HomeMy WebLinkAboutDrainage ReportDRAINAGE REPORT
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FOR
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1 KNIGHTSGATE
1 SITE IMPROVEMENTS
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1 DECEMBER 8, 2010
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PREPARED FOR:
TUCKER MACH DEVELOPMENT, LLC1
41978 HEMPSTEAD HIGHWAY
ALLER TEXAS 77W77484
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MBESI No. 10820005
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1 m .ag./a
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McCLURE & BROWNE ENGINEERING /SURVEYING, INC.
1008 Woodcreek Dr., Suite 103 • College Station, Tx. 77845 • (979) 693 -3838 Engineer Reg. No. F-458
1314 10th Street, Suite 210 Huntsville, Tx. 77320 (936) 294 -9749 Survey Reg. No. 101033 -00
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Knightsgate
Stormwater Management Technical Design Summary Report
MBESI No. 10820005
PART 1— Executive Summary Report
tSection 1 — Contact Information:
Project Designer:McClure and Browne Engineering and Surveying, Inc.
1008 Woodcreek Drive, Suite 103
College Station, TX 77845
979 - 693 -3838
Project Developer: Tucker Mach Development, LLC
41978 Hempstead Highway
Waller, Texas 77484
713 - 213 -4647
Submittal Date:December 8, 2010
Section 2 — General Information:
This development is a single lot multi - family residential apartment complex to be constructed in College
Station in the Knightsgate Subdivision. The total area of the development is 3.364 acres.
Section 3 — Project Location:
The Knightsgate apartment complex will be located in College Station on the south side of Harvey
Mitchell Parkway just east of the intersection of Harvey Mitchell Parkway and Luther Street. The entire
project site is located within the city limits of College Station. Refer to Exhibit A — Vicinity Map.
The project site is in the Whites Creek watershed. A 0.144 acre portion of the site is located in the 100 -
year floodplain (Zone AE) and is regulated under the National Flood Insurance Program. No land within
the 100 -year floodplain developed with this project. Refer to Exhibit B — Excerpt from FEMA FIRM
Map # 48041C0181 C, July 2, 1992 revised to reflect LOMR effective May 22, 2008.
Section 4 — Hydrologic Characteristics:
The existing project site is mostly pasture land with scattered medium to large trees and dense
underbrush. Under developed conditions the site will be apartment buildings, concrete pavement, and
well maintained landscaping areas. Discharges from the developed site will flow to an Unnamed
Tributary to White Creek as indicated on Exhibit C -1 — Drainage Area Map for Peak Flow Analysis.
Under developed conditions stormwater from the site will be conveyed to the Point of Study via overland
flow, and a storm drain system. Discharges from the site will flow directly to the primary drainage
system. According to the NRCS Web Soil Survey, existing soils on site are all in the Hydrologic Soil
Group D (refer to Exhibit D — Soils Map).
Stormwater Management Technical Design Summary ReportgYp
Knightsgate
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Section 5 — Stormwater Management:
Per the BCS United Drainage Criteria Manual, this portion of the watershed lies in the analyze section
meaning a detailed drainage analysis to determine whether stormwater detention will be required.
According to the analysis performed in conjunction with this project, the peak flows from this
development will "beat" the peak flows of the larger drainage basin for the Unnamed Tributary to White
Creek. Therefore, there will be no adverse impact on dowstream properties, and no detention will be
required. Table 1 shows Pre- vs. Post - Developed Flow Rates at Point of Study "A ". Refer to Exhibit E —
Hydraflow Hydrograph Calculations for more detailed calculations at the points of discharge.
Table 1: Pre- vs. Post - Developed Flow Rates at Point of Study "A"
Return Period Pre - Developed Post - Developed Change Change
cfs)cfs)cfs)
2 -Year 596.67 596.59 0.08 0.01
5 -Year 903.59 903.17 0.42 0.05
10 -Year 1120.13 1119.44 0.69 0.06
25 -Year 1299.95 1299.05 0.90 0.07
50 -Year 1550.62 1549.42 1.20 0.08
100 -Year 1764.48 1763.03 1.45 0.08
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Stormwater from this project site will be conveyed by overland flow and a storm drain system consisting
of curb inlets, grate inlets, 12" to 18" HDPE pipes, and natural drainageway to Point of Study "A ".
Exhibit C -2 — Drainage Area Map for Inlet and HGL Calculations shows a delineation of drainage basins
for all proposed storm drain inlets. Refer to Exhibit F — Hydraflow Storm Sewers Calculations for storm
drain system hydraulic grade line, inlet capacity, and velocity calculations.
Section 6 — Coordination and Permitting:
This development requires coordination with TxDOT for a driveway permit; however, no drainage or
utilities will be located within TxDOT R.O.W.
Section 7 — Reference:
Exhibit A Vicinity Map
Exhibit B Excerpt from FEMA FIRM
Exhibit C -1 Drainage Area Map for Peak Flow Analysis
Exhibit C -2 Drainage Area Map for Inlet and HGL Calculations
Exhibit D Soils Map
Exhibit E Hydraflow Hydrograph Calculations
Exhibit F Hydraflow Storm Sewers Calculations
Exhibit G Technical Design Summary
Stormwater Management Technical Design Summary Report
Knightsgate
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EXHIBIT "A"
I VICINITY MAP
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COLLEGE STATION, BRAZOS COUNTY, TEXAS
1 D McCLURE & 8ROWNE ENGINEERING/SURVEYING, INC.
O 10TX778Wo45Fiodcreek DriveReg. No, Suite 103, Co/ %ge Station,
nn F -458
979) 693-3838 Fox: ° 979) 693 -2554
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ZONE AEUnnamedTributaryAEuJiZONEX
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Excerpt taken from FEMA FIRM Panel #48041C0181 C, July 2, 1992.
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EXHIBIT "B”
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COLLEGE STATION, BRAZOS COUNTY TEXAS
1 McCLURE & BROWNE ENGINEER /NG /SURIEY/NG, INC.
1008 Woodcreek Drive, Suite 103, Co / %ge Stofion,
Scale: 1"=500 TX 77845 Finn Reg. No. F -458
979) 693 -3838 Fox: (979) 693 -2554
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EXHIBIT D
Soils Map
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1 Stormwater Management Technical Design Summary ReportggP
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Hydrologic Soil Group — Brazos County, Texas
Hydrologic Soil Group
Hydrologic Soil Group — Summary by Map Unit— Brazos County, Texas
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BoB Boonville fine sandy loam, 1 to 3 D 2.6 51.2%
percent slopes
Us Ustarents, clayey D 0.2 4.6%
ZaC2 Zack fine sandy loam, 2 to 5 percent D 0.2 3.4%
slopes, eroded
ZaD Zack fine sandy loam, 5 to 8 percent D 2.1 40.8%
slopes
Totals for Area of Interest 5.2 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long- duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A /D, B /D, and C /D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
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soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A /D, B /D, or C /D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Natural Resources
di"
Soil Survey 12/7/2010
Conservation Service National Cooperative Soil Survey Page 3 of 4
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Hydrologic Soil Group — Brazos County, Texas
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Rating Options
Aggregation Method: Dominant Condition
I Component Percent Cutoff. None Specified
Tie -break Rule: Lower
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I UD Natural Resources Web Soil Survey 12/7/2010
Conservation Service National Cooperative Soil Survey Page 4 of 4
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1 EXHIBIT E
1 Hydraflow Hydrograph Calculations
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Stormwater Management Technical Design Summary Report
1 Knightsgate
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Watershed Model Schematic, lydraflowHydrographsExtensionforAutoCAD ®Civil3D ®20 by Autodesk, Inc. v8
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1 - Ex. Main Basin 2 Ex Site Basin 3 - Pr. Main Basin 4 - Pr. Site Basin
1 5 -Ex. POSA 6 -Pr. POSA
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L
Hvd. Origin Description
1 SCS Runoff Ex. Main Basin
1 2 SCS Runoff Ex Site Basin
3 SCS Runoff Pr. Main Basin
4 SCS Runoff Pr. Site Basin
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5 Combine Ex. POS A
6 Combine Pr. POS A
1 Project: 10820005 - Peak.gpw Sunday, Dec 5, 2010
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Hydrograph Return Period F capydraoydrographs Extension forAutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8
Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph
No. type hyd(s)Description
origin)1 -yr 2 -yr 3 -yr 5 -yr 10 -yr 25 -yr 50 -yr 100 -yr
1 SCS Runoff 593.75 899.14 1114.59 1293.51 1542.91 1755.70 Ex. Main Basin
1 2 SCS Runoff 10.14 16.28 20.69 24.38 29.53 33.94 Ex Site Basin
3 SCS Runoff 593.75 899.14 1114.59 1293.51 1542.91 1755.70 Pr. Main Basin
I4 SCS Runoff 15.15 21.84 26.53 30.41 35.82 40.43 Pr. Site Basin
5 Combine 1, 2,596.67 903.59 1120.13 1299.95 1550.62 1764.48 Ex. POS A
1 6 Combine 3, 4,596.59 903.17 1119.44 1299.05 1549.42 1763.03 Pr. POS A
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1 Proj. file: 10820005 - Peak.gpw Sunday, Dec 5, 2010
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Hydrograph Summary Re po draflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8
IHyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
I (origin)cfs) min) min) cuft)ft)cuft)
1 SCS Runoff 593.75 2 754 4,217,989 Ex. Main Basin
I2 SCS Runoff 10.14 2 728 38,886 Ex Site Basin
3 SCS Runoff 593.75 2 754 4,217,989 Pr. Main Basin
I4 SCS Runoff 15.15 2 726 53,585 Pr. Site Basin
5 Combine 596.67 2 754 4,256,877 1, 2,Ex. POS A
I6 Combine 596.59 2 754 4,271,576 3, 4,Pr. POSA
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10820005 - Peak.gpw Return Period: 2 Year Sunday, Dec 5, 2010
Hydrograph Report
1 i Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 1
IEx. Main Basin
Hydrograph type SCS Runoff Peak discharge 593.75 cfs
I Storm frequency 2 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 4,217,989 cuft
Drainage area 383.910 ac Curve number 86*
IBasin Slope 4.6 %Hydraulic length 6399 ft
Tc method LAG Time of conc. (Tc) 53.30 min
Total precip.4.50 in Distribution Type III
IStorm duration 24 hrs Shape factor 484
Composite (Area /CN) = [(180.770 x 80) + (203.140 x 92)] / 383.910
I Ex. Main Basin
Q (Hyd. No. 1 -- 2 Year Q (cfs)
I640.00 640.00
1111 560.00 560.00
II
480.00 480.00
I400.00 400.00
I320.00 320.00
I240.00 240.00
I160.00 160.00
I80.00 80.00
0 120 240 360 480 600 720 840 960 1080 12
0.00
yme. _ u.
1200 1320 1440 1560
0.00
Time (min)
IHyd No. 1
1 Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 2
IEx Site Basin
Hydrograph type SCS Runoff Peak discharge 10.14 cfs
t Storm frequency 2 yrs Time to peak 728 min
Time interval 2 min Hyd. volume 38,886 cuft
Drainage area 4.220 ac Curve number 80*
I Basin Slope 3.7 %Hydraulic length 581 ft
Tc method LAG Time of conc. (Tc) 10.60 min
Total precip.4.50 in Distribution Type III
IStorm duration 24 hrs Shape factor 484
t * Composite (Area /CN) = [(4.220 x 80)] / 4.220
1 Ex Site Basin
Q (Hyd. No. 2 -- 2 Year Q (cfs)
12.00 12.00
I10.00 10.00
1
8.00 8.00
I6.00 6.00
4.00 4.00
2.0 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
I Hyd No. 2
1 Hydrograph Report
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 5
1 Ex. POS A
Hydrograph type Combine Peak discharge 596.67 cfs
I Storm frequency 2 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 4,256,877 cuft
Inflow hyds.1, 2 Contrib. drain. area 388.130 ac
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I Q (cfs)
Ex. POS A
Hyd. No. 5 -- 2 Year Q (cfs)
I630.00 630.00
I 540.00 540.00
450.00 450.00
360.00
ii
360.00
270.00 270.00
1
180.00 180.00
90.00 90.00
I 0.00 - 0.00
0 120 240 360 480 600 720 840 960
4....
1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 1 Hyd No. 2
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1 Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 6
1 Pr. POS A
Hydrograph type Combine Peak discharge 596.59 cfs
I Storm frequency 2 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 4,271,576 cuft
Inflow hyds.3, 4 Contrib. drain. area 388.130 ac
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I Pr. POS A
Q (cfs)Hyd. No. 6 -- 2 Year Q (cfs)
I630.00 630.00
I540.00 540.00
450.00 450.00
360.00 360.00
1
270.00 270.00
180.00 180.00
90.00 90.00
0.00_
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
0.00
Time (min)
I - Hyd No. 6 Hyd No. 3 Hyd No. 4
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Hydrograph Summary Reportllydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8
IHyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
I (origin)cfs) min) min) cuft)ft)cuft)
1 SCS Runoff 899.14 2 754 6,460,259 Ex. Main Basin
I2 SCS Runoff 16.28 2 728 62,592 Ex Site Basin
3 SCS Runoff 899.14 2 754 6,460,259 Pr. Main Basin
1 4 SCS Runoff 21.84 2 726 78,938 Pr. Site Basin
5 Combine 903.59 2 754 6,522,851 1, 2,Ex. POS A
I6 Combine 903.17 2 754 6,539,195 3, 4,Pr. POSA
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t10820005 - Peak.gpw Return Period: 5 Year Sunday, Dec 5, 2010
1 Hydrograph Re o rtp
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 1
IEx. Main Basin
Hydrograph type SCS Runoff Peak discharge 899.14 cfs
I Storm frequency 5 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 6,460,259 cuft
Drainage area 383.910 ac Curve number 86*
I Basin Slope 4.6 %Hydraulic length 6399 ft
Tc method LAG Time of conc. (Tc) 53.30 min
Total precip.6.20 in Distribution Type 111
IStorm duration 24 hrs Shape factor 484
I * Composite (Area /CN) = [(180.770 x 80) + (203.140 x 92)] / 383.910
1 Ex. Main Basin
Q (cfs)Hyd. No. 1 -- 5 Year Q (cfs)
I903.00 903.00
774.00 774.00
645.00 645.00
1 516.00 516.00
387.00 387.00
258.00 258.00
129.00 129.00
I 0.00 -0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1
Time (min)
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Hydrograph Re o rtp
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 2
Ex Site Basin
Hydrograph type SCS Runoff Peak discharge 16.28 cfs
I Storm frequency 5 yrs Time to peak 728 min
Time interval 2 min Hyd. volume 62,592 cuft
Drainage area 4.220 ac Curve number 80*
IBasin Slope 3.7 %Hydraulic length 581 ft
Tc method LAG Time of conc. (Tc) 10.60 min
Total precip.6.20 in Distribution Type III
IStorm duration 24 hrs Shape factor 484
Composite (Area /CN) = [(4.220 x 80)] / 4.220
I Ex Site Basin
Q (cfs)Hyd. No. 2 -- 5 Year Q (cfs)
18.00 18.00
1 15.00 15.00
1
12.00 12.00
9.00 9.00
1 6.00 6.00
3.00 3.00
I 0.00 -0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2
Time (min)
1 Hydrograph Re o rtp
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 3
1 Pr. Main Basin
Hydrograph type SCS Runoff Peak discharge 899.14 cfs
I Storm frequency 5 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 6,460,259 cuft
Drainage area 383.910 ac Curve number 86*
I Basin Slope 4.6 %Hydraulic length 6399 ft
Tc method LAG Time of conc. (Tc) 53.30 min
Total precip.6.20 in Distribution Type III
IStorm duration 24 hrs Shape factor 484
I * Composite (Area /CN) = [(180.770 x 80) + (203.140 x 92)] / 383.910
1 Pr. Main Basin
Q (cfs)Hyd. No. 3 -- 5 Year Q (cfs)
I903.00 903.00
774.00 774.00
645.00 645.00
1 516.00 516.00
1
387.00 387.00
258.00 258.00
I129.00 129.00
I m...........
I 0.00 -0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
I
I Hydrograph Re o rtp
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 4
IPr. Site Basin
Hydrograph type SCS Runoff Peak discharge 21.84 cfs
I Storm frequency 5 yrs Time to peak 726 min
Time interval 2 min Hyd. volume 78,938 cuft
Drainage area 4.220 ac Curve number 91*
Basin Slope 3.5 %Hydraulic length 556 ft
Tc method LAG Time of conc. (Tc) 7.10 min
Total precip.6.20 in Distribution Type 111
IStorm duration 24 hrs Shape factor 484
I * Composite (Area /CN) = [(1.740 x 80) + (2.480 x 98)] / 4.220
I Pr. Site Basin
Q (cfs)Hyd. No. 4 -- 5 Year Q (cfs)
1 24.00 24.00
1 20.00 20.00
16.00 16.00
I12.00 12.00
8.00 8.00
4.00 4.00
S ,,,.........
I 0.00 -0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4
1
I Hydrograph Report
1 I Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 5
IEx. POS A
Hydrograph type Combine Peak discharge 903.59 cfs
I Storm frequency 5 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 6,522,851 cuft
Inflow hyds.1, 2 Contrib. drain. area 388.130 ac
1
1
1
1 Q (cfs)
Ex. POS A
Hyd. No. 5 -- 5 Year Q (cfs)
1 910.00 910.00
780.00 780.00
650.00 650.00
1 520.00 520.00
390.00 1 390.00
260.00 260.00
130.00 130.00
I
111,
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 1 Hyd No. 2
I
1
Hydrograph Report
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 6
1 Pr. POS A
Hydrograph type Combine Peak discharge 903.17 cfs
I Storm frequency 5 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 6,539,195 cuft
Inflow hyds.3, 4 Contrib. drain. area 388.130 ac
1
1
1
I Pr. POS A
Q (cfs)Hyd. No. 6 -- 5 Year Q (cfs)
I910.00
910.00
In
780.00 780.00
650.00 650.00
520.00 520.00
390.00 390.00
me. _ _. _ ,M _ u....b e, n _._... _ _ _ .. _ _
260.00 260.00
I—
130.00 130.00
I 0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
IHyd No. 6 Hyd No. 3 Hyd No. 4
1
1
Hydrograph Summary Re po liydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8
Hyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
origin)cfs) min) min) cuft)ft)cuft)
1 SCS Runoff 1114.59 2 754 8,077,220 Ex. Main Basin
I2 SCS Runoff 20.69 2 728 80,012 Ex Site Basin
3 SCS Runoff 1114.59 2 754 8,077,220 Pr. Main Basin
1 4 SCS Runoff 26.53 2 726 97,007 Pr. Site Basin
5 Combine 1120.13 2 754 8,157,234 1, 2,Ex. POS A
I6 Combine 1119.44 2 754 8,174,230 3, 4,Pr. POS A
1
1
1
1
1
1
1
1
1
1
1
1
10820005 - Peak.gpw Return Period: 10 Year Sunday, Dec 5, 2010
1
Hydrograph Re o rtp
1 Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 1
IEx. Main Basin
Hydrograph type SCS Runoff Peak discharge 1114.59 cfs
I Storm frequency 10 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 8,077,220 cuft
Drainage area 383.910 ac Curve number 86*
IBasin Slope 4.6 %Hydraulic length 6399 ft
Tc method LAG Time of conc. (Tc) 53.30 min
Total precip.7.40 in Distribution Type 111
IStorm duration 24 hrs Shape factor 484
I " Composite (Area /CN) = [(180.770 x 80) + (203.140 x 92)] / 383.910
I Ex. Main Basin
Q (cfs)Hyd. No. 1 -- 10 Year Q (cfs)
I1120.00
1120.00
1 960.00 960.00
I800.00 800.00
640.00 640.00
480.00 480.00
u ..Wn_.a. __ _ :, _, ...._ _. __ _ ____ ___ . _ . _ _
320.00 320.00
160.00 160.00
I 0.00 -0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
I -- Hyd No. 1
ReportHydrographp
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 2
IEx Site Basin
Hydrograph type SCS Runoff Peak discharge 20.69 cfs
I Storm frequency 10 yrs Time to peak 728 min
Time interval 2 min Hyd. volume 80,012 cuft
Drainage area 4.220 ac Curve number 80*
Basin Slope 3.7 %Hydraulic length 581 ft
Tc method LAG Time of conc. (Tc) 10.60 min
Total precip.7.40 in Distribution Type 111
IStorm duration 24 hrs Shape factor 484
Composite (Area /CN) = [(4.220 x 80)] / 4.220
1 Ex Site Basin
Q (cfs)Hyd. No. 2 -- 10 Year Q (cfs)
I21.00
21.00
I18.00 18.00
15.00 15.00
12.00 12.00
1
9.00 9.00
1
6.00 6.00
3.00 3.00
1
I 0.00 -0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
1
Hyd No. 2
1
1
ReHydrograph ortp
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 2
IEx Site Basin
Hydrograph type SCS Runoff Peak discharge 10.14 cfs
111 Storm frequency 2 yrs Time to peak 728 min
Time interval 2 min Hyd. volume 38,886 cuft
Drainage area 4.220 ac Curve number 80*
IBasin Slope 3.7 %Hydraulic length 581 ft
Tc method LAG Time of conc. (Tc) 10.60 min
Total precip.4.50 in Distribution Type III
IStorm duration 24 hrs Shape factor 484
I * Composite (Area /CN) = [(4.220 x 80)] / 4.220
1 Ex Site Basin
Q (cfs)Hyd. No. 2 -- 2 Year Q (cfs)
I12.00 12.00
I10.00 10.00
1
8.00 8.00
III
r_.
6.00 6.00
4.00 4.00
2.00 2.00
r _._ .
I 0.00 -0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 3
IPr. Main Basin
Hydrograph type SCS Runoff Peak discharge 593.75 cfs
IStorm frequency 2 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 4,217,989 cuft
Drainage area 383.910 ac Curve number 86*
1 Basin Slope 4.6 %Hydraulic length 6399 ft
Tc method LAG Time of conc. (Tc) 53.30 min
Total precip.4.50 in Distribution Type 111
Storm duration 24 hrs Shape factor 484
I * Composite (Area /CN) = [(180.770 x 80) + (203.140 x 92)] / 383.910
Pr. Main Basin
Q (cfs)Hyd. No. 3 -- 2 Year Q (cfs)
I640.00 640.00
560.00 560.00
I480.00 480.00
400.00 400.00
1 320.00 320.00
240.00 240.00
1 160.00 160.00
I80.00 80.00
0 120 w24
W._.. n ....
0.00
240 360 480 600 720 840 960 1080 1200 1320 1440 1560
0.00
Hyd No. 3
Time (min)
1
I
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 4
IPr. Site Basin
Hydrograph type SCS Runoff Peak discharge 15.15 cfs
IStorm frequency 2 yrs Time to peak 726 min
Time interval 2 min Hyd. volume 53,585 cuft
Drainage area 4.220 ac Curve number 91*
IBasin Slope 3.5 %Hydraulic length 556 ft
Tc method LAG Time of conc. (Tc) 7.10 min
Total precip.4.50 in Distribution Type III
Storm duration 24 hrs Shape factor 484
Composite (Area /CN) = [(1.740 x 80) + (2.480 x 98)] / 4.220
IPr. Site Basin
Q (cfs)Hyd. No. 4 -- 2 Year Q (cfs)
I18.00 18.00
15.00 15.00
12.00 12.00
1
I9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
I — Hyd No. 4 Time (min)
1 Hydrograph Re ortp
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 5
1 Ex. POS A
Hydrograph type Combine Peak discharge 596.67 cfs
I Storm frequency 2 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 4,256,877 cuft
Inflow hyds.1, 2 Contrib. drain. area 388.130 ac
1
1
1
I Ex. POS A
Q (cfs)Hyd. No. 5 -- 2 Year Q (cfs)
630.00 630.00
540.00 540.00
450.00 450.00
360.00 360.00
270.00 270.00
180.00
u,..___ _. ___ _...
180.00
i
90.00 90.00
I 0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
I - Hyd No. 5 Hyd No. 1 Hyd No. 2
Hydrograph Re ortp
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 3
IPr. Main Basin
Hydrograph type SCS Runoff Peak discharge 1114.59 cfs
I Storm frequency 10 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 8,077,220 cuft
Drainage area 383.910 ac Curve number 86*
I Basin Slope 4.6 %Hydraulic length 6399 ft
Tc method LAG Time of conc. (Tc) 53.30 min
Total precip.7.40 in Distribution Type III
IStorm duration 24 hrs Shape factor 484
I * Composite (Area /CN) = [(180.770 x 80) + (203.140 x 92)] / 383.910
Pr. Main Basin
Q (cfs)Hyd. No. 3 -- 10 Year Q (cfs)
I1120.00
1120.00
960.00 960.00
I800.00 800.00
640.00 640.00
480.00 480.00
320.00
rc.__.. w. a__..._ , Y» _
320.00
160.00.._._._160.00
0.00 00
I 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3
1
I Hydrograph Re o rtp
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 4
IPr. Site Basin
Hydrograph type SCS Runoff Peak discharge 26.53 cfs
I Storm frequency 10 yrs Time to peak 726 min
Time interval 2 min Hyd. volume 97,007 cuft
Drainage area 4.220 ac Curve number 91*
I Basin Slope 3.5 %Hydraulic length 556 ft
Tc method LAG Time of conc. (Tc) 7.10 min
Total precip.7.40 in Distribution Type III
1 Storm duration 24 hrs Shape factor 484
Composite (Area /CN) = [(1.740 x 80) + (2.480 x 98)] / 4.220
I Pr. Site Basin
Q (cfs)Q (cfs)Hyd. No. 4 -- 10 Year
I28.00
28.00
I24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
I Hyd
No. 4
1
Hydrograph Re o rtp
IIHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 5
1 Ex. POS A
Hydrograph type Combine Peak discharge 1120.13 cfs
I Storm frequency 10 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 8,157,234 cuft
Inflow hyds.1, 2 Contrib. drain. area 388.130 ac
1
1
1
I Ex. POS A
Q (cfs)Hyd. No. 5 -- 10 Year Q (cfs)
I1127.00 1127.00
966.00 966.00
805.00 805.00
II 644.00 644.00
483.00 483.00
ez ..... a _., ._w , _. ,_..
322.00 322.00
161.00 161.00
0.00 -0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
IHyd No. 5 Hyd No. 1 Hyd No. 2
Hydrograph Report
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 6
IPr. POS A
Hydrograph type Combine Peak discharge 1119.44 cfs
I Storm frequency 10 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 8,174,230 cuft
Inflow hyds.3, 4 Contrib. drain. area 388.130 ac
1
1
1
1 Pr. POS A
Q (cfs)Q (cfs)Hyd. No. 6 -- 10 Year
I1120.00 1120.00
960.00 960.00
1 800.00 800.00
640.00 640.00
480.00 480.00
320.00 320.00
I160.00 160.00
I 0.00 di._0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
I Hyd No. 6 Hyd No. 3 Hyd No. 4
1 1
Hydrograph Summary Re po l ydraflowHydrographsExtensionforAutoCAD ®Civil3D ®2011 by Autodesk, Inc. v8
IHyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
I (origin)cfs) min) min) cuft)ft)cuft)
1 SCS Runoff 1293.51 2 754 9,437,619 Ex. Main Basin
2 SCS Runoff 24.38 2 728 94,799 Ex Site Basin
3 SCS Runoff 1293.51 2 754 9,437,619 Pr. Main Basin
1 4 SCS Runoff 30.41 2 726 112,126 Pr. Site Basin
5 Combine 1299.95 2 754 9,532,428 1, 2,Ex. POSA
I6 Combine 1299.05 2 754 9,549,745 3, 4,Pr. POS A
1
1
1
1
1
1
1
1
1
1
1
1
I10820005 - Peak.gpw Return Period: 25 Year Sunday, Dec 5, 2010
I Hydrograph RReport
I Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 1
IEx. Main Basin
Hydrograph type SCS Runoff Peak discharge 1293.51 cfs
I Storm frequency 25 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 9,437,619 cuft
Drainage area 383.910 ac Curve number 86*
1 Basin Slope 4.6 %Hydraulic length 6399 ft
Tc method LAG Time of conc. (Tc) 53.30 min
Total precip.8.40 in Distribution Type 111
IStorm duration 24 hrs Shape factor 484
I * Composite (Area /CN) = [(180.770 x 80) + (203.140 x 92)] / 383.910
I Ex. Main Basin
Q (cfs)Hyd. No. 1 -- 25 Year Q (cfs)
1 1295.00 1295.00
1110.00 1110.00
925.00 925.00
740.00 740.00
555.00 555.00
e
370.00 370.00
185.00 185.00
I 0.00 -0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
1
I Hydrograph Report
1 Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 2
IEx Site Basin
Hydrograph type SCS Runoff Peak discharge 24.38 cfs
I Storm frequency 25 yrs Time to peak 728 min
Time interval 2 min Hyd. volume 94,799 cuft
Drainage area 4.220 ac Curve number 80*
1 Basin Slope 3.7 %Hydraulic length 581 ft
Tc method LAG Time of conc. (Tc) 10.60 min
Total precip.8.40 in Distribution Type III
1 Storm duration 24 hrs Shape factor 484
Composite (Area /CN) = [(4.220 x 80)] / 4.220
1 Ex Site Basin
Q (cfs)Hyd. No. 2 -- 25 Year Q (cfs)
1 28.00 28.00
I24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
I 0.00 -0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2
Time (min)
Hydrograph Report
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 3
IPr. Main Basin
Hydrograph type SCS Runoff Peak discharge 1293.51 cfs
I Storm frequency 25 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 9,437,619 cuft
Drainage area 383.910 ac Curve number 86*
IBasin Slope 4.6 %Hydraulic length 6399 ft
Tc method LAG Time of conc. (Tc) 53.30 min
Total precip.8.40 in Distribution Type III
1 Storm duration 24 hrs Shape factor 484
I * Composite (Area /CN) = [(180.770 x 80) + (203.140 x 92)] / 383.910
IPr. Main Basin
Q (cfs)Hyd. No. 3 -- 25 Year Q (cfs)
1295.00 1295.00
1110.00 1110.00
925.00 925.00
740.00 740.00
555.00 555.00
370.00 370.00
185.00 185.00
I
0.00 -
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
0.00
Hyd No. 3 Time (min)
I
1
m.
Hydrograph Re ort
II
p
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 4
IPr. Site Basin
Hydrograph type SCS Runoff Peak discharge 30.41 cfs
U Storm frequency 25 yrs Time to peak 726 min
Time interval 2 min Hyd. volume 112,126 cuft
Drainage area 4.220 ac Curve number 91*
IBasin Slope 3.5 %Hydraulic length 556 ft
Tc method LAG Time of conc. (Tc) 7.10 min
Total precip.8.40 in Distribution Type 111
IStorm duration 24 hrs Shape factor 484
I * Composite (Area /CN) = [(1.740 x 80) + (2.480 x 98)] / 4.220
Pr. Site Basin
Q (cfs)Hyd. No. 4 -- 25 Year Q (cfs)
I35.00
35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
IHyd No. 4
ReHydrograph o rtp
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 5
1 Ex. POS A
Hydrograph type Combine Peak discharge 1299.95 cfs
1 Storm frequency 25 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 9,532,428 cuft
Inflow hyds.1, 2 Contrib. drain. area 388.130 ac
1
1
1
I Ex. POS A
Q (cfs)Hyd. No. 5 -- 25 Year Q (cfs)
I1302.00
1302.00
1116.00 1116.00
930.00 930.00
744.00 744.00
558.00 558.00
372.00
W, 4 .._ __
372.00
186.00 186.00
I 0.00 -
0
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 156
Time (min)
I Hyd No. 5 Hyd No. 1 Hyd No. 2
rtHydrographRepo
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 6
1 Pr. POS A
Hydrograph type Combine Peak discharge 1299.05 cfs
I Storm frequency 25 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 9,549,745 cuft
Inflow hyds.3, 4 Contrib. drain. area 388.130 ac
1
1
1 Pr. POS A
Q (cfs)Q (cfs)
Hyd. No. 6 -- 25 Year
I1302.00 L
1302.00
1116.00 1116.00
I930.00 930.00
1 744.00 744.00
558.00 558.00
372.00 372.00
186.00 186.00
II 0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
I Hyd No. 6 Hyd No. 3 Hyd No. 4
111
Hydrograph Summary Re po liydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8
IHyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
I (origin)cfs) min) min) cuft)ft)cuft)
1 SCS Runoff 1542.91 2 754 11,355,521 Ex. Main Basin
I2 SCS Runoff 29.53 2 728 115,789 Ex Site Basin
3 SCS Runoff 1542.91 2 754 11,355,521 Pr. Main Basin
1 4 SCS Runoff 35.82 2 726 133,357 Pr. Site Basin
5 Combine 1550.62 2 754 11,471,319 1, 2,Ex. POSA
I6 Combine 1549.42 2 754 11,488,879 3, 4,Pr. POS A
1
1
1
1
1
1
1
1
1
1
1
1
1
10820005 - Peak.gpw Return Period: 50 Year Sunday, Dec 5, 2010
I Hydrograph Re o rtp
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 1
IEx. Main Basin
Hydrograph type SCS Runoff Peak discharge 1542.91 cfs
I Storm frequency 50 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 11,355,521 cuft
Drainage area 383.910 ac Curve number 86*
IBasin Slope 4.6 %Hydraulic length 6399 ft
Tc method LAG Time of conc. (Tc) 53.30 min
Total precip.9.80 in Distribution Type III
IStorm duration 24 hrs Shape factor 484
Composite (Area /CN) = [(180.770 x 80) + (203.140 x 92)] / 383.910
I Ex. Main Basin
Q (cfs)Hyd. No. 1 -- 50 Year Q (cfs)
1 1547.00 1547.00
1326.00 1326.00
1105.00 1105.00
884.00 884.00
663.00 663.00
442.00 442.00
1
221.00 221.00
I 0.00 -0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
uHyd No. 1
Hydrograph Report
IHydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 2
IEx Site Basin
Hydrograph type SCS Runoff Peak discharge 29.53 cfs
I Storm frequency 50 yrs Time to peak 728 min
Time interval 2 min Hyd. volume 115,789 cuft
Drainage area 4.220 ac Curve number 80*
IBasin Slope 3.7 %Hydraulic length 581 ft
Tc method LAG Time of conc. (Tc) 10.60 min
Total precip.9.80 in Distribution Type III
IStorm duration 24 hrs Shape factor 484
Composite (Area /CN) = [(4.220 x 80)] / 4.220
1 Ex Site Basin
Q (cfs)Hyd. No. 2 -- 50 Year Q (cfs)
I30.00 30.00
25.00 25.00
1
20.00 20.00
1
1 15.00 15.00
111 10.00 10.00
5.00 5.00
0.00 .0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
1 Hyd No. 2
Hydrograph Report
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 3
IPr. Main Basin
Hydrograph type SCS Runoff Peak discharge 1542.91 cfs
I Storm frequency 50 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 11,355,521 cuft
Drainage area 383.910 ac Curve number 86*
IBasin Slope 4.6 %Hydraulic length 6399 ft
Tc method LAG Time of conc. (Tc) 53.30 min
Total precip.9.80 in Distribution Type 111
IStorm duration 24 hrs Shape factor 484
1 Composite (Area /CN) = [(180.770 x 80) + (203.140 x 92)] / 383.910
I Pr. Main Basin
Q (cfs)Hyd. No. 3 -- 50 Year Q (cfs)
I1547.00
1547.00
1326.00 1326.00
1105.00 1105.00
884.00 884.00
663.00 663.00
I
I-
442.00 442.00
221.00 221.00
I 0.00 -0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
1
Hyd No. 3
1
1 Hydrograph Re ortp
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 4
IPr. Site Basin
Hydrograph type SCS Runoff Peak discharge 35.82 cfs
I Storm frequency 50 yrs Time to peak 726 min
Time interval 2 min Hyd. volume 133,357 cuft
Drainage area 4.220 ac Curve number 91*
IBasin Slope 3.5 %Hydraulic length 556 ft
Tc method LAG Time of conc. (Tc) 7.10 min
Total precip.9.80 in Distribution Type III
IStorm duration 24 hrs Shape factor 484
t * Composite (Area /CN) = [(1.740 x 80) + (2.480 x 98)] / 4.220
I Pr. Site Basin
Q (cfs)Q (cfs)Hyd. No. 4 -- 50 Year
I40.00
40.00
I30.00
30.00
20.00 20.00
10.00 L 10.00
I 0.00 e'r ---------n-.°-...)0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 4
Time (min)
ReHydrograph ortp
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 5
1 Ex. POS A
Hydrograph type Combine Peak discharge 1550.62 cfs
1 Storm frequency 50 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 11,471,319 cult
Inflow hyds.1, 2 Contrib. drain. area 388.130 ac
1
1
1
1 Ex. POS A
Q (cfs)Hyd. No. 5 -- 50 Year Q (cfs)
1554.00 1554.00
1332.00 1332.00
1110.00 1110.00
888.00 888.00
666.00 666.00
444.00
a,..r... _ m w .v u.. ... .. ... _
444.00
222.00 222.00
0.00 -0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
IHyd No. 5 Hyd No. 1 Hyd No. 2
1
Hydrograph Report
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 6
Pr. POS A
Hydrograph type Combine Peak discharge 1549.42 cfs
I Storm frequency 50 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 11,488,879 cuft
Inflow hyds.3, 4 Contrib. drain. area 388.130 ac
1
1
1
1 Pr. POS A
Q (Hyd. No. 6 -- 50 Year Q (cfs)
I1554.00
1554.00
1332.00 1332.00
II
1110.00 1110.00
888.00 888.00
111 1
666.00 666.00
444.00 444.00
222.00 222.00
II
I 0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
I Hyd No. 6 Hyd No. 3 Hyd No. 4
1
1
Hydrograph Summary Reportliydrafiow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8
IHyd. Hydrograph Peak Time Time to Hyd.Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
I (origin)cfs) min) min) cuft)ft)cuft)
1 SCS Runoff 1755.70 2 754 13,008,189 Ex. Main Basin
I2 SCS Runoff 33.94 2 728 133,973 Ex Site Basin
3 SCS Runoff 1755.70 2 754 13,008,189 Pr. Main Basin
I4 SCS Runoff 40.43 2 726 151,595 Pr. Site Basin
5 Combine 1764.48 2 754 13,142,17L 1, 2,Ex. POSA
I6 Combine 1763.03 2 754 13,159,797 3, 4,Pr. POS A
1
1
1
1
1
1
1
1
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I10820005 - Peak.gpw Return Period: 100 Year Sunday, Dec 5, 2010
1
Hydrograph Report
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 1
1 Ex. Main Basin
Hydrograph type SCS Runoff Peak discharge 1755.70 cfs
1 Storm frequency 100 yrs Time to peak 54
Time interval 2 min Hyd. volume 108,189 cuft
Drainage area 383.910 ac Curve number 86*
IBasin Slope 4.6 %Hydraulic length 6399 ft
Tc method LAG Time of conc. (Tc) 53.30 min
Total precip.11.00 in Distribution Type III
IStorm duration 24 hrs Shape factor 484
Composite (Area /CN) = [(180.770 x 80) + (203.140 x 92)] / 383.910
I Ex. Main Basin
Q (Hyd. No. 1 -- 100 Year Q (cfs)
I1757.00 1757.00
1506.00 1506.00
I1255.00 1255.00
1004.00 1004.00
1
753.00 753.00
1
502.00 502.00
251.00 251.00
I 0.00 -0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
I Hyd No. 1
Hydrograph Report
tHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 2
IEx Site Basin
Hydrograph type SCS Runoff Peak discharge 33.94 cfs
I Storm frequency 100 yrs Time to peak 728 min
Time interval 2 min Hyd. volume 133,973 cuft
Drainage area 4.220 ac Curve number 80*
IBasin Slope 3.7 %Hydraulic length 581 ft
Tc method LAG Time of conc. (Tc) 10.60 min
Total precip.11.00 in Distribution Type III
IStorm duration 24 hrs Shape factor 484
I * Composite (Area /CN) = [(4.220 x 80)] / 4.220
t Ex Site Basin
Q (cfs)Hyd. No. 2 -- 100 Year Q (cfs)
I35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
W ... mH.
10.00 10.00
5.00 5.00
I 0.00 -0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
I Hyd No. 2
1
Hydrograph Report
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 3
IPr. Main Basin
Hydrograph type SCS Runoff Peak discharge 1755.70 cfs L
I Storm frequency 100 yrs Time to peak IS
Time interval 2 min Hyd. volume 4Z237189 cuft
Drainage area 383.910 ac Curve number 86*
IBasin Slope 4.6 %Hydraulic length 6399 ft
Tc method LAG Time of conc. (Tc) 53.30 min
Total precip.11.00 in Distribution Type III
IStorm duration 24 hrs Shape factor 484
I * Composite (Area /CN) = [(180.770 x 80) + (203.140 x 92)] / 383.910
I Pr. Main Basin
Q (cfs)Hyd. No. 3 -- 100 Year Q (cfs)
I1757.00 1757.00
I1506.00 1506.00
1 1255.00 1255.00
1004.00 1004.00
t
753.00 753.00
502.00 502.00
251.00 251.00
0.00 _.___._0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
IHyd No. 3
Hydrograph Report
IHydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 4
IPr. Site Basin
Hydrograph type SCS Runoff Peak discharge 40.43 cfs
I Storm frequency 100 yrs Time to peak 726 min
Time interval 2 min Hyd. volume 151,595 cuft
Drainage area 4.220 ac Curve number 91*
IBasin Slope 3.5 %Hydraulic length 556 ft
Tc method LAG Time of conc. (Tc) 7.10 min
Total precip.11.00 in Distribution Type III
IStorm duration 24 hrs Shape factor 484
Composite (Area /CN) = [(1.740 x 80) + (2.480 x 98)] / 4.220
Pr. Site Basin
Q (Hyd. No. 4 -- 100 Year Q (cfs)
I50.00 50.00
1
40.00 40.00
I i
30.00 30.00
20.00 20.00
I I \
10.00 10.00
I 0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
IHyd No. 4
I H r rap h ReHydogpReportp
IHydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 5
1 Ex. POS A
Hydrograph type Combine Peak discharge 1764.48 cfs
I Storm frequency 100 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 13,142,174 cuft
Inflow hyds.1, 2 Contrib. drain. area 388.130 ac
1
1
1
1 Ex. POS A
Q (cfs)Hyd. No. 5 -- 100 Year Q (cfs)
1771.00 1771.00
1518.00 1518.00
1265.00 1265.00
1012.00 1012.00
759.00 759.00
1
506.00 506.00
253.00 253.00
I 0.00 411._0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
IHyd No. 5 Hyd No. 1 Hyd No. 2
1 Hydrograph Re ortp
1 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2011 by Autodesk, Inc. v8 Sunday, Dec 5, 2010
Hyd. No. 6
IPr. POS A
Hydrograph type Combine Peak discharge 1763.03 cfs
I Storm frequency 100 yrs Time to peak 754 min
Time interval 2 min Hyd. volume 13,159,797 cuft
Inflow hyds.3, 4 Contrib. drain. area 388.130 ac
1
1
1
1 Pr. POS A
Q (cfs)Hyd. No. 6 -- 100 Year Q (cfs)
1 1764.00 1764.00
1512.00 1512.00
1260.00 1260.00
1008.00 1008.00
756.00 756.00
1 a
504.00
A ...R
504.00
252.00 252.00
1 0.00 -0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 6 Hyd No. 3 Hyd No. 4
1
1
1
1
1
1
1
1
1
i EXHIBIT F
Hydraflow Storm Sewers Calculations
1
1
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Stormwater Management Technical Design Summary Report
1 Knightsgate
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EXHIBIT G
1 Technical Design Summary
1
1
1
1
1
1
1
1
Stormwater Management Technical Design Summary Report
1 Knightsgate
1 SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
i
Part 2 — Project Administration Start (Page 2.1)
I Engineering
and Address:
and Design Professionals Information
Engineering Firm Name Jurisdiction
McClure & Browne Engineering /Surveying, Inc.City:Bryan
1 1008 Woodcreek Drive, Suite 103 X College Station
College Station, Texas 77845 Date of Submittal:
1 Lead Engineer's Name and Contact Info.(phone, e-mail, fax):Other:
J. Dale Browne, Jr., P.E., CFM David A. Olson, E.I.T.
1 Supporting Engineering / Consulting Firm(s):Other contacts:
1 Developer / Owner / Applicant Information
Developer / Applicant Name and Address:Phone and e-mail:
Tucker Mach Development, LLC 713 - 213 -4647
I 41978 Hempstead Highway
Waller, TX 77484
Property Owner(s) if not Developer / Applicant (& address):Phone and e-mail:
IRex Tucker and Mark Mettauer 832 - 866 -6767
Project Identification
1 Development Name: Knightsgate
Is subject property a site project, a single -phase subdivision, or part of a multi -phase subdivision?
1 Site Project If multi - phase, subject property is phase of
Legal description of subject property (phase) or Project Area:
see Section II, Paragraph B -3a)
1 3.364 acres Lot 1, bLOCK 1, Knightsgate Subdivision
1
I s •'- - • • .e phase) is second or later phase of a project, describe general statu • -
1
earlier phases. For - • t earlier phase Include submittal and r- .- s.
General Location of Project Area, or subject property (phase):
Project site is located on Harvey Mitchell Parkway near the intersection of
IHarvey Mitchell Parkway and Luther Street in College Station.
In City Limits?Extraterritorial Jurisdiction (acreage):
I Bryan:acres.Bryan:College Station:
College Station: 3.364 ac • acres. Acreage Outside ETJ:
1
STORMWATER DESIGN GUIDELINES Page 3 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
1
Effective February 2007 As Revised February 2009
1 SECTION IX
I
APPENDIX D — TECHNICAL DESIGN SUMMARY
Part 2 — Project Administration Continued (page 2.2)
I Project Identification (continued)
Roadways abutting or within Project Area or Abutting tracts, platted land, or built
subject property:developments:
1 Harvey Mitchell Parkway Linda Preston-Shepard 7043/287 (Undeveloped)
Ervin & Mildred Williams 433/39 (Undeveloped)
BVP Parkway Place, LP 8771/78 (2818 Place)
1 Named Regulatory Watercourse(s) & Watershed(s): Tributary Basin(s):
White Watershed Unnamed Tributary
1 Plat Information For Project or Subject Property (or Phase)
Preliminary Plat File #: 10- 00500225 Final Plat File #: 10- 00500257 Date:
1 Name: Knightsgate Status and VoI /Pg: Pending Approval
If two plats, sec6rrd rrame:Ftte :
1 Status.
Zoning Information For Project or Subject Property (or Phase)
1 Zoning Type: R -4 (3.178 ac.) Existing or Proposed? Existing Case Code:
Case Date Status:
1 Zoning Type:A-0 (0.186 ac.) Existing or Proposed? Existing Case Code:
Case Date Status:
1 Stormwater Management Planning For Project or Subject Property (or Phase)
nning Conference(s) & Date(s):Participants:
1
1 Preliminary Report Require. :Submittal Date _eview Date
I Review Comments Addressed? Yes No In WI: ' g?When?
Compliance With Preliminary Drainage R- = • rt. c efly describe (or attach documentation
explaining) any deviation(s) from provisions of P- . inary Drainage Report, if any.
1
1
1
1
STORMWATER DESIGN GUIDELINES Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
1
Effective February 2007 As Revised February 2009
1 1 SECTION IX
1
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 2 — Project Administration Continued (page 2.3)
I 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.
1 Coordina •Dept.Contact:Date:Subject:
With Other
Departments of
I Jurisdiction
City (Bryan or
College Station
tCoordination With aiadze need(s) & actions taken (include contacts & dates):
Non jurisdiction
I
City Needed?
Yes No X
Coordination with Summarize need(s) & actions - inc • = ontacts & dates):
1
Brazos County
Needed?
Yes No X
I Coordination with
TxDOT Needed?
Summarize need(s) & actions taken (include contacts & dates):
A TxDOT driveway permit will be required for this project.
Yes X No
Coordination with u eed(s) & actions taken (include contacts & dates •
TAMUS Needed?
IYes No X
Permits For Project or Subject Property (or Phase)
I As to stormwater management, are permits 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
Permitted or Status of Actions (include dates)aApproved .
US Army Crops of
Engineers
No X Yes
US Environmental
Protection Agency
I No X Yes
Texas Commission on A Stormwater Pollution Prevention Plan must be
Environmental Quality implemented prior to the start of construction
I No Yes X according to TPDES General Permit No. TXR150000.
Brazos River
Authority
INo X Yes
1
STORMWATER DESIGN GUIDELINES Page 5 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
t Effective February 2007 As Revised February 2009
1 SECTION IX
1
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 3 — Property Characteristics Start (Page 3.1)
1 Nature and Scope of Proposed Work
Existing: Land proposed for development currently used, including extent of impervious cover?
Existing undeveloped land (pasture, with trees and underbrush). Existing
1 impervious cover is approximately 0 sf.
Site Redevelopment of one platted lot, or two or more adjoining platted lots.
I Development X Building on a single laptted 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 form1applicable)a new street (but may include ROW dedication to existing streets).
Other (explain):
1 Subdivision Cons r eets and utilities to serve one or •• • - : - - • ots.
Development Construction of street - • e - • • .-s - • 1e or more proposed lots on
I
Project Ian. ed 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
I Nature and
Size of
drainage easements or ROW.
This project includes the addition of four 3 -story apartment
Proposed buildings with associated paving and drainage facilities.
1 Project Ex. I.C.= 0 sf (0%); Pr. I.C.= 108,029 sf (74%)
Is any work planned on land that is not platted 'Tfye , plain:
I or on land for which platting is not pending?
X No Yes
1
FEMA Floodplains
Is any part of subject property abutting a Named Regulatory Watercourse No Yes X
Section II, Paragraph B1) or a tributary thereof?
I Is any part of subject property in floodplain No Yes X Rate Map 48041C0181 CareaofaFEMA - regulated watercourse?
Encroachment(s) Encroac urpose(s):Building site(s)Roa• g(s)into Floodplain
1 areas planned?Utility crossing(s)ther (ex. -'• :
No X
I 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.
Rate Map was revised per LOMR effective May 22, 2008.
1
1
STORMWATER DESIGN GUIDELINES Page 6 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
1
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 3 — Property Characteristics Continued (Page 3.2)
1 Hydrologic Attributes of Subject Property (or Phase)
Has an earlier hydrologic analysis been done for larger area including subject property?
Yes
ference the study (& date) here, and attach copy if not already in City files.
1 Is the stormwater • - nagement plan for the property in substantial conf• ance with the
earlier study? Yes No If not, explain how it di - s.
1
No If subject property is not part of multi -phas- • ..ect, describe stormwater management
x plan for the property in Part 4.
If property is part of multi -phase • •sect, provide overvi- of stormwater management plan
for Project Area here. In Pa describe how plan for subs- t property will comply
therewith.
1
1
x YDoexistingtopographicfeaturesonsubjectpropertystoreordetainrunoff?No Yes
Describe them (include approximate size, volume, outfall, model, etc).
1 Any known drainage or flooding problems in areas near subject property? x No Yes
Identify:
1
Based on location of study property in a watershed, is Type 1 Detention (flood control) needed?
1 see Table B -1 in Appendix B)
Detention is required. x Need must be evaluated.Detention not required.
What decision has been reached? By whom?
No detention will be required per study performed by McClure & Browne.
If the need for How was determination made?
Type 1 Detention A hydrologic analysis shows that by decreasing the time to peak
must be evaluated: for the site, stormwater will beat the peak runoff of the
relatively larger upland area to the outfall and reduce the
1 overall peak flow rate.
1
STORMWATER DESIGN GUIDELINES Page 7 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 3 - Property Characteristics Continued (Page 3.3)
1 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 Larger acreage Lesse - - e
Above - Project Areas(Section II, Paragraph B3 -a)
Does Project Area (project or phase) receive runoff from upland areas?No X Yes
Size(s) of area(s) in acres: 1) 383.9 ac. 2)3)4)
Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable
concentrated section(s), small creek (non - regulatory), regulatory Watercourse or tributary);
1) Unnamed Tributary of White Creek.
Flow determination: Outline hydrologic methods and assumptions:
NRCS Method was used. The site contains HSG D soils. The following Curve
Numbers were used:
Open Spaces =80; High Density Residential =92; Impervious Cover =98
Does storm runoff drain from public easements or ROW onto or across subject property?
No X Yes If yes, describe facilities in easement or ROW:
Runoff from Harvey Mitchell Parkway drain accross the subject property
via overland flow.
Are changes in runoff characteristics subject to change in future? ExplainUndevelopeduplandareasmaybedevelopedinthefuture.
1
Conveyance Pathways (Section II, Paragraph C2)
Must runoff from study property drain across lower properties before reaching a Regulatory
Watercourse or tributary?X No Yes
length and characteristics of each conveyance pathway(s). Include owners • •
property(ies .
1
1
STORMWATER DESIGN GUIDELINES Page 8 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 3 - Property Characteristics Continued (Page 3.4)
Hydrologic Attributes of Subject Property (or Phase) (continued)
Conveyance Pathways (continued)
Do drainage I r what part of length?Created by?pla
1 easements
exist for any
instru If instrument(s), describe their provisio
part of
pathway(s)?
x No
Yes
1 runoff must cross lower properties, describe characteristics of abutting low
property i- xisting watercourses? Easement or Consent aquired ?)
Pathway
Areas
1
scribe any built or improved drainage facilities existing near the property (culverts
bri• • : , lined channels, buried conduit, swales, detention ponds, etc).
1
Nearby
Drainage Do any of these have hydrologic or hydr-fluence on proposed stormwaterFacilitiesdesign?No Yes 1 es, explai :
1
1
1
1
1
1
STORMWATER DESIGN GUIDELINES Page 9 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
1
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters Start (Page 4.1)
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.
Upland areas will drain via an Unnamed Tributary of White Creek just as they
do in existing conditions.
1
1 Discharge(s) To Lower Property(ies) (Section II, Paragraph E1)
Does project include drainage features (existing or future) proposed to become public via
platting? X No Yes Separate Instrument? X No Yes
er Guidelines reference above, how will Establishing Easements (Scenario 1)ru •ff be discharged to neighboring Pre - development Release (Scenari'
prop- • (ies)?Combination of the two Scenari.:
Scenario . If easements are proposed, describe where needed, and provide stat - of actions
on each. (Att- • ed Exhibit #
1
Scenario 2: Provide general de- ription of how release(s) wil •e managed to pre - development
conditions (detention, sheet flow, p= ially concentrated, et .. (Attached Exhibit #
1
1
Combination: If combination is pro•.sed, explain how • harge will differ from pre -
development conditions at the pre •erty line for each area (o •oint) of release.
1
If Scenario 2, o ombination are to be used, has proposed design been coor. ated with
owner(s) of r- eiving property(ies)?No Yes Explain and pro '•e
documen - ion.
1
1
STORMWATER DESIGN GUIDELINES Page 10 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
I SECTION IX
I
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters Continued (Page 4.2)
I Stormwater Management Concept (continued)
Within Project Area Of Multi -Phase Project
I gaining Basins or Watersheds and acres shifting:
Will project result
in shifting runoff
between Basins or
I between What design and mitigation is us pensate for increased runoff
Watersheds?from gaining basin or watersh - • .
X No
I Yes
I How will runoff from Project 1.a facility(ies) involving other developme • : • ects.
Area be mitigated to pre-2.Establishing e- • - to s- • - • erall Project Area.development conditions?
I
Select any or all of 1, 2,3.On phas- = e) project basis Project Area.
and /or 3, and explain below.
ared facility (type & location of facility; design drainage area served; relationship to size
I Projec ' -a): (Attached Exhibit#
I 2. For Overall tProjectArea e & location • a s :Attached Exhibit #Project type Attached
1
I3. By pha - or site) project: Describe planned mitigation measures for phases (or • s) in
su • - • uent questions of this Part.
I aquatic echosystems proposed?No Yes In which phase(s) or
proje
0..
I Cm
C >- Are other Best Manag- • -nt Practices for reducing stormwate • •Ilutants proposed?
o-No Yes Su rize type of BMP and = ent of use:
Enc
I rn
cn
a) o0z
5 If design of any runoff- handlins - cilities deviate from p : isions of B -CS Technical
I X Specifications, check ty. - acility(ies) and explain in later q - - ions.
n Detention - - ents Conduit elements Cha • -I features
Q Sw- -Ditches Inlets Valley gutters IIs
1 Culvert features Bridges Other
1
STORMWATER DESIGN GUIDELINES Page 11 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
IEffective February 2007 As Revised February 2009
I SECTION IX
APPENDIX D — TECHNICAL DESIGN SUMMARY
I
4 - Drainage Concept and Design Parameters Continued (Page 4.3Partgp994.3)
I Stormwater Management Concept (continued)
Within Project Area Of Multi -Phase Project (continued)
Will Project Area include bridge(s) or culvert(s)? X No Yes Identify type and
I general size and In which phase(s).
1
I • - - • '• /retention serves (will serve) overall Project Area, describe how it relates t•
1 phase or site p sical location, conveyance pathway(s), constru '• quence):
I Within Or Serving Subject Property (Phase, or Site)
a .: -. art of larger Project Area, is design in substantial conform- • - Y I earlier analysis
and report for - • - - -a?Yes No, then rize the difference(s):
1
1 Identify whether each of the types of drainage features listed below are included, extent of u -,
and general characteristics.
I al shape?Surfaces?
5 ,' u) Steepest side es:Usual front slopes:ual back slopes:
I a
Flow line slopes: least Typical distance from travelway:
o typical greatest Attached Exhibit #
1 7) z
o X Are longitudi ulvert ends in compliance with B -CS Standar• ecifications?
IQ s No, then explain:
rsections or otherwise, do valley gutters cross arterial or collector stre-
U a ,_
Yes If yes explain:
m
I
Are valley gutters proposed to cross - - away from an intersection?
S'No Yes Explain: • • ser of loca '• • ?o) z
c x
1
1)
1
STORMWATER DESIGN GUIDELINES Page 12 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
IEffective February 2007 As Revised February 2009
I SECTION IX
I
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters Continued (Page 4.4)
1 Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
I ' tter line slopes: Least Usual Greatest
Are! ets recessed on arterial and collector streets?Yes No If
identify , here and why.
1
Will inlets captur= 10 -year design stormflow to prevent flooding of int= sections (arterial
with arterial or colle• or)?Yes No If no, explain , ere and why not.
a)
Will inlet size and placemen •revent exceeding aliowabl- ater spread for 10 -year
I5 design storm throughout site (o •hase)?Yes No If no, explain.
rn
12 2 Sao curves: Are inlets placed at low poin _?Yes No Are inlets and
Lp conduit sized to prevent 100 -year stormflo i om ponding at greater than 24 inches?
L oYes No Explain "no" -. swer-
v
3
U)
0)
0)L
I Q
Will 100 -yr stormflow be - •ntained in combination of ROW a • buried conduit on
whole length of all str= -ts?Yes No If no, des be where and why.
1
Do desig . for curb, gutter, and inlets comply with B -CS Technical Specifica 'ins?
I es
No If not, describe difference(s) and attach justification.
I
Are any 12 -inch laterals used?No X Yes Identify length(s) and where
used. Approcimately 125 LF of 12" HDPE pipe is used to drain an area
inlet near the clubhouse.
cs-
a0 N Pipe runs between system Typical 150'Longest 217'
a) access points (feet):
E
xI Are junction boxes used at each bend?Yes X No If not, explain where
I N and why.
Only gradual (<45 deg.) bends were used. in various locations along
c Z SD -2.
I E
Are downstream soffits at or below upstream soffits? Least amount that hydraulic
0 Yes X No If not, explain where and why: grade line is below gutter line
system- wide):
I 0.35 ft.
1
STORMWATER DESIGN GUIDELINES Page 13 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
IEffective February 2007 As Revised February 2009
I SECTION IX
I
APPENDIX D — TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters Continued (Page 4.5)
1 Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
I Describe watercourse(s), or system(s) receiving system discharge(s) below
include design discharge velocity, and angle between converging flow lines).
0
m 1) Watercourse (or system), velocity, and angle?
Ic Outfall SD -1 to Unnamed Tributary V= 5.47 fps
1 0
a E 2) Watercourse (or system), velocity, and angle?
I m,-
Outfall SD -2 to Unnamed Tributary V= 5.12 fps
0Cr
U C
a) m m 3) Watercourse (or system), velocity, and angle?
N
v) a) 5
O
I Ili O
0 Q.
E »For each outfall above, what measures are taken to prevent erosion or scour of
8 w receiving and all facilities at juncture?
Ia)1) Rock Rip Rap
t
Q-2) Rock Rip Rap
I
a)
O 3)
I swale(s) situated along property lines between properties?No Yes
Num. - of instances:For each instance answer the following questions.
Surface tr-: ments (including low -flow flumes if any):
I U)
a)
1 n } Flow line slopes (minimum a • maximum):
0
IS z Outfall characteristics for each (velocity, c. ver• : t angle, & end treatment).
wa) x
I as
as
a)
Q Will 100 -year design rm runoff be contained within easement(s •r platted drainage
tROW in all insta --s?Yes No If "no" explain:
1
1
STORMWATER DESIGN GUIDELINES Page 14 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
IEffective February 2007 As Revised February 2009
I SECTION IX
I
APPENDIX D — TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters Continued (Page 4.6)
1 Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
I side ditches used?No Yes If so, provide the followi • •
LIs 25 -year • Itained with 6 inches of freeboard throughout ?s No
1-2 Are top of banks separa - • road shoulders 2 feet o Yes No
I
o Are all ditch sections trapezoidal an • - eet deep?Yes Noa
N For any "no" answers provide I • - ' • s) and exp -'
m
I ce
conduit is beneath a swale, provide the following information (each instance).
1 Ins - nce 1 Describe general location, approximate length:
u)
I Is 100 -ye- design flow contained in conduit/swale combination?Ye No
If "no" expla• :
o o Space for 100-ye: storm flow? ROW Easement th
1 Z . Swale Surface ty• -, minimum Conduit Type and size, minim and maximum
xlm and maximum slopes:slopes, design storm:
c
0
2 Lacoa) o Inlets Describe how condui 's loaded (from streets /stor - drains, inlets by type):
c >.
co c
O L-
O
0- • o Access Describe how maintenance - cess is p •vided (to swale, into conduit):o .173, o E10E
m 0
c
0 Instance 2 Describe general location, -ppro ' ate length:
c a Is 100 -year design flow containe