-Year Hydrograph Pond #2
Reservoir 'Wet Pond 2" Results for Run "1 DD Year''
0.8
0.7 .~'-.' "' !=' 0.6 u.. u 0.5 ~ ~ $ 0.4 Ol en ~ 0.3
\. tI ' / -0 1ii 0.2 -: ·. ~
0.1 ----.. -------0.0
600
500
400
en ~ 300
~ 200 Li:
100
0
00:00 03:00 06:00 09:00 1 2:00 15:00 18:00 21:00
I 30Jan2007
L~ (ConllU~ T.,,.,: 09>..n2014, 11:02:28)
• • • • • -Run: 1 00 YEAR Elemenl:\lllET PONO 2 Result: Storage
- -Run:100 YEAR Element\lllET PONO 2 Result:Pool Elevation
--Run: 1 00 YEAR Element\lllET PONO 2 Result: outflow
- - -Run: 1 00 YEAR Element\lllET PONO 2 Result: Combined Inflow
00:00
I
309.00
308.44
307.88
307.31
306.75
306.19
305.62
305.06
304.50
00:00
I
!=' b
> Ol w
!=' b > Ol w
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
The Cities of Bryan and College Station both require storm drainage design to follow these
Unified Stormwater Design Guidelines. Paragraph C2 of Section Ill (Administration) requires
submittal of a drainage report in support of the drainage plan (stormwater management plan)
proposed in connection with land development projects, both site projects and subdivisions.
That report may be submitted as a traditional prose report, complete with applicable maps,
graphs, tables and drawings, or it may take the form of a "Technical Design Summary". The
format and content for such a summary report shall be in substantial conformance with the
description in this Appendix to those Guidelines. In either format the report must answer the
questions (affirmative or negative) and provide, at minimum, the information prescribed in the
"Technical Design Summary" in this Appendix.
The Stormwater Management Technical Design Summary Report shall include several parts
as listed below. The information called for in each part must be provided as applicable. In
addition to the requirements for the Executive Summary, this Appendix includes several
pages detailing the requirements for a Technical Design Summary Report as forms to be
completed. These are provided so that they may be copied and completed or scanned and
digitized. In addition , electronic versions of the report forms may be obtained from the City.
Requirements for the means (medium) of submittal are the same as for a conventional report
as detailed in Section 111 of these Guidelines.
Note: Part 1 -Executive Summary must accompany any drainage report
required to be provided in connection with any land development project,
regardless of the format chosen for said re port.
Note: Parts 2 through 6 are to be provided via the forms provided in this
Appendix. Brief statements should be included in the forms as requested,
but additional information should be attached as necessary.
Part 1 -Executive Summary Report
Part 2 -Project Administration
Part 3 -Project Characteristics
Part 4 -Drainage Concept and Design Parameters
Part 5 -Plans and Specifications
Part 6 -Conclusions and Attestation
STORMWATER MANAGEMENT TECHNICAL DESIGN SUMMARY REPORT
Part 1 -Executive Summary
This is to be a brief prose report that must address each of the seven areas listed below.
Ideally it will include one or more paragraphs about each item.
1. Name, address, and contact information of the engineer submitting the report, and
of the land owner and developer (or applicant if not the owner or developer). The
date of submittal should also be included.
2. Identification of the size and general nature of the proposed project, including any
proposed project phases. This paragraph should also include reference to
applications that are in process with either City: plat(s), site plans, zoning requests,
STORMWATER DESIGN GU IDELINES
Effective February 2007
Page 1of26 APPENDIX. D TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
or clearing/grad ing permits, as well as reference to any application numbers or
codes assigned by the City to such request.
3. The location of the project should be described . This should identify the Named
Regulatory Watershed(s) in which it is located, how the entire project area is
situated therein, whether the property straddles a watershed or basin divide, the
approximate acreage in each basin , and whether its position in the Watershed
dictates use of detention design. The approximate proportion of the property in the
city limits and within the ET J is to be identified , including whether the property
straddles city jurisdictional lines. If any portion of the property is in floodplains as
described in Flood Insurance Rate Maps published by FEMA that should be
disclosed.
4. The hydrologic characteristics of the property are to be described in broad terms:
existing land cover; how and where stormwater drains to and from neighboring
properties; ponds or wetland areas that tend to detain or store stormwater; existing
creeks, channels, and swales crossing or serving the property; all existing drainage
easements (or ROW) on the property, or on neighboring properties if they service
runoff to or from the property.
5. The general plan for managing stormwater in the entire project area must be
outlined to include the approximate size, and extent of use, of any of the following
features: storm drains coupled with streets; detention I retention facilities; bu ried
conveyance conduit independent of streets; swales or channels; bridges or culverts;
outfalls to principal watercourses or their tributaries ; and treatment(s) of existing
watercourses. Al so, any plans for reclaiming land within floodplain areas must be
outlined .
6. Coordination and permitting of stormwater matters must be addressed. This is to
include any specialized coordination that has occurred or is planned with other
entities (local, state, or federal). This may include agencies such as Brazos County
government, the Brazos River Authority, the Texas A&M University System, the
Texas Department of Transportation , the Texas Commission for Environmental
Quality, the US Army Corps of Engineers, the US Environmental Protection Agency,
et al. Mention must be made of any permits, agreements, or understandings that
pertain to the project.
7. Reference is to be made to the full drainage report (or the Technical Design
Summary Report) which the executive summary represents. The principal
elements of the main report (and its length), including any maps, drawings or
construction documents, should be itemized. An example statement might be:
"One __ -page drainage report dated one set of
construction drawings (_sheets) dated ____ , and a
___ -page specifications document dated ____ comprise
the drainage report for this project."
STORMWATER DESIGN GUIDELI NES
Effective February 2007
Page 2 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 2 -Project Administration I Start (Page 2.1)
Engineering and Design Professionals Information
Engineering Firm Name and Address: Ju risdiction
McClure & Browne Engineering/Surveying, Inc. City: Bryan
1008 Woodcreek Drive, Suite 103 x College Station
College Station, Texas 77845 Date of Submittal:
(979)693-3838
Lead Engineer's Name and Contact lnfo.(phone, e-mail, fax): Other:
Jeffery L. Robertson, P.E.
Supporting Engineering I Consulting Firm(s): Other contacts:
Developer I Owner I Applicant Information
Developer I Applicant Name and Address: Phone and e-mail:
BCS Development Company (979)690-1222
4090 State Hwy. 6 South
College Station, TX 77845
Property Owner(s) if not Developer I Applicant (& address): Phone and e-mail:
BCS Development Company
Project Identification
Development Name: Bridgewood Subdivision
Is subject property a site project, a single-phase subdivision, or part of a multi-phase subdivision?
Multi-phase Subdivision If multi-phase, subject property is phase 1 of 4
Legal description of subject property (phase) or Project Area:
(see Section 11, Paragraph B-3a)
Siena Subdivision 60.9 Acres out of Robert Stevenson Survey, A-54
College Station, Brazos County, Texas
If subject property (phase) is second or later phase of a project, describe general status of all
earlier phases. For most recent earlier phase Include submittal and review dates.
Project is a master planned development with multiple phases. There will be a CSISD
School built on the property along with 120 residential lots.
General Location of Project Area, or subject property (p hase):
Project site is located along William D. Fitch Pkwy (State Hwy 40) and w.s. Phillips Pkwy
south of the intersection of William D. Fitch Pkwy. and Barron Road.
In City Limits?
Bryan: acres.
College Station: 60.9 acres.
STORMWATER DESIGN GU IDELINES
Effective February 2007
Extraterritorial Jurisdiction (acreage):
Bryan: College Station:
Acreage Outside ET J:
Page 3 of 26 APPENDIX. D: TECH . DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 2 -Project Administration I Continued (page 2.2)
Project Identification (continued)
Roadways abutting or within Project Area or Abutting tracts, platted land, or built
subject property: develof,ments:
State Hwy 40 w.s. Phillips Pkwy Agnes aker Living Trust (Un-Developed)
Robert Carroll (Un-Developed)
Castlegate Subdivision (developed)
Named Regulatory Watercourse(s) & Watershed(s): Tributary Basin(s):
Spring Creek
Plat Information For Project or Subject Property (or Phase)
Preliminary Plat File#: 13-900264 Final Plat File #: Date:
Name: Bridgewood Subdi vision Status and Vol/Pg: Pending Approval
If two plats, second name: File#:
Status: Date:
Zoning Information For Project or Subject Property (or Phase)
Zoning Type: PDD Existing or Proposed? Existing Case Code: l3-900238
Case Date Status:
Zoning Type: Existing or Proposed? Case Code:
Case Date Status:
Stormwater Management Planning For Project or Subject Property (or Phase)
Planning Conference(s) & Date(s): Participants:
Preliminary Report Required? Submittal Date Review Date
Review Comments Addressed? Yes --No --In Writing? When?
Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation
explaining) any deviation(s) from provisions of Preliminary Drainage Report, if any.
STORMWATER DESIGN GUIDELINES
Effective February 2007
Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHN ICAL DESIGN SUMMARY
Part 2 -Project Administration I Continued (page 2.3)
Coordination For Project or Subject Property (or Phase)
Note: For any Coordination of stormwater matters indicated below, attach documentation
describing and substantiating any agreements, understandings, contracts, or approvals.
Coordination Dept. Contact: Date: Subject:
With Other
Departments of
Jurisdiction
City (Bryan or
College Station)
Coordination With Summarize need(s) & actions taken (include contacts & dates):
Non-jurisdiction
City Needed?
Yes No x ----
Coordination with Summarize need(s) & actions taken (include contacts & dates):
Brazos County
Needed?
Yes No x -- --
Coordination with Summarize need{s) & actions taken (include contacts & dates):
TxDOT Needed?
Yes No x ----
Coordination with Summarize need(s) & actions taken (include contacts & dates):
TAMUS Needed?
Yes No x ----
Permits For Project or Subject Property (or Phase)
As to stormwater management, are pe rmits required for the proposed work from any of the entities
listed below? If so, summarize status of efforts toward that objective in spaces below.
Entity Perm itted or
Approved?
US Army Crops of
Engineers
No x Yes ---
US Environmental
Protection Agency
No x Yes ---
Texas Commission on
Environmental Quality
No Yes x ----
Brazos River
Authority
No x Yes ---
STORMWATER DESIGN GU IDELINES
Effective February 2007
Status of Actions (include dates)
A Stormwater Pollution Prevention Plan must be
impl emented prior to the start of construction
accordi ng to TPDES General Permit No. TXRlSOOOO.
Page 5 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 3 -ProQert)!'. Characteristics I Start (Page 3.1)
Nature and Scope of Proposed Work
Existing: Land proposed for development currently used, including extent of impervious cover?
Existing undeveloped land (wooded pasture with trees and under brush) . Existing
impervious cover is limited to existing gravel roads.
Site __ Redevelopment of one platted lot, or two or more adjoining platted lots.
Development __ Building on a single platted lot of undeveloped land.
Project __ Building on two or more platted adjoining lots of undeveloped land.
(select all __ Building on a single lot, or adjoining lots, where proposed plat will not form applicable) a new street (but may include ROW dedication to existing streets).
__ Other (explain):
Subdivision _x_ Construction of streets and utilities to serve one or more platted lots.
Development __ Construction of streets and utilities to serve one or more proposed lots on Project lands represented by pending plats.
Site projects: building use(s), approximate floor space, impervious cover ratio.
Describe Subdivisions: number of lots by general type of use, linear feet of streets and
Nature and drainage easements or ROW.
Size of This subdivision includes 120 lots (50 'xl30'). The development
ProQosed consists of approximately 8,350 LF of streets.
Project
Is any work planned on land that is not platted If yes, explain:
or on land for which platting is not pending?
x No Yes ----
FEMA Floodplains
Is any part of subject property abutting a Named Regulatory Watercourse I No_x_ Yes __ (Section 11, Paragraph B 1) or a tributary thereof?
Is any part of subject property in floodplain INo_x Yes Rate Map 48041C0325E area of a FEMA-regulated watercourse? --
Encroachment(s) Encroachment purpose(s): __ Building site(s) __ Road crossing(s) into Floodplain
areas planned? __ Utility crossing(s) __ Other (explain):
No x --
Yes --
If floodplain areas not shown on Rate Maps, has work been done toward amending the FEMA-
approved Flood Study to define allowable encroachments in proposed areas? Explain.
STORMWATER DESIGN GUIDELINES
Effective February 2007
Page 6 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 3 -Pro(2ert~ Characteristics I Continued (Page 3.2)
Hydrologic Attributes of Subject Property (or Phase)
Has an earlier hydrologic analysis been done for larger area including subject property?
Yes Reference the study (&date) here, and attach copy if not already in City files.
--
Is the stormwater management plan for the property in substantial conformance with the
earlier study? Yes No If not, explain how it differs.
No If subject property is not part of multi-phase project, describe stormwater management
x plan for the property in Part 4. --If property is part of multi-phase project, provide overview of stormwater management plan
for Project Area here. In Part 4 describe how plan for subject property will comply
therewith.
Do existing topographic features on subject property store or detain runoff? _x_ No --Yes
Describe them (include approximate size, volume, outfall, model, etc).
Any known drainage or flooding problems in areas near subject property? x No Yes ----Identify:
Based on location of study property in a watershed, is Type 1 Detention (flood control) needed?
(see Table B-1 in Appendix B)
_x_ Detention is required . Need must be evaluated. __ Detention not required. --
What decision has been reached? By whom?
Dranainage Design Guidelines
If the need for How was determination made? Type 1 Detention
must be evaluated:
STORMWATER DESIGN GUIDELINES
Effective February 2007
Page 7 of 26
require Detention.
APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 3 -Pro(2ert~ Characteristics I Continued (Page 3.3)
Hydrologic Attributes of Subject Property (or Phase) (continued)
Does subject property straddle a Watershed or Basin divide? x No Yes If yes, ----describe splits below. In Part 4 describe design concept for handling this.
Watershed or Basin Larqer acreaqe Lesser acreaqe
Above-Project Areas(Section 11, Paragraph 83-a)
Does Project Area (project or phase) receive runoff from upland areas? __ No x Yes --
Size(s) of area(s) in acres: 1) 159 ac 2) 37 ac 3) 4)
Flow Characteristics (each instance) (overland sheet, shallow concentrated, recog nizable
concentrated section(s), small creek (non-regulatory), regulatory Watercourse or tri butary);
Flow determination: Outline hydrologic methods and assumptions:
Does storm runoff drain from public easements or ROW onto or across subject property?
--No --Yes If yes, describe facilities in easement or ROW:
Are changes in runoff characteristics subject to change in future? Explain
Conveyance Pathways (Section 11, Paragraph C2)
Must runoff from study property drain across lower properties before reaching a Regulatory
Watercourse or tributary? x No Yes
Describe length and characteristics of each conveyance pathway(s). Include own ership of
property(ies).
STORMWATER DESIGN GUIDELINES
Effective February 2007
Page 8 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 3 -Pro~ert~ Characteristics I Continued (Page 3.4)
Hydrologic Attributes of Subject Property (or Phase) (continued)
Conveyance Pathways (continued)
Do drainage If yes , for what part of length? % Created by? __ plat, or easements
exist for any __ instrument. If instrument(s), describe their provisions.
part of
pathway(s)?
x No --
Yes --
Where runoff must cross lower properties, describe characteristics of abutting lower
property(ies). (Existing watercourses? Easement or Consent aquired?)
Pathway
Areas
Describe any built or improved drainage facilities existing near the property (culverts,
bridges, lined channels, buried conduit, swales, detention ponds, etc).
Nearby
Drainage Do any of these have hydro logic or hydraulic influence on proposed stormwater Facilities design? --No --Yes If yes , explain :
STORMWATER DESIGN GUIDELINES
Effective February 2007
Page 9 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 4 -Drainage Conce~t and Design Parameters I Start (Page 4.1)
Stormwater Management Concept
Discharge(s) From Upland Area(s)
If runoff is to be received from upland areas, what design drainage features will be used to
accommodate it and insure it is not blocked by future development? Describe for each area,
flow section, or discharge point.
Culverts have been designed on W.S. Phillips Pkwy to allow the water pass
under the roadway and continue on in the existing tributaries and creek .
Discharge(s) To Lower Property(ies) (Section 11, Paragraph E1 )
Does project include drainage features (existing or future) proposed to become public via
platting? x No Yes Separate Instrument? x No Yes ----
Per Guidelines reference above, how will Establishing Easements (Scenario 1) runoff be discharged to neighboring --
property(ies)? --Pre-development Release (Scenario 2)
Combination of the two Scenarios --
Scenario 1: If easements are proposed, describe where needed, and provide status of actions
on each. (Attached Exhibit# )
Scenario 2: Provide general description of how release(s) will be managed to pre-development
conditions (detention, sheet flow, partially concentrated , etc.). (Attached Exhibit# )
Combination: If combination is proposed, explain how discharge will differ from pre-
development conditions at the property line for each area (or point) of release.
If Scenario 2, or Combination are to be used, has proposed design been coordinated with
owner(s) of receiving property(ies)?
documentation.
STORMWATER DESIGN GUIDELINES
Effective February 2007
No
Page 10 of 26
--Yes Explain and provide
APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SE CTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.2)
Stormwater Management Concept (continued)
Within Project Area Of Multi-Phase Project
Identify gaining Basins or Watersheds and acres shifting:
Will project result
in shifting runoff
between Basins or
between What design and mitigation is used to compensate for increased runoff
Watersheds? from ga ining basin or watershed? x No --
Yes --
How will runoff from Project 1. __ With fa ci lity(ies) involving other development projects.
Area be mitigated to pre-2. __ Establishing features to serve overall Project Area. development conditions?
Select any or all of 1, 2, 3. _x_ On phase (or site) project basis within Project Area.
and/or 3, and explain below.
1. Shared facility (type & location of facility; design drainage area served ; relationship to size of
Project Area): (Attached Exhi bit # )
2. For Overall Project Area (type & location of facilities): (Attached Exhibit# )
3. By phase (or site) project: Describe planned mitigatio n measures for phases (or sites) in
subsequent questions of this Part.
Are aquatic echosystems proposed? __ No --Yes In which phase(s) or
project(s)?
C'-· "O Q) CJ) c Q) c >-Are other Best Management Practices for reducing stormwater po llutants proposed? _!]1 a.. No Yes Summarize type of BMP and extent of use:
CJ) -- --c
Ol ·u;
Q)
0 ~
C1l
xi If design of any runoff-handling facilities deviate from provisions of B-CS Tech nical "(3
Q) Specifications, check type facility(ies) and explain in later questions. a.
(J) Detention elements Conduit elements Channel features Q) ------~ Swales Ditches Inlets __ Valley gutters __ Outfalls ------
--Culvert features __ Bridges Other
STORMWATER DESIGN GUIDELINES
Effective Febru ary 2007
Page 11 of 26 APPENDIX. D: TE CH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.3)
Stormwater Management Concept (continued)
Within Project Area Of Multi-Phase Project (continued)
Will Project Area include bridge(s) or culvert(s)? __ No _x_ Yes Identify type and
general size and In which phase(s).
WS Phillips Pkwy Culvert #1 -3 Bbl. 5'x3' Box Culvert
WS Phillips Pkwy Culvert #2 -5'x3' Box Culvert
If detention/retention serves (will serve) overall Project Area . describe how it relates to subject
phase or site project (physical location, conveyance pathway(s). construction sequence):
Detention Ponds will be built with the first phase and will serve the entire
development including the CSISD School Site .
Within Or Serving Subject Property (Phase, or Site)
If property part of larger Project Area. is design in substantial conformance with earlier analysis
and report for larger area? __ Yes No, then summarize the difference(s):
Identify whether each of the types of drainage features listed below are included, extent of use,
and general characteristics.
Typical shape? I Surfaces?
C'-· 1:l (!) en Steepest side slopes: Usual front slopes: Usual back slopes: en ::::i (!)
en >-
(!)
I
.c Flow line slopes: least Typical distance from travelway: ~ 1:l (Attached Exhibit # )
(!) 0 typical greatest
32 en z
1:l
xi C1l e Are longitudinal culvert ends in compliance with B-CS Standard Specifications?
(!) Yes No, then explain: .._
<(
en At intersections or otherwise, do valley gutters cross arterial or collector streets?
.0 (!) x No Yes If yes explain: :s C'-· >---
u 1:l I .c (!) x -en ·-::::i ~ .._ Are valley gutters proposed to cross any street away from an intersection? en (!) cu~ 0 x No Yes Explain: (number of locations?) ~ 01z ----u; 1:l
I
(!) c .._ C1l
<(
STORMWATER DESIGN GUIDELINES
Effective February 2007
Page 12 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 4 -Drainage Concept and Design Parameters I Continued (Page 4.4)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
C'-·
-0
Q) <n en :::i Q)
E >-~x i
<fl
c
Gutter line slopes: Least 0 .60% Usual Varies Greatest 3 .84%
Are inlets recessed on arterial and collector streets? _x_ Yes
identify where and why.
__ No lf "no'',
Will inlets capture 10-year design stormflow to prevent flooding of intersections (arterial
with arterial or collector)? _x_ Yes __ No If no, explain where and why not.
Will inlet size and placement prevent exceeding allowable water spread for 10-year
design storm throughout site (or phase)? _x_ Yes __ No If no, explain.
Sag curves: Are inlets placed at low points? __ x _ Yes __ No Are inlets and
conduit sized to prevent 100-year stormflow from ponding at greater than 24 inches?
_x_ Yes __ No Explain "no" answers.
Will 100-yr stormflow be contained in combination of ROW and buried conduit on
whole length of all streets? _x_ Yes __ No If no, describe where and why.
Do designs for curb, gutter, and in lets comply with 8-CS Technical Specifications?
x Yes __ No If not, describe difference(s) and attach justification.
Are any 12-inch laterals used?
used.
_X_No __ Yes Identify length(s) and where
Pipe runs between system I Typical 150
access points (feet): -----
Are junction boxes used at each bend? _x __ Yes
and why.
Longest __ 3_6_5 __
No If not, explain where
·-0 12
1 !----------------------.------------~ u; Are downstream soffits at or below upstream soffits? Least amount that hydraulic
.!:!:. Yes _x _ No __ If not, explain where and why: grade line is below gutter line
(system-wide):
STORMWATER DESIGN GUIDELINES
Effective February 2007
Page 13 of26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.5)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
en Describe watercourse(s), or system (s) receiving system discharge(s) below
(lJ (include design discharge velocity, and angle between converging flow lines).
(.) c 1) Watercourse (or system), velocity, and angle? C'Cl u:; Connection to WS Phillips Culverts, 90 degrees in side of box c Velocity 7.3 fps
~ ~o -g E 2) Watercourse (or system), velocity, and angle? :J ..__ Headwall connection to Spring Creek from Phase 2 c 0 ·--Angle = 90 degrees c . o.2 Velocity= 6.8 fps ~.£::
E (lJ ~ (lJ E 3) Watercourse (or system), velocity, and angle?
-C'Cl C'Cl ~If) -Headwall connection to Spring Creek from Phase 2
If) (lJ ::; Angle = 90 degrees c :!2 0 ·-> Velocity= 7.2 fps ~ e "O Cl.
E-For each outfall above, what measures are taken to prevent erosion or scour of ..__ (lJ
0 (lJ receiving and all faci lities at juncture? -.c (f) If)
(lJ 1) Rock Rip Ra p at disc harge i nto tributary.
"§
C'Cl Cl. 2) (lJ
If)
c 3) 0
Are swale(s) situated along property lines between properties? --No --Yes
Number of instances: For each instance answer th e following questions .
Surface treatments (including low-flow flumes if any):
C'-· If) a:;
~If)
-(lJ Flow line slopes (minimum and maximum): ~ >-~ I
-g 0 rnz Outfall characteristics for each (velocity, convergent angle, & end treatment). :J
j xi
If)
(lJ .;-c Will 1 OD-year design storm runoff be contained within easement(s) or platted drainage
ROW in all instances? --Yes --No If "no" explain:
STORMWATER DESIGN GUIDELINES
Effective February 2007
Page 14 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TE CHNICAL DESIGN SUMMARY
Pa rt 4 -Drainage ConceQt and Design Parameters J Continued (Page 4.6)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Are road side ditches used? --No __ Yes If so , provide the following: en a.> Is 25-year fl ow contained with 6 inches of freeboard throughout? __ Yes No .c --
~ Are top of banks separated from road shoulders 2 feet or more? __ Yes No --0 Are all ditch secti ons trapezoidal and at least 1.5 feet deep? Yes No a.> ----1::::1 For any "no" answers provide location(s) and explain: en
1::::1 rn 0
Cl'.
If conduit is beneath a swale, provide the following information (each instance).
Instance 1 Describe general location, approximate length:
en a.> >-Is 100-year design flow contained in conduit/swale combination? --Yes --No
I ~ If "no" explain:
c Space for 1 00-year storm flow? ROW Easement Width 0 rn z (Ii Swale Surface type, minimum Conduit Type and size, minimum and maximum xj ~ and maximum slopes: slopes, design storm :
0 :;::
('· '6 ~ 1::::1 Inlets Describe how cond uit is loaded (from streets/storm drains, inlets by type): a.> rn c >-c rn c
.c rn u .....
c .E
a.> c Access Describe how maintenance access is provided (to swale, into conduit): c.. 0 0 ~ 0 E ::::i
.9'1 .E c c ·-Instance 2 Describe general location, approximate length: a.>
1::::1 E a.> rn en en ::::i
en a.>
c 1::::1 Is 100-year design flow contained in conduit/swale combination? Yes No ·:; ----0 If "no" explain : ~ 0 ..... c c.. :.a a:;
E a.> Space for 100-year storm flow? ROW Easement Width
0 .c
u en Swale Surface type , minimum Conduit Type and size, minimum and maximum ~ a.>
::::i ~ and maximum slopes: slopes, design storm: 1::::1 c rn 0 c.. u a.> Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): :91 en
c rn ~ :;: en
a.> Access Describe how maintenance access is provided (to swale, into conduit): ~
STORMWATER DESIGN GUIDELINES
Effective February 2007
Page 15 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4. 7)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
If "yes" provide the following information for each instance:
Instance 1 Describe general location, approximate length, surfacing:
c
C1l
E Q_ x
0 w ~
:t:: ui Is 100-year design flow contained in swale? Yes No Is swale wholly 0 Q) ----c rl within drainage ROW? Yes No Explain "no" answers: 2 ----
(].) .:::
(].) Access Describe how maintenance access is provide: u
(].) ,_ 0 -z ::i 1 x I Instance 2 Describe general location, approximate length, surfacing:
(].) ·;::: C'-· ::i rJl
.0 c
3 Q)
0 E
£ Q)
rJl Is 100-year design flow contained in swale? Yes No Is swale wholly "§ C1l ----Q) within drainage ROW? __ Yes No Explain "no" answers: rJl ,_ ~ 0 --
C1l s s:
rJl 0
~ n:: Access Describe how maintenance access is provided:
.52
.0
::i a..
Instance 3, 4, etc. If swales are used in more than two instances, attach sheet
providing all above information for each instance.
"New" channels: Will any area(s) of concentrated flow be channelized (deepened,
widened, or straightened) or otherwise altered? --No --Yes If only slightly
shaped, see "Swales" in this Part. If creating side banks, provide information below.
C'-· "O c Will design replicate natural channel? Yes No If "no", for each instance (].)
rJl .!!! -----
0 a.. describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year a.. x design flow, and amount of freeboard: 0 w ,_ a.. Instance 1: rJl rJl c (].)
(].) >-
E
I (].) > Instance 2: e a.. E 0 z
Qi
xi c Instance 3: c
C1l .c u
STORMWATER DESIGN GUIDELINES
Effective February 2007
Page 16 of26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4.8)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Existing channels (small creeks}: Are these used? --No --Yes
If "yes" provide the information below.
Will small creeks and their floodplains remain undisturbed? __ Yes --No How
many disturbance instances? Identify each planned location:
For each location, describe length and general type of proposed improvement
(including floodplain changes):
For each location, describe section shape & area, flow line slope (min. & max.),
surfaces, and 100-year design flow.
'O Q)
::::i c::: ~ Watercourses (and tributaries}: Aside from fringe changes, are Regulatory
0 Watercourses proposed to be altered? __ No Yes Explain below. ~ --If) c Submit full report describing proposed changes to Regulatory Watercourses. Address
Q) existing and proposed section size and shape, surfaces, alignment, flow line changes, E Q) length affected, and capacity, and provide full documentation of analysis procedures > e and data. Is full report submitted? Yes No If "no" explain: D.. --
E
(ii c::: c::: ca All Proposed Channel Work: For all proposed channel work, provide information ..c: u requested in next three boxes.
If design is to replicate natural channel, identify location and length here, and describe
design in Special Design section of this Part of Report.
Will 100-year flow be contained with one foot of freeboard? --Yes --No If
not, identify location and explain:
Are ROW I easements sized to contain channel and required maintenance space?
--Yes --No If not, identify location(s) and explain:
STORMWATER DESIGN GUIDELINES
Effective February 2007
Page 17 of 26 APPENDIX. D: TECH . DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.9)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
How many facilities for subject property project? 2 For each provide info. below.
For each dry-type facilitiy: Facility 1 Facility 2
Acres served & design volume+ 10% 214 ac 0.0.9ac-ft 214 ac l.3ac-ft
100-yr volume: free flow & plugged 18.3acft 1!3.3acft 0 .7acft 0 .7acft
Design discharge (1 0 yr & 25 yr) 352 cf s 422 cf s 352 cf s 422 cf s
Spillway crest at 100-yr WSE? _x_yes --no _x_yes --no
Berms 6 inches above plugged WSE? _x_yes --no _x __ yes --no
Explain any "no" answers:
Cf)
ClJ >-
x i For each facility what is 25-yr design Q, and design of outlet structure?
Facility 1: 422 cf s Structure is a trapezoidal spillway channel
0 z Facility 2: 422 cf s Structure is a trapezoidal spill way channel
I Do outlets and spillways discharge into a public facility in easement or ROW?
Facility 1: __ Yes x No Facility 2: Yes x No ------C'-· If "no" explain : -0 ClJ Pond Discharges into Common Area and is c onveyed Cf) to 0 c._ an existing drainage easement. e
0... For each, what is velocity of 25-yr design discharge at outlet? & at spillway? Cf)
ClJ Facility 1: 3 .3 fps & 3.3 fps Facility 2: 4.1 fps & 4.1 fps :E
"(3 Are energy dissipation measures used? No x Yes Describe type and rn ----LL location :
r:::: Concrete lined channel with river rock grouted in place for 0 ~ both pond discharge channels. ClJ a;
0
ClJ For each, is spillway surface treatment other than concrete? Yes or no, and describe : L. <( Facility 1: No
Facility 2: No
For each, what measures are taken to prevent erosion or scour at receiving facility?
Facility 1: Concrete is carried to end of spillway and rock rip-rap
Facility 2: is used at the receiving point from discharge of Pond 2.
If berms are used give heights, slopes and surface treatments of sides.
Facility 1: 5 • , 4:1 , Grass
Facility 2: 5 I' 4:1, Grass
STORMWATER DESIGN GUIDELINES
Effective February 2007
Page 18 of 26 APPENDIX. D TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 4 -Drainage Concept and Design Parameters I Continued (Page 4.10)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
CJ)
Q) :;:;
Do structures comply with B-CS Specifications? Yes or no, and explain if "no":
Facility 1; Yes
~£' ~ Q) u.. ::::i Facility 2: Ye s c c:.;:;
0 c :.;:; 0 c u Q) ~
a:J For additional facilities provide all same information on a separate sheet. 0
Are parking areas to be used for detention? _x_ No __ Yes What is
maximum depth due to required design storm?
Roadside Ditches: Will culverts serve access driveways at roadside ditches?
__ No __ Yes If "yes", provide information in next two boxes.
Will 25-yr. flow pass without flowing over driveway in all cases? __ Yes
Without causing flowing or standing water on public roadway? __ Yes
Designs & materials comply with B-CS Technical Specifications? __ Yes
Explain any "no" answers:
__ No
C'-· CJ)
OJ c '(ii
CJ)
0 ti CJ)
Q) Q)
Cii >-·~ I
Cii
"'C 0 ~ :1 2 (ij
~ :::J u
Q)
-<
No
__ No
Are culverts parallel to public roadway alignment? __ Yes __ No Explain:
Creeks at Private Drives: Do private driveways, drives, or streets cross drainage
ways that serve Above-Project areas or are in public easements/ ROW?
__ No __ Yes If "yes" provide information below.
How many instances? __ _ Describe location and provide information below.
Location 1:
Location 2:
Location 3:
For each location enter value for: 2 3
Design year passing without toping travelway?
Water depth on travelway at 25-year flow?
Water depth on travelway at 100-year flow?
For more instances describe location and same information on separate sheet.
STORMWATER DESIGN GUIDELINES
Effective February 2007
Page 19 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.11)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Named Regulatort Watercourses {&Tributaries): Are culverts proposed on these
facilities? x No __ Yes, then provide full report documenting assumptions,
criteria, analysis, computer programs, and study findings that support proposed
design(s). Is report provided? __ Yes --No If "no", explain:
~ Arterial or Major Collector Streets: Will culverts serve these types of roadways? w (!) No Yes How many instances? For each identify the .r:
(f) ----
(!) location and provide the information below.
(f) Cil Instance 1: ws Phillips Cu l vert #1 Sta. 55+5 0 (!) ..... >-~
xi ~ Instance 2: ws Phillips Cul ver t #2 Sta . 46+30
Instance 3: c:
0 o~ Yes or No for the 100-year design flow: 1 2 3 z E I~ Headwater WSE 1 foot below lowest curb top? Yes Yes
Spread of headwater within ROW or easement? Yes Yes
E C'· Cll Is velocity limited per conditions (Table C-11 )? Yes Yes (f) (f)
gi "O Explain any "no" answer(s): ·-c: ~ Cll
0 c: ..... 0 u:..;::::;
>-Cll Cll u 3: ..Q
"O (!)
Cll .0 Minor Collector or Local Streets: Will culverts serve these types of streets? 0 ·-..... ..... u u No x Yes How many instances? 1 for each identify the ·-(f) -(!) -----§ "O location and provide the information below: a. (!)
-a. Instance 1: Culvert at Brewster Drive and Wi l liam D. Fitch Pkwy . Cll z..
"O >-Instance 2: (]) c: ~ Cll -Instance 3: (f) 0
t (f)
(]) (]) 2 u For each instance enter value, or "yes" I "no" for: 1 2 3 ::s c: u Cll Design yr. headwater WSE 1 ft. below curb top? (]) Ul Yes ..... c: <( ·-100-yr. max. depth at street crown 2 feet or less? Yes ~ 0 Product of velocity (fps) & depth at crown (ft) = ? 0.0 E ..... g Is velocity limited per conditions (Table C-11 )? Yes
Limit of down stream analysis (feet)? 100 '
Explain any "no" answers:
STORMWATER DESIGN GUIDELINES
Effective February 2007
Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.12)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
All Proposed Culverts: For all proposed culvert facilities (except driveway/roadside
ditch intersects) provide information requested in next eight boxes.
Do culverts and travelways intersect at 90 degrees? x Yes No If not, ----identify location(s) and intersect angle(s), and justify the design(s):
Does drainage way alignment change within or near limits of culvert and surfaced
approaches thereto? _x_ No --Yes If "yes" identify location(s), describe
change(s), and justification:
Are flumes or conduit to discharge into culvert barrel(s)? __ No _x_ Yes If yes,
identify location(s) and provide justification:
WS Phillips Culvert #1 -Storm Drain pipe in side of box to limit erosicn
'O Are flumes or conduit to discharge into or near surfaced approaches to culvert ends?
x No Yes If "yes" identify location(s), describe outfall design treatment(s): <ll ----:i c ~ 0 .s.
en ~ ..::: Is scour/erosion protection provided to ensure long term stability of culvert structural :i components, and surfacing at culvert ends? x Yes No If "no" Identify u ----locations and provide justification(s):
Will 100-yr flow and spread of backwater be fully contained in street ROW, and/or
drainage easements/ ROW? _x_ Yes --No if not, why not?
Do appreciable hydraulic effects of any culvert extend downstream or upstream to
neighboring land(s) not encompassed in subject property? x No Yes If ----"yes" describe location (s) and mitigation measures:
Are all culvert designs and materials in compliance with B-CS Tech. Specifications? x Yes No If not, explain in Special Design Section of this Part. ----
STORMWATER DES IGN GUIDELINES
Effective February 2007
Page 21 of 26 APPENDIX. D: TECH . DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4.13)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Is a bridge included in plans for subject property project? --No --Yes
If "yes" provide the following information.
Name(s) and functional classification of the roadway(s)?
What drainage way(s) is to be crossed?
~ Q)
Ol "O ·;::
(l'.)
A full report supporting all aspects of the proposed bridge(s) (structural, geotechnical,
hydrologic, and hydraulic factors) must accompany this summary report. Is the report
provided? --Yes --No If "no" explain:
Is a Stormwater Provide a general description of planned techniques:
£ Pollution Prevention Silt fence and inlet filtration will serve as the co Plan (SW3P) main protection against stormwater pollution. The :::J a established for Contractor shall use any other means 03 necessar y
Cil
project construction? throughout construction. s No x Yes -- --
Special Designs -Non-Traditional Methods
Are any non-traditional methods (aquatic echosystems, wetland-type detention, natural stream
replication , BMPs for water quality, etc.) proposed for any aspect of subject property project?
x No Yes If "yes" list general type and location below. ----
Provide full report about the proposed special design(s) including rationale for use and
expected benefits. Report must substantiate that stormwater management objectives will not
be compromised, and that maintenance cost will not exceed those of traditional design
solution(s). Is report provided?
STORMWATER DESIGN GUIDELINES
Effective February 2007
Yes ----
Page 22 of 26
No If "no" explain:
APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.14)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Special Designs -Deviation From B-CS Technical Specifications
If any design(s) or material(s) of traditional runoff-handling facilities deviate from provisions of
B-CS Technical Specifications, check type facility(ies) and explain by specific detail element.
Detention elements __ Drain system elements Channel features ----
Culvert features Swales Ditches Inlets Outfalls ----------
__ Valley gutters __ Bridges (explain in bridge report)
In table below briefly identify specific element, justification for deviation(s).
Specific Detail Element Justification for Deviation (attach additional sheets if needed)
1)
2)
3)
4)
5)
Have elements been coordinated with the City Engineer or her/his designee? For each item
above provide "yes" or "no", action date, and staff name:
1)
2)
3)
4)
5)
Design Parameters
Hydrology
x Yes No Is a map(s) showing all Design Drainage Areas provided? ----
Briefly summarize the range of applications made of the Rational Formula:
For the Rational Formula we assumed that a residential area has a
runoff coefficient of 0.55.
What is the size and location of largest Design Drainage Area to which the Rational Formula
has been applied? 4.92 acres
STORMWATER DESIGN GUIDELINES
Effective February 2007
Location (or identifier): DA 23
Page 23 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4.15)
Design Parameters (continued)
Hydrology (continued)
In making determinations for time of concentration, was segment analysis used?
x No Yes In approximately what percent of Design Drainage Areas? %
As to intensity-duration-frequency and rain depth criteria for determining runoff flows, were any
criteria other than those provided in these Guidelines used? _x_ No --Yes If "yes"
identify type of data, source(s), and where applied:
For each of the stormwater management features listed below identify the storm return
frequencies (year) analyzed (or checked), and that used as the basis for design.
Feature Analysis Year(s) Design Year
Storm drain system for arterial and collector streets 10 , 25, 100 10
Storm drain system for local streets 10 , 25, 100 10
Open channels
Swale/buried conduit combination in lieu of channel
Swales
Roadside ditches and cu lverts serving them
Detention facilities: spillway crest and its outfall 2,5,10,25 ,50,100 2,5,10,25,5(
Detention facilities: outlet and conveyance stru cture(s) 2,5 ,10,25,50,100 2,5,10,25,5(
Detention facilities: volume when outlet plugged 100 100
Culverts serving private drives or streets
Culverts servi ng public roadways 2 ,5 ,10 ,25,50 ,100 2,5,10,25,~
Bridges: provide in bridge report.
Hydraulics
What is the range of design flow velocities as outli ned below?
Design flow velocities;
Highest (feet per second)
Lowest (feet per second)
Streets and Storm Drain Systems
Roughness coefficients used:
For conduit type(s) RCP 0.014
STORMWATER DES IGN GU IDELINES
Effective February 2007
Gutters Conduit Culverts Swales Channels
Provide the summary information outlined below:
For street gutters:
HDPE 0.014
Page 24 of 26
0.014
Coefficients:
APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
,100
,100
0 ,100
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4.16)
Design Parameters (continued)
Hydraulics (continued)
Street and Storm Drain Systems (continued)
For the following , are assumptions other than allowable per Guidelines?
Inlet coefficients? x No Yes Head and friction losses x No Yes --------
Explain any "yes" answer:
In conduit is velocity generally increased in the downstream direction? x Yes No ----
Are elevation drops provided at inlets, manholes, and junction boxes? x Yes No ----
Explain any "no" answers:
Are hydraulic grade lines calculated and shown for design storm? Yes x No ----
For 100-year flow conditions? x Yes No Explain any "no" answers: ----Hydraulic grade lines are calculated but not shown.
What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify
each location and explain:
Both storm sewer designs assumed the pipes were full for tailwater conditions .
Open Channels If a HEC analysis is utilized , does it follow Sec Vl.F.5.a? __ Yes __ No
Outside of straight sections, is flow regime within limits of sub-critical flow? __ Yes __ No
If "no" list locations and explain:
Culverts If plan sheets do not provide the following for each cu lvert, describe it here.
For each design discharge, will operation be outlet (barrel) control or inlet control?
Entrance, friction and exit losses:
Bridges Provide all in bri dge report
STORMWATER DESIGN GUIDELINES
Effective February 2007
Page 25 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
As Revised February 2009
SECTION IX
APPENDIX D -TECHNICAL DESIGN SUMMARY
Part 4 -Drainage Concept and Design Parameters I Conti nued (Page 4.17)
Design Parameters (continued)
Computer Software
What computer software has been used in the analysis and assessment of stormwater
management needs and/or the development of facility designs proposed for subject property
project? List them below, being sure to identify the software name and version , the date of the
version, any applicable patches and the publisher
Microsoft Excel Spr eadsheet for inlet, pipe, and cul vert sizing
HEC-HMS Software for Pond De sign
Part 5 -Plans and Specifications
Requirements for submittal of construction drawings and specifications do not differ due to use of a
Technical Design Summary Report. See Section 111, Paragraph C3.
Part 6 -Conclusions and Attestation
Conclusions
Add any concluding information here:
The Bridgewood Subdivisi on, will have no adve rse i mpact to downstream propert ies and
conforms t o the overall subd ivision report .
Attestation
Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical
Design Summary Drainage Report by signing and sealing below.
"This report (plan) for the drainage design of the development named in Part B was prepared
by me (or under my supervision) in accordance with provisions of the Bryan/College Station
Unified Drainage Design Guidelines for the owners of the property. All licenses and permits
required by any and all state and federal regulatory agencies for,,the .P'.C!P_osed drain?[!_e
improve ents have ';f:Jen issued or fall under applicable general perm. its." __ ,...,.,,,,
' / (Affix Seal) · ,:-'\~'\_ .......... t.:r \} I r 'ft . ;~ --'C. o Fr ,,
~ ~ ~-'fl--_ 71111 f * ;.···· + '•<(~" \
f I I'*: J-?t( ·.*.} Licej 1 gd fessl'i al Engineer , .... ~ ............... '.._'._._ ... :.:' .. 1
II ~JEFFERY L. RC_·;:::if'SOi,/
State ~fTexas PE No. '11J15 I ',;·~:·~ .... ·9·4·7·4--5 ····:,.:; .. j ~ r 'P,,..., • •• l.tn,... -<' /.;...""> ;#
STORMWATER DESIGN GUIDELINES
Effective February 2007
Page 26 of 26 APPENDIX. D TECH. DESIGN SUMMARY
As Revised Febru ary 2009
EXHIBIT C-1 Rational Formula Drainage Area Calculations Bridgewood Subdivision l ct I S: S: . i ~ [il 'I g g s: s: I i ct ct 0.. ;i. u.. u.. 0 0 UJ ~ g j::: !z ct ~ ~ ~ ~ >-I (!) ct UJ ! z UJ (.) ct:i:: ct o::::i:: 0::: !::: u I ~ _, > I ~ ::;; _, -'f-_, wf-w u f-t=. ~ ~ ~~' (jj ~ ~ ffi~ ffi:J ~~ ~:J g c.i UJ 0 "' I 0 I 0 I g o::: o zo::: I UJ ct o >w >ct =>w =>ct UJ n; CJ) N "' a' ~ "' N a! "' a ~ c f-::Jct! 0::: 0.. f-0..J Ou. C!l..J C!lu.. > (.) ::i !:::! 0 !!! 0 :!: ! 0 !:::! 0 I!!! I 0 :!: 0 NO. IAC. I 0.4i 0.551 0.91 itt. ltt. ltt. ltt. !ftls lmin lmin /In/Hr lets lln/Hr !ets /In/Hr lets lln/Hr lets !In/Hr iets !In/Hr lets -~~!v~-rt~ ..... ~:?! ·--~~gL_ ___ 3_~!L.~:..q~ ____ !_.9_~J .... 1.,q .... 1,0 ... ~_6.0 ... 1._~!.J~ 0.8 .. ~g .. ~---·6_.3_~ __ 12.4 .. ..!!.L. '.?:.1. __ 8,~ .. !L~ .... 9.9 ... !.~,~ __ 1_1_.! .. ~'.:~ ... '.1:.6 .. 2.2.-~ ···s.h· ··· ;:~~ ·· g:g~i-----;:~~1-g,~~ ---~ .. ~~! ~~~:~ ··· ~~ · 1~i:~ -1-:~i--~ ~ ~:~ ~~:~ ::;; ~:~ ~}-· 1 ~:~ ~:~ ·· ·&~ ··· ~} iU ·--~ ~ ~i ·1~:§ ---H:~ 1{~ 6.02 2.59 0.00 2.59; 0.00 1.42! 382.0 4.0 314.0 3.0: 1.0 11.5 11.5 5.93 8.4 7.21 10.3 8.1 11.6 9.3 13.2 10.5 15.0 11.0~ =:~~f.J:~~: =:=:~:%! ·::::f-~~ ~:=:tf !j::·~f6-=Htr=:~il :::·t~ : .. ::~f ~~ --t~l:::t~ -=1·!{ ::}~~~::=t~t =:·:tl :·=t~j:::·::U ::~tl :::tl :::t~ .: .. i_~i::=~*~ :::·:~t! ~-}:~: :··:t~ 11 1.37 0.00 1.371 0.00 0.75: 170.0 1.5 230.0 3.01 1.1 6.0 10.0 6.33 4.8 7.7. 5.8 8.6 6.5 9.9 7.4 11.11 8.4 11.6 8.8 12 1.70 0.00 1.70. 0.00 0.94; 200.0 2.0 150.0 1.0: 0.9 6.3 10.0 6.33 5.9 7.7: 7.2 8.6 8.1 9.9 9.2 11.1! 10.4 11.6 10.9 -13-·-1---o-.6~9-+-~o-.o-o+--o-.6-9·l-o.o-o'--O.-Jt3T ao.o 1.0 220~0~-1~4 ---3~5-10]1--5~3·--2~4--Dt 2.9 a.6 3.3 9~9 3.7 11.11---42-11-.6r--,f4 1.01 0.00 0.00 0.00; 0.00 0.00 I 1.0 1.0 1.0 1.0 i 10.4 0.0 10.0 6.33 0.0 7.7; 0.0 8.6 0.0 9.9 0.0 11. 1 0.0 11.6 0.0 1.02 o.54 ooo, o.54: o.oo __ o.3o~.o 1.0 305:Q~...QL_~,__3.2~0 6.33 1.9 n: 2,:!_ ~~~ ~~!!+ 11.1 3.3 11.6-~ 1.03a 1.07 0.00 1.071 0.00 0.59 i 260.0 3.0 1.0 1.0; 0.8 5.71 10.0 6.33 3.7 7.71 4.5 8.6 5. 1 9.9 5.8: 11. 11 6.6 11.6 6.8 , ________ ----r--------------1------------·-t·-------------------· --:--·------------~---------·----·---1-------·--· --··--·--··-·+-·---·----1---·-··--------------·----:-r-----1---··--·----~·---1.03b 1.70 0.00 1.70, 0.00 0.94. 120.0 2.0 205.0 3.01 1.5 3.6 10.0 6.33 5.9 7.7; 7.2 8.6 8.1 9.9 9.21 11.1 10.4 11.6 10.9 1..04a 0.52 0.00 0.52! 0.00 0.291 38.0 1.0 542.0 5~ 5.3 10.0 6.33 1.8 ~ 2.2 8.6 2.5 9.9 2.8 11.1 3.2 11.6 3.3. 1.04b 0.18 0.00 0.181 0.00 0.10: 56.0 1.0 168.0 2.0• 1.6 2.3 10.0 6.33 0.6 7.7: 0.8 8.6 0.9 9.9 1.01 11.1 1.1 11.6 1.2 17 1.12 o.oo 1.121 o.oo o.621245.o 3.o 50.o 1.01 o.9 5.5 10.0 6.33 3.9 7.7: 4.7 8.6 5.3 9.9 6.11 11.1 6.9 11.6 7.2 _____ 1_~_. __ 1 ___ -~-.8-~ .... 9~~2{ ... ___ q.~~L Q!!9 .. _ _2,4_!! i-· -~-~,g ... ~ .. o .... ~3~.~ . __ 3_,_~: ... !:? .... ~.6 . ![°6_y3_3 .. -~' 1 ... .!:?.j ... --~_.8_ .... 8-.. ~ ..... ~ .. 2. ____ 9,~-----~-~L. .. '.1_.! .. ___ 5,5_ ... !1_._6_ . --~'! .__1_9_L o.96 0.001 o.961 o.oo o.53· 157.o ~___257,Q~L1.2 5.8 10.0 6.33 3.3 _ _22.J 4.1 8.6 4.6 9.9 5.#~j-5.9 11.6 6.1 20 1.07 0.001 1.071 0.00 0.59 211.0 2.0 245.0 6.0i 1.2 6.4 10.0 6.33 3.7 72] 4.5 8.6 5.1 9.9 ili1.1 6.6 11.6 6.8 2.01 1.74 0.00 1.741 0.00 0.96 192.0 2.0 260.0 3.0! 1.2 6.5 10.0 6.33 6.1 7.71 7.4 8.6 8.3 9.9 -~1.1 10.7 11.6 11.1 1···32~? ... ··· H~ ·---~:~~t··· .. 1:6b~--6'66 ·--~~~i. · ~j-~~6 ·--}~ --~~~-Jf{; · i~:~ -i~}--:~~j ·· 1H ···-H!---·1~:6 ·---~"~ -··1·N ·---~J---1~:~1-·}-~ .. 1-· -&~ ___ !H --,-~:~I 24 o.90 0.001 o.901 o.oo o.5o 168.0 1.5 192.0 2.0 I 1.0 5.8 1 o.o 6.33 3. 1 7.7: 3.8 8.6 4.3 9.9 4.91 11. 11• 5.5 11.6 5.~J 25 0.80 0.00 0.80i 0.00 0.441 91.0 1.0 217.0 2.0i 1.3 4.0 10.0 6.33 2.8 7.7l 3.4 8.6 3.8 9.9 4.3. 11.1. 4.9 11.6 5.1 ---~6§··· ···· H6 ····H6~----··H61--ri"66·-~-?~H ····i"ri ·---~~~:ri ··1-6:-til···H···H ··iH ·-Hj ····H ··{fr··{:~-···H1····-N ····H····H1·-+H1·····H··+H ····i'~ 2.03 0.00 o.oo: o.oo: 0.00 0.00 I 1.0 1.0 1.0 1.0 ! 10.4 0.0 10.0 6.33 0.0 7.7: 0.0 8.6 0.0 9.9 0.0 I 11. 1 0.0 11.6 0.0 28A _ 1.09 0001 109·~......Q.:.60(.___~~~!! __ _1_"1 _ _1_73.q __ __2_Jli _!._.Q --~'8. ... ~9.Jl.~,~---~--7.7• 4.6 8.6 5_?_,__9.9 5.9 11.1; • ........§...I._!:1.:.6_, __ _7.0 ... ~8!3-... __ 15_1 .. 0~~~4 ____ 1.511.q.,oo ____ ~,8-~j 282.0 30 79.o 1.q:_o9 7.o 10,0 __ ?.33 5.3 7:!.i. 6.4 8._6 __ J2 9~ _8_?. __ 11.1j __ 9.3 ___ !1_6 9.7 29A 0.33 0.001 0.33: 0.00 0.18! 50.0 1.0 150.0 1.0; 1.4 2.4 10.0 6.33 1.1 7.7: 1.4 8.6 1.6 9.9 1.8 11.1 2.0 11.6 2.1 298 0.44 0.00 0.44~0 0.24• 25.0~ ____272,Q,_]0; 2.0 2.5 10.0 6.33 1.5 7.7: 1.9 8.6~ 9.9 2.4 11.1 2.7 11.6~ 30A 0.50 0.00 0.501 0.00 0.28 ! 216.0 2.0 149.0 1.5; 0.9 6.5 10.0 6.33 1.7 7.7: 2. 1 8.6 2.4 9.9 2.7; 11. 1 ! 3. 1 11.6 3.2 i----~~! ..... ---~~~~ ---.. ~-~~ ·---~:~~r~:~~ ---~·:·~-~r .. 2~~:~ ··---~-~ ·----~~~-~ ·-T~r·~-~ ----~:~ --~I~ --~;~ ----~:~ ·---;·:;:--· .. -~~; ···-·::~-.-····;:~ ----!:! ____ f~r-~·~:t····-~:~ ·--~-~-! ..... ~ .. ~ -··:ffEf---·--11.92 ·· ·a.oo ··-··a.92r· a:aii · ·-a-.s·; ·· ·112.·o ··· 1:0 · 325.o · ··3·a1·-· fs 4.6 io:o .. ··5:33 ·· ":l 2 · ·· ·1.i!"· ·is ·--·s.-~1-· ···4-,i ···9:!i ··--5_·a1 ·-·ff1 ·· ··5:5 ···ffs · -5.9 6/30/2014 10530014-dra -Revised2.xls Exhibit C-1
EXHIBIT C-2
INLET COMPUTATIONS
Bridgewood Subdivision
DESCRJPTION
..: ...;i
.... Qi -0 Q. O"
~ Qi a:
...;i u
.... Qi
"O ;..
Qi 0 "O ·;;;: c 0 .... .... 0:: Q. u
..j Cl
1 na i 5.0 0.0 5.0 38 i 1.02 I 5.0 Recessed Low Point Inlet 2.33 2.14 5 0
..c: .... c. Qi Cl
"O Qi
"O c
0 Q.
6.03 6.02 J 12.3 0.0 J 12.3 38 J 2.52 6 12.3 Recessedlnleton Grade 0.62 1990 15 3.1----1---:---:---.1
--~,~~-j--?;1~-'--[--'{j--~}f -}6J -m·-H*·-6~i j ~-~l ~~ecceesssseeH~1!1t~~i;~~~;}:1 · ~.~~ 2
:)
6i '} 5 ~ ·---[----f----
10 I 12.0 : 4.5 0.0 : 4.5 27: 1.61 I 0 4.5 • Recessed Low Point Inlet 2.33 1.93 5 0 : : ---------·--·t-·------·---·-t .. ---------·-----------+--··--------·--------j..------------··--------··---· ----··-----+--------------··------·-·----------·-----··----··---------··---··----· -------··------· ·------·-------------------· ··-------·+--··-.. ·-----j.··-··-----
--~; I 112oQ~--H--~5'-~-+-H--Hr-+H---H -~+1--~:~::::~ c~~~~;:~H;;~~~----tH-H~ -i-----5 ··-------+----+---
13 I 1.0 i 3.3 0.0 ; 3.3 27 i 1.17 13 3.3 I RecessedLowPointlnlet 2.33 140 5 0 i
1.01 na J 0.0 0.0 0.0 27! 0.00 ..J_J!!J_ Junction Box 0
1.02 l.03a : 2.6 0.0 2.6 38 : 0.92 I 2.6 I Recessed Low Point Inlet 2.33 I. I 0 5 0
1.03 na 8.1 0.0 8.1 38 J 2.88 1 03 8.1 i Recessed Low Point Inlet 2.33 346 5 0
' -·-_;....--.1
_JiJ4 ~20.0 l_.QJ. ___ 0_9 __ '._.0L. __ }_8-L.!!:.~'--· ~Q~ _Qc9-_l----~~s.s.~9_1:-.!l~~-~9_i!!_!_~1~!-~! _____ 2-}3-__ Q:lL ··---~----_.Q ______ . __ L ______ l__··--····
17 19.0 l 5.3 0.0 I 5.3 27: 1.90 17 5.3 1 Recessed Low Point Inlet 2.33 2.28 5 0 l !
18 19.o i 4.2 o o i 4.2 ·~·-2::,tJ.51--·18 421---Recesse~i"Lo;-i»;;;;~1i;;1;;1--2~33-)~ ---5·--o r---r--
1 I I I . -I I --~-~-----~~~-·~--±L __ QcQ.~.i:~ --~?~-~}. __ .J . .9-_.'.!:~+---~~~~~~~~--L:ow 1'-.~~1lU~1J~! ___ ?..:~} ~~ __ } _____ Q __ -·-·--·~-·-·-·--·; __ _
20 30A : 5.1 0.0 : 5.l 27 j 1.81 20 5.1 , RecessedLowPomtlnlet 2.33 2.18 5 0 : :
2.01 2.0 8.3 0.0 : 8.3 38 : 2.95 J _._8-1-L Recessed Low Point Inlet 2.33 3.54 5 0 , _ __;_ __ _.:.... _ _,
2.02 2.0 : 6.3 o"Jlf 6.3 38 : 2.26 2 6.3 i Recessed Low Point Inlet 2.33 2.71 5 0 :
-~----~-~--l_ 14.J_~_o:.2..J .. ~~2. _2 7-L.5 2.'.'_ ~~-J.!7-t. __ _E_rp.e£>~~-0~1E..l.~!~~------_____________ _Q_ __ _?_ __il}j.9-_L __ _l_Q
___ ?_4_ __ + _ _?_:J__j__:t_} ____ O.cU_ .~C~----~?L_!c~~--_?4_ _:!}_~--·--~~~~~~~.d_!-:_()~'.'..!~()~~~!!JJ~! ... -_?}}_ L~} ___ _5 ___ ----°-----____ J _____ J ____ _ }g4-l--~~;--+-H----5C6+-H----Hi---Hi--_?~--H+---~~~:~~~~-t~~~~}~~ J;~:; ----+H-H~ --}------~ -~~ ----+ ----+ --~~: ·-·-·-·-·-·-·-~·-····-·-·-·-·-··,-·---·--····-· ·-·-··-·-·-·-·,-.. -·--·-·--·-·-·-···-·-·-·---·-··-·---·-··--· ·-·-·---·-·-·--·-·-·---·-·-·-·-·-·-·-·-·-··-·-·-·-·-·-··--·------·-·-·--·-· ·-··-·-·-·-· ···--·-·-·-----·-· ·-----·-·----,-·-·---·,-·--2. 05 ' na : 5.7 0.0 : 5.7 38: 2.04 2.1 5.7 Recessed Low Point Inlet 2.33 244 5 0 : : ·-·-·-·-··-·-·-+-··-·-·-·-·-·-··1-·-·-·-·-··-·-· ·-·-··-·-·-·-·1-.. ··-·-·-·-·--·-·-·-·1·-·-·-·-·-·-··-·-·--·-··-·-· --·-····--· ·-·-.. ··-·--·-·-.. ··-·-·-·-·· .. --·.-·-·-··-·-·-·-·-·-··-·--·-·-··-·-·-·--·-·-·-·-·-,_ .. ____ ·-·-·-·-·---·-·-·-·-· --·-· '"-·-·-·-·1--··---·1-.. ··-·-·-· 2.03 na , 0.0 0.0 ; 0.0 27; 0.00 2 0.0 Junction Box 0 , ;
28 na : 7.2 0.0 : 7.2 21: 2.56 '287:2~ Recessed Low Point Inlet 2.33 3.07 5 0
29 na : 2.1 0.0 : 2.1 21: 0.75 29 2.1 Recessed Low Point Inlet 2.33 0.90 5 0 _ _l __ __J __ 30_,__;;;--:-53-'-o~o--:-5:3--27:--~88 ___ ·30 -5 3-·······Re-;;e~;~a-L.~-;; Poi;;-;·J;;J~(--·-2.33 Ti6 -5 ----o --: :
31 na : 44 0.0 : 44 27; 1.56 31 4.4 I Recessed Low Point Inlet 2.33 1.87 5 0 -:-
7/1/2014
10530014-dra -Revised2.xls
Exhibit C-2
EXHIBIT C-3 PIPE SIZE CALCULATIONS Bridgewood Subdivision IT I : ! ' I ! T : , : i I : I I I I : I I ' ' l I~ : l l ! ! I ·-: ~ ! .. I I ! ! , 1· ~ : b"n 1 .. I 1 1 f e Q ! •r;; l ~ ~ QJ I ! l • i -<!'. ... "C : ~ "' I ·-0 0.. I ! ~ ! 0 ; E-u 0 I ~ 'Q ~. i:.. ~ 0 I I i .... E i "O z l ~ ....,_ ..... I ""'"""I \Jf.J I .... ·-J ~ i ...:i ...:i rfJ ; i 1l c:; t ;; c: c;s I I E-E-I ,:; :i: :i: E-' Z -<!'. I c: I ._, ' .... '-' i:,. 0 -I ' c.? -' -E-..i ! -I bJl I "C : ~ .. 0 i ·.: ~ I ..i . ! ~ ! ~' .-. c.? ...J i f-·-00: ::: ! • ::: I ::: c.; • ...J l Z 00: l:::!J """' -Z l 0 0 c.; ~ I C: ~ i :.0 ~ 0 t ~ ·;;::: ti ~ ..i ! f;i;l 1 .:: ! c.; ~ 1-"l _::___j _ _E-E-f:__..,.. Q l-2_~~~--~-f-~-~----~-----'=------~--1::-~ I > _! ...J I __t:_+ ___ E-___ :t # i # Ac. min 1·0cfs :cfs I# :cfs % % I" ~ ' min :min ' ' 503 l 502 1.4L __ 1-9.:9_ 10J ____ ~?3: 16.4t_1J __ ~4 _ __g6o 227 24 5~2i 315i 1.01LJJ_,Q1_L_, 6.02 : out 2.81 11.51 10: 23.2: 23.211 ! 23.2 0.37 1.19 301 4.7. 364, 1.29! 12.79 601b ! out i 1.31 11.31~-_1 __ 0.5! _ _J.!Ol 1: 14.0 0.441 _.Q~ 241 4.5i 74i 0.28i 11.62 10 I 11 0.5! 10.01 10 I 4.5: 6.0: 1 ! 6.0 0.38! ' 181 3.4: 301 0.151 10.15 11 ! 1 01 1.31 1011 10 I 11 Oi 14.6! 1 14.6 0.48 24 4.6! 346! 1.24! 11.391 12 ! 13 0.9 10.01 10 I 8.1: 10.711 10.7 1.20 18 61: 30: 0.08: 10.08 13 ! 1 02 1.3 10.11 10 ! 11.3: 15.0I 1 15.0 0.51 24 481 401 0.14l 10.22 -·101--T 1.02 1.3 --ff4f101---·:;-o:4T 13.9! 1 1·3.9-0:43·--a~34i 241 44T314i 1:19T-12.58 ----1 02 ! 1.03b 2.9 12.61 10 I 22.6: 22.6: 1 22.6 0.35,__ 1.72 301 4.6: 2101 0.76f-13.34~---' I I -I • ---·· ·! ---; ; ' 1.03b i 1.04b 4.41 13.3! 10 I 33.6: 33.6! 1 33.6 0.77 0.931 301 6.8i 421 0.10i 13.44 1.04b ! 20 i 481 13.4! 10 ! 36.4! 36.4! 1 ! 36.41 091! 1 ool 301 7.4! 32! o.o7! 13.51 J?__J_ 18 : o.6 ____ !.9.:_o: 10 _21: 7.1 1 i 7.1 o.52 18 i:.9..[J·or--0.121 10.12 18 i 19 : 1.1 10.1: 10 ! 9.5: 12.611 i 12.6 1.671 181 71j 35i 0.081 10.21 ---lb---+--11Qs_~---Hf·---i-HH}-F--~t~F----~~--~-{-F--~~--~ -=-1~~t-----~---F=-~4f--Hh~~~--t~~+--i~~! ·----1 2.01 : 2.02 : 1.0 10.ol 10 I 8.3: 11.011: 11.0 1.26 1.00 181 62: 221 o.591 10.59 2.02 : 2.03 : 1.71 10.6! 1 o I 14.2: 18.9! 1 ; 18.91 0.81 I 0.84! 241 6.0! 201 ! o.56! 11.15 23 : 24 : 2.31 185! 10 ! 14.7! 19.5! 1 ! -19.5T-o.86I--I 241 6.2f325T o.87! 19.37 24 : 25 2.8t-_ 19.4j 16+:=iii[=]f.21-fI~.:..?.f_2f 5 63F----+· __!§ Jl.J.l 30j O.O~ __ !.§l~--25 ! 2.03 : 3.2, 19.4: 10 i 20.2: 20.2: 1 f 20.2 0.28 30 41 i 40, 0 16: 19.57 • 2.04 ! 2.03 : 1.01 ___ 10.11 1 o 1 _a_£_Ji2j_1__~ ___ 1n1 -~ aj-fl ~ __ _Q.51r~24r--3~71---5ar--0.26j__~.Q~--2.05 : 2.04 : 0.7f 1 o.o: 10 I 5 7: 7.6: 1 : 7.6T 0.60 0.47 18 4.3l 38: 0.151 10.15 2.03 1 298 : 5.91 196! 10 I 371; 37.1! 1 i 3711 o.36! o.481 361 531 661 0.211 19.78 288 : 298 i 1.41 100110 I 123: 16.4! 1: 16.41 2811 ! 181 93! 30! o.05! 10.08 --13~·-··f····}i~·--F-~t:~ ~~=-;~-!j:-~~-1··-··~·:!-~1-··~-!~·!i··~·--~ i~:~ ·==-!:~~===~·-----:11---l!f ~l~j-··--~:~~t··--~~~~~-------•includes 33% Flow Increase for pipe sizes <27" dia. ••See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) 7/1/2014 10530014-dra -Revised2.xls Exhibit C-3
Inlets
From I
318
20
EXHIBIT C-4
HYDRAULIC GRADE LINE -10Yr. Storm
Bridgewood Subdivision
I J Normal Normal ! I I I
FL FL I Begin Pipe I Depth Starting Depth I Velocity Velocity I Ending Top Della I a l Main
To Upper Lower I WS Elev 0 10 Dia Length Sf Pipe S Lower WS Elev Upper Hf In Out Hj WS Elev Inlet Check [ Delta Full Inlet In
Out 307 306 ' 308.00 101.03 48 100 0.571% 1.000% 308.50 308.50 309.50 0.57 12.10 11.66 0.08 309.58 314 OK 4.4196 133.7 20
318 313 309 309.58 53.07 36 240 0.732% 1.667% 310.73 310.73 314.73 1.76 10.61 12.10 0.26 314.99 319 OK 4.0131 80.2 19
>--20-314 --313 --314.99 13.99 24·-35 o.749'/, 2.857% ~313.85 -314.99 314.85 0.26 7.35 10.61 0.46--31S.7o --319 -OK 3.2958--35-:-6 - -1B -1 9-
18 19 317 316.5 315.70 9.50 18 35 1.605% 1.429% 317.51 317.51 -318.01 0.56 6.82 7.35 I 0.06 318.13 321 OK 2.8673 11.7 17
17 18 317.5 317 318.13 5.32 18 30 0.504% 1.667% 317.68 318.13 318.18 0.15 0.00 6.82 0.36 318.64 321 OK 2.3552 12.6 0
1.04b 20 320.72 320.39 314.99 36.36 30 32 0.910% 1.000% 322.27 322.27 322.60 0.29 8.47 8.84 0.05 __ 322.64 325.37 OK 2.7262 38.2 1.03b
----;-:Q3i)" 1.04b 321.21 320.82 322.64 33.56 30 42 0.775% 0.929% 322.63 322.64 323.02 I 0.33°-~9.91 8.47 0.20 323.23 325.37 OK 2.1429 36.B 1.02 1.02"" 1.03b-324.95 321.31 323.23 22.57 30 -210 ~351% 1:720%-~322.50-32'in-326.14 0.74 7.40 9.91 0.34 326.47 329.9 OK 3.4259 >--so.1-13-
--;J" 1.02 325.5 325 326.47 11.31 24 40 0.490% 1.250% 325.95 326.47 326.45 0.20 7.54 7.40 0.02 ---32s:eg ~31-~· OK I 4.3138 23.5 --t--1y-
12 13 326 325.5 326.69 B.07 18 30 1.160% 1.667% 326.36 326.69 326.86 0.35 o.oo 7.54 0.44 ---327.4B-~-31 OK 3.5241 12.6 O
1.01 1.02 326.51 325.44 326.4'7-1oA2 -"24° 314 0.416% 0.341% 326.79 326.79 '"327.86 1.31 t-4.38 4.38 O~ 328.10J32.15 OK 4.0529-~2.3------,:01 -
ff -..=i~ -327->--326-32B.1ii 10.95 -24 -346 o.459o/; o.289% 327.55-32s.10 32855 -159 B3B 4o9 t 0.42 -_33.Q:-i.Q.--332 --OK--1.8976 t-11.:f --10
-1 o-11 -328 --327 ---330-:-10--4.51 Ts --30 o-:-362'/, 3.333% ,_327.53 -330.10 328 53 o 11 o oo a 38 _ o 55 330 76 332 -OK 1.2432 -17.9 - -o
f--------t---------
-308 318 308 307.5 I 310.50 I 7.63 18-----so--'-11i350;;-1000% 30848-31050 _]_0B-98_L:="o5L:-f~~= 609::J: 0 17_-=~J~-~ OK 3.8117 9.8 298
298 309·-30925--308Tsj3T1'":19-+ 48.52 36 329 ,__Ii 612% -o 152%TI11 7~-_31"'j~2!.2~__3_.Q!___ 5 75 3 90 1 o 14 313 90 326 OK 12.0975--24.2--,__2!!.~
288 298 309.5 309.25 313.90 12.33 18 30 2708% 0833% I 31075 31390 31100 081 4.26 5.75 0.12 314.B:i-326__ OK 11.1698 8.9 I 2.05
2.03 298 306.33 306 313.90 37.15 36 66 0.359% 0.500% 308.0'i---m-:go-3 os.36 0.24 6.35 6.94 0.06 314.20 315.68 OK I 1.4793 43.9 25
2.04 2.03 310.97 "'1:1036_.i._314_:20 8.78 24 58 o~ 0.534% 311.76 314.20 312.07 0.17 5.05 5.05 0.00 --'"314:37 315.72--~ "1.34Bo-15.4 2.04
-2.o·s 2.o4 311:64 311.46 i 314.37 -5.7o "18-38 -o-:-518'1o - -0.474% 312.47 -314.37 312.65 0.22 6.35 --4.26--0.11---31'4.1~ 315.72 -OK Q.9561--67 - -25
25 2.03 311 310.77 314.20 20.21 30 40 0.281% 0.575% 312.27 314.20 312.50 0.11 4.45 6.35 0.16 314.47 324 OK 9.5276 29.0 24
6.01b Out 309.38 309.01
-6.02 ---o-;JI -314.18 -368.76
5:0} 6.02 321.41 314.78
311.56
:iT1.5s
315.59
10.53
23.17
12.30
24 74 -30 1--3 64-
24 315
v
0.425% --o.3foafo"
0.580%
0.500% _[ 310_:_21_ 311 .56 1 .190~10.07 311 .56
2.270% 1 315.63 315.63
310.58 0.31
315-:-49--1-:35
322.26 1.83
0.00
9.39
0.00
7.59 0.45 -8.68 ----0.10
9.39 0.68
312.32
315.59
322.94
313.61
3 18.89
326.72
OK 1.2882 14.9 -OK --3.2975 f-41.7
OK I 3.7756 31 .7
o
6.03 o
7/1/2014
10530014-dra -Revised2.xls
Exhibit C-4
Inlets FL FL Bea in Pipe
From To Upper Lov.ier WS Elev 0100 Dia Length
318 ~ut 307 306 308.00 148.57 48 100 20 318 313 -309 311.39 77.39 36 240
--1!_ ,_20 314 313 315.55 20.30 24 35
18 19 317 316.5 316.73 13.78 18 35
17 18 317.5 317 319.19 7.n 18 30
1.04b 20 320.72 320.39 315.55 53.01 30 32
1.03b 1.04b 321.21 320.82 323.57 48.92 30 42
1.02 1.03b 324.95 321.31 324.62 32.87 30 210
13 1.02 325.5 325 326.80 16.41 24 40 12 13 326 325.5 327.22 11.71 18 30
1.01 1.02 326.51 _3~44 326.80 15.16 24 314
11 1.01 327 326 330.36 15.89 24 346
10 t-11 326 327 332.00 6.54 18 30
308 318 308 307.5 310.50 11.06 18 so
298 308 309.25 308.75 311.78 71.28 36 329
288 298 309.5 309.25 316.27 17.89 18 30
2.03 298 306.33 306 316.27 54.57 36 66
2.04 2.03 310.97 310.66 315.68 12.74 24 58
2.05 2.04-311.64 311.46 315.72 6.27 18 38
_±5_ 2.03 311 _31~ -315.68 29.68 30 40
24 25 311.25 311.1 316.12 25.63 18 30
_2L ~ 313 311.25 319.72 21.53 24 325
2.02 2.03 313.01 311.31 315.68 20.67 24 201
-2.0.l '2-02. 315.72 313.51 317.32 11.99 18 221
6.01b Out 309.38 309.01 312.40 15.31 24 74
6.02 6.01b 314.18 308.76 313.29 33.69 30 364 '6.03 6.02 321.41 314.78 -316.23 17.84 24 315
EXHIBIT C-5
HYDRAULIC GRADE LINE -100Yr. Storm
Bridgewood Subdivision
Normal Normal
Deoth Start1na Deoth Velocitv Velocrtv Endina Too
SI Pipe S Lower WSElev Upper Hf In Out Hj WS Head Inlet
1.24% 1.00% 310.00 310.00 311.00 1.24 12.88 12.10 0.15 311.39 314
1.56% 1.67% 311.33 31--,--:J9 315.33 3.74 11.68 t-12.88 0.23 315.55 319
1.58% 2.86% 314.10 315.55 315.10 0.55 7.52 11.68 0.62 316.73 319
3.38% 1.43% 318.00 318.00 318.50 1.18 7.48 7.52 0.00 319.19 321
1.06% 1.67% 317.83 319.19 318.33 0.32 0.00 7.48 0.43 319.94 321
1.93% 1.03'.4 322.89 322.89 323.22 0.62 8.53 8.99 0.06 323.57 325.37
1.65% 0.93% 323.32 323.57 323.71 0.69 10.88 8.53 0.36 324.62 325.37
0.74% 1.73% 322.75 324.62 326.39 1.56 8.07 10.66 0.41 326.60 329.9
1.03% 1.25% 326.20 326.80 326.70 0.41 8.09 8.07 0.00 327.22 331
2.44% 1.67% 326.59 327.22 327.09 0.73 0.00 8.09 0.51 328.46 331
0.88% 0.34% 327.44 327.44 328.51 2.76 0.00 4.45 0.15 330.36 332.15
0.97% 0.29% 326.00 330.36 329.00 3.35 9.27 4.10 0.54 334.24 332
0.76% 3.33% 327.60 332.00 328.60 0.23 0.00 9.27 0.67 332.90 332
2.18% 1.00% 309.00 310.50 309.50 1.09 3.90 6.29 0.19 311.78 315
1.32% 0.15% 311.75 311.78 312.25 4.35 5.75 3.90 0.14 316.27 326
5.70% 0.83% 310.75 316.27 311.00 1.71 4.33 5.75 0.11 318.09 326
0.77% 0.50"1. 309.00 316.27 309.33 0.51 6.71 7.06 0.04 316.81 315.68
0.62% 0.53% 312.01 _115.68_ 312.32 0.36 5.46 5.46 0.00 316.04 315.72
1.22% 0.47% 312.96 315.72 313.14 0.46 6.71 4.33 0.20 316.39 315.72
0.61% 0.58% 312.83 315.66 313.06 0.24 4.45 6.71 0.20 316.12 324
11.69% 0.50% 312.60 316.12 312.75 3.51 5.60 4.45 0.09 319.72 324
1.78% 0.54% 313.25 319.72 315.00 5.77 0.00 5.60 0.24 325.73 316.1
1.64"1. 0.85% 313.06 315.68 314.76 3.29 6.29 7.01 0.07 319.04 317.32
2.56% 1.00% 315.01 317.32 317.22 565 0.00 6.29 0.31 323.28 319.86
I
0.90% 0.50% 310.66 312.40 311.03 0.66 0.00 5.39 0.23 313.29 313.61
0.78% 1.19% 310.45 313.29 315.87 2.85 10.06 9.42 0.10 316.23 318.89
1.22% 2.10% 315.88 316.23 322.51 3.84 0.00 10.06 0.79 323.30 326.72
Endina Delta a
WS Elev Check Delta Surface
311.39 OK 2.61 0.00
315.55-OK 3.45 0.00
316.73 OK 2.27 0.00
319.19 OK 1.81 0.00
319.94 ~ OK 1.06 0.00
323.57 OK 1.80 0.00
324.62 OK 0.75 0.00
326.80 OK 3.10 0.00
327.22 OK 3.78 0.00
328.46 OK 2.54 0.00
330.36 OK 1.79 0.00
332.00 Surcharae -2.24 6.88
332.00 Surcharge --0.90 3.15
311.78 OK 3.22 0.00
316.27 OK 9.73 0.00
318.09 OK 7.91 0.00
315.68 Surcharae -1.13 6.80
315.72 Surcha!S_e --0.32 1.78
315.72 Surcharae --0.67 2.78
316.12_ OK 7.88 0.00
319.72 OK 4.28 0.00
316.10 Surchar_9e -9.63 2.40
317.32 Surcharoe -1.n 2.25
319~ Su~!_ _-3.42 1.85
313.29 rsur~ge :"\0.32 0.85
316.23 OK 2.66 0.00
323.30 OK 3.42 0.00
Street ROW
Width Capacity
27 60.54 --v--75.09
27 75.09
27 75.09
27 75.09
38 77.55
38 77.55
38 77.55
27 75.09
27 75.09
27 754.63
27 75.09
27 75.09
27 60.54
27 75.09
27 75.09
27 75.09
38 77.55
36 779.35
36 77.55
27 75.09
27 75.09
38 77.55
38 77.55 --
38 62.52
3H 77.55
36 77.55
Main
Inlet In
20
19
18
17
0
1.03b
1.02
13
12
0
0 -10
0
298
288
2.05
25
2.04
25
24 n--
0
2.01
0
0
6.03
0
7/112014
10530014-dra -Rev1sed2.)(ls
Exhibit C-5
Culvert #2
Culvert Desiqn Criteria
Culvert Description Box
Culvert No.
Width I Heiaht Pioes n
5.oo I 3.00 1 0.014
I I Cu vert Ana1vsis Ca cu ations
Total Flow per Critical Normal
Design Flow Pipe Depth(ft.) Depth
Storm (els) (els) de (ft_)
5 79.00 79.00 1.90 1.71
10 107.00 107.00 2.20 2.13
25 126.00 126.00 2.50 2.40
50 146.00 146.00 2.80 2.68
100 168.00 168.00 3.10 2.99
Elhi = Hwi + Eli
ho= TW or (de+ D)/2 (Whichever is Grealer)
Invert Outlet
Elev. (Eli) Elev. (ELo)
(ft.\ (ft.)
321.50 320.91
EXHIBIT C-6
BOX CULVERT ANALYSIS
BRIDGEWOOD SUBDIVISION
Culvert Top
Length Slope of
(ft.) (ft/ft) Road
100.00 0.0074 328.00
ke I
0.50 I
HEADWATER CALCULATIONS
Outfall c
Slope
(ft/ft)
0.0040
INLET CONTROL OUTLET CONTROL
HWi/D HWi ELhi
1.13 3.38 324.88
1.47 4.42 325.92
1.74 5.21 326.71
2.06 6.18 327.68
2.47 7.41 328.91
H = 11+ke+((29"(n'2)"L)/R'1.33)]'((v"2)/2g)
ELho = Ela+ H +ho
TW de fdc + D\12 ho
2.02 1.90 2.45 2.45
2.33 2.20 2.60 2.60
2.52 2.50 2.75 2.75
2.69 2.80 2.90 2.90
2.87 3.10 3.05 3.05
~Top of Road / ELho
~~ =~
hannel Des1qn c · ntena
LI. Side Rt. Side Bottom
Slope Slope Width
(?:1) f?:1l (ft.)
4.00 4.00 6.00
Control
HW
H ELho Elev.
0.91 324.27 324.88
1.67 325.18 325.23
2.32 325.98 325.88
3.12 326.93 326.15
4.13 328.09 326.85
- - - --"-ELo
n
0.040
Type Outlet
of Velocity Freeboard
Control (fps) (ft.)
Inlet 5.27 3.12
Inlet 7.13 2.77
Inlet 8.40 2.12
Inlet 9.73 1.85
Inlet 11 .20 1.15
7/1/2014
10530014 box culvert 2 rev.xis
Exhibit C-6
PROPOSED CULVERT #1 ROUTING
Emergency Spillway
Length of Spillway
Normal Water Surface
315.00
20.00
Pond Stage
(ft.)
313.25
313.50
313.75
314.00
314.25
314.50
314.75
315.00
315.50
315.50
315.50
315.50
315.50
315.50
Pipe Q
Mannings Orifice
(cfs) (els)
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 -0.00
0.00 0.00 _o.oa__o,go_
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Design Q
(els)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
---2.,.QQ_
0.00
0.00
0.00
0.00
0.00
0.00
EXHIBIT C-7
PROPOSED CULVERT #1 ROUTING
Riser Elev.
Riser Width (ft.)
Riser Weir Length (ft.)
Riser Grate Area (sq. ft.)
Barrel Invert
Barrel Width (fl.)
Barrel Height (ft.)
Number of Barrels
Riser 1 Q
Orifice Weir
(cfs) (els)
0.00 0.00
361.12 26.25
510.71 74.25
625.48 136.40
722.25 210.00
807.50 293.48
884.57~
_955.44 6.16
1083.37 708.75
1083.37 708.75
1083.37 708.75
1083.37 708.75
1083.37 708.75
1083.37 708.75
Riser No. 1
v
Design Q
(cfs)
0.00
26.25
74.25
625.48
722.25
807.50
884.57
955.44
1083.37
1083.37
1083.37
1083.37
1083.37
1083.37
313.25 ~dth 2.48
30.00 Length 2.48
5.00 I Number of Grates Wide
150.00 1.00
308.93
5.00
3.00
3.00
Orifice
(els)
0.00
0.00
0.00
0.00
0.00
,._0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Number of Grates Long
4.00
Grate Open Area
4.125
Riser 2 Q
Weir Design Q
(CfS) (els)
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Stage/Storage and Stage/Discharge
000.00 ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~
700.00
600.00
-500.00 "' ~ 400.00
0 300.00
200.00
100.00
0.00 +--~~=F===-~1--~~-+-~~--t~~~+-~~-+~~~1--~~-+-~~--+~~~+-~~-+~~~1--~~-1
313.25 313.50 313.75 314.00 314.25 314.50 314.75 315.00 315.50 315.50 315.50 315.50 315.50
Water Surface Elevation (ft)
Barrel Q
Orifice Weir
(cfs) (cfs)
363.86 404.05
379.64 ~ 394.80 9
409.39 513.72
~ 552.18
2 591.56
450.35 631.83
463.20 672.97
487.88 757.81
487.88 757.81
487.88 757.81
487.88 757.81
487.88 757.81
487.88 757.81
Spillway Q
Weir
(cfs)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
21.21
21.21
21.21
21.21
21.21
21.21
Discharge 0
(cfs)
0.00
26.25
74.25
514.00
552.00
591.00
632.00
673.00
758.00
758.00
758.00
758.00
758.00
758.00
54450.00
99316.80
EXHIBIT C-7
6/30/2014
10530014 -Culvert #1 .xls
Plan 1
Plan 2
Plan I
Plan 2
Plan 1
Plan 2
Plan I
Plan 2
Plan I
Plan 2
General
<( ~
#
Pond-Ex
Pond-Prop
Bypass I-Ex
Bypass I-Prop
Bypass2-Ex
Bypass2-Prop
Culvert I -Ex
Culvert I -Prop
Culvert 2 -Ex
Culvert 2-Prop
0 >-U-1 0~ 0.. C/)
0 :i C/) -...J 0 ;z: f-~ > U-1 15
U-1 <( 0:: <( oe ~~ ~~ 3: C/) s~
ACRES ACRES ACRES
20.00 0.00 0 00
000 0.00 0.00
45.00 000 000
12.00 6.00 0.00
88.01 2.89 0.00
87 01 2.89 0.00
159.00 0.00 000
154.00 5.00 0.00
35.00 2.00 0 00
34.50 2.50 000
t~ ~ f:: VJ -15 !z § >-;z: f-U-1 0 U-1 -;;; 8 :r: 9 0 ;z: VJ 0 VJ ~~~ ::2 ~
ACRES ACRES
0.00 0.00
20.00 0.00
0.00 0.00
27.00 0 00
0.00 0 00
LOO 0.00
000 0.00
0.00 000
0 00 0 00
0.00 000
Exhibit D
Drainage Area Parameters
...J <!'. ...J
VJ 0 <!'. 02 VJ 0:: ~~ f-VJ <( <( :i lJ..l ~ ~ :i 0 ~ Cll u
ACRES ACRES ACRES MILES
0.00 0.00 20.00 0.03 13
0.00 0.00 20.00 0.D3 I 3
0.00 0.00 45.00 0.0703
0 00 0.00 45.00 0.0703
0 00 000 90.90 0 1420
0.00 0.00 90.90 0.1420
0.00 0.00 159.00 0.2484
0.00 000 15900 0.2484
0 00 0.00 37.00 0.0578
0 00 0.00 37.00 0.0578
Existing Cond.
PLAN I
~ :l
~ 0
f-U-1 -~
0 0:: 0.. §3 " 0 0. >-~ ...J .§ :r: C/) u
LENGTH DROP FT/FT # %
1842 31 0.017 75 0
1842 31 0017
1665 32 0.019 75 0
1665 32 0.019
3703 64 0.017 76 3
3703 64 0.017
4309 54 0.013 75 0
4309 54 0.013
2086 42 0.020 76 5
2086 42 0.020
Full Development
PLAN 2
~ :l
~ 0 ~
0 §3 " 0 0. <( .§ <( ...J u ...J
HOURS # % HOURS
0.46
040
0.78
1.06
045
87 52 0.3 1
85 45 0.29
76 4 0.78
76 3 1.04
77 7 045
Exhibit D
Drainage Area Parameters
10530014 lag culverts and pond.xis
EXHIBIT E-1
PROPOSED DETENTION FACILITY #1 ROUTING
PROPOSED DETENTION FACILITY #1 STRUCTURE
Pipe Invert
Invert Out
Pipe Diameter (ft)
Pipe Area (sq. ft.)
Length of Pipe
Pipe Slope (ft/ft)
Emergency Spillway
Length of Spillway
Side Slopes
Normal Water Surface
307.00
306.75
0.00
0.00
104.84
0.0024
0.0140
307.00
20.00
4:1
Pond Stage
lft.)
307.00
307.25
307.50
308.00
309.00
310.00
311.00
312.00
312.00
312.00
312.00
312.00
312.00
312.00
PipeO
Mannings Orifice Design Q
lcfs) lcfsl lcfsl
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
Riser Elev.
Riser Width (ft.)
Riser Weir Length (ft.)
Riser Grate Area (sq. ft.)
Barrel Invert
Barrel Width (ft.)
Barrel Height (ft.)
Number of Barrels
Riser1 Q
Orifice Weir
lefsl lefs)
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
Riser No. 1
Design Q
lcfsl
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Stage/Storage and Stage/Discharge
306.00
0.00
0.00
0.00
299.89
0.00
0.00
0.00
Orifice
lefsl
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Type AO Grate
Width 2.48
Length 2.48
Number of Grates Wide
1.00
Number of Grates Long
4.00
Grate Open Area
4.125
Riser 2 0
Weir Design Q
lefsl lefsl
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
800.00 ---------------------------------~ 12.000
-~ 10.000
-(els)
600.00
6.000
8.000 <i ~
Riser No. 2
Riser Elev. 313.00
Riser Width (ft.) 0.00
Riser Weir Length (ft.) 0.00
Riser Grate Area (sq. ft.) 0.00
Barrel Q
Orifice
lefsl
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Spillway a
Weir Weir Discharge a
lelsl leis) lcfsl
0.00 0.00 0.00
0.00 7.50 7.50
0.00 21.21 21.21
0.00 60.00 60.00
0.00 169.71 169.71
0.00 311.77 311.77
0.00 480.00 480.00
0.00 670.82 670.82
0.00 670.82 670.82
0.00 670.82 670.82
0.00 670.82 670.82
0.00 670.82 670.82
0.00 670.82 670.82
0.00 670.82 670.82
Compoded Fill_/
or UAdi.tutbed Cotth
~ !~~:~~
0 300.00
200.00
~ -Incremental Vol.
4.000
100.00 2.000
0 >
Type AD Grate
Width 2.48
Length 2.48
Number of Grates Wide
1.00
Number of Grates Long
4.00
Grate Open Area
4.125
!Surface Arei Surface Are
Isa. ft.) lAcre)
68900.00 1.582
70600.00 1.621
72300.00 1.660
75700.00 1.738
82600.00 1.896
89700.00 2.059
96900.00 2.225
104200.00 2.392
104200.00 2.392
104200.00 2.392
104200.00 2.392
104200.00 2.392
104200.00 2.392
104200.00 2.392
Spll woy • 307.0
Volume Incremental
lAcre-Ft VollAe.-ftl
0.00000 0.000
0.40030 0400
0.41006 0.810
0.84933 1.660
1.81646 3.476
1.97717 5.453
2.14134 7.595
2.30780 9.902
0.00000 9.902
0.00000 9.902
0.00000 9.902
0.00000 9.902
0.00000 9.902
0.00000 9.902
o.oo -1----..... ==F~:+::::::-+---+----+--+---+-----<r---+---+---+---4 o.ooo PONO /1 SPILLWAY CROSS S£CTlON
307.00 307.25 307.50 308.00 309.00 310.00 311.00 312.00 312.00 312.00 312.00 312.00 312.00
Water Surface Elevation (ft)
EXHIBIT D-3
6/912014
10530014 -2014 Det-Struct.xls
EXHIBIT E-2 PROPOSED DETENTION FACILITY #2 ROUTING PROPOSED DETENTION FACILITY #2 STRUCTURE Pipe Invert Invert Out Pipe Diameter (ft) Pipe Area (sq. ft.) Length of Pipe Pipe Slope (It/ft) Emergency Spillway Length of Spillway Nounal Water Surface 305.00 304.75 0.00 0.00 104.64 0.0024 0.0140 305.00 20.00 Pond Stage lft.\ 305.00 305.25 305.50 306.00 307.00 308.00 309.00 310.00 310.00 310.00 310.00 310.00 310.00 310.00 Mannings (els\ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pipe a Orifice Design Q (efs\ (els\ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Riser Elev. Riser Width (It.) Riser Weir Length (ft.) Riser Grate Area (sq. ft.) Barrel Invert Barrel Width (ft.) Barrel Height (ft.) Number of Barrels Riser1 0 Orifice Weir rels\ tels\ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Riser No. 1 Design Q (els\ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Stage/Storage and Stage/Discharge 306.00 0.00 0.00 0.00 299.89 0.00 0.00 0.00 Orifice (els\ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Type AD Grate Width 2.48 Length 2.48 Number of Grates Wide 1.00 Number of Grates Long 4.00 Grate Open Area 4.125 Riser 2 Q Weir Design Q (elsl (els\ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 800.00 1.400 700.00 1.200 ~~ ·~~ iii 500.00 0 800 ~ -(els) Riser No. 2 Riser Elev. 313.00 Riser Width (ft.) 0.00 Riser Weir Length (ft.) 0.00 Riser Grate Area (sq. ft.) 0.00 BarrelQ Spillway Q Orifice Weir Weir Discharge Q (els\ tels\ tels\ fcfs\ 0.00 0.00 0.00 0.00 0.00 0.00 7.50 7.50 0.00 0.00 21.21 21.21 0.00 0.00 60.00 60.00 0.00 0.00 169.71 169.71 0.00 0.00 311.77 311.77 0.00 0.00 480.00 480.00 0.00 0.00 670.82 670.62 0.00 0.00 670.82 670.82 0.00 0.00 670.62 670.62 0.00 0.00 670.82 670.82 0.00 0.00 670.62 670.82 0.00 0.00 670.82 670.62 0.00 0.00 670.62 670.62 Type AD Grate Width 2.46 Length 2.48 Number of Grates Wide 1.00 Number of Grates Long 4.00 Grate Open Area 4.125 Surface Are· ISurlace A1e-Isa. ft.\ (Acre) 6220.00 0.143 6560.00 0.151 6902.00 0.158 7565.00 0.174 9068.00 0.208 10667.00 0.245 12383.00 0.284 14216.00 0.326 14216.00 0.326 14216.00 0.326 14216.00 0.326 14216.00 0.326 14216.00 0.326 14216.00 0.326 ,. __ Volume !Acre-Ft 0.00000 0.03667 0.03863 0.06311 0.19090 0.22628 0.26433 0.30507 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 I .,_ ...... --=--,./"\WI' !~o~ . ~ 0 300.00 0.600 § -Incremental Vol. 200.00 0.400 g 100.00 0.200 POND ,2 .Sl"M.Llll4Y CROSS S£CT10N 0.00 0.000 305.00 305.25 305.50 306.00 307.00 308.00 309.00 310.00 310.00 310.00 310.00 310.00 310.00 Water Surface Elevation (ft) Incremental Vol(Ae.-ftl 0.000 0.037 0.075 0.158 0.349 0.576 0.840 1.145 1.145 1.145 1.145 1.145 1.145 1.145 ~o EXHIBIT E-2 6/9/2014 10530014 -2014 Oet-Struct 2.xls
Peach Creek
Tributary
Peach Creek S
Tributary 16
+
1000
E""3
0
MAP SCALE 1" = 2000'
0 2000 4000
E""3
0 600
PANEL 0325E
FIRM
FLOOD INSURANCE RATE MAP
BRAZOS COUNTY,
TEXAS
AND I CORPORA TED A REAS
PANEL 325 OF 475
(SEE MAP INDEX FOR FIRM PANEL LAYOUT)
~
l<QMMllliID
BRAZOS COUNTY
COLLEGE STATION CITY OF
4811!i5
480083
0325
0325
Notice to User: The Map Number shown below
should be used when placing map orders: the
Community Number shown above should be
used on insurance applications for the subject
community.
MAP NUMBER
48041C0325E
MAP REVISED
MAY 16, 2012
Federal Emergency Management Agency
FEET
!ME
1200
This is an official copy of a portion of the above referenced flood map. It
was extracted using F-MIT On-Line. This map does not reflect changes
or amendments which may have been made subsequent to the date on the
title block. For the latest product Information about National Flood Insurance
Program 1\ood maps check the FEMA Flood Map Store at www.msc.fema.gov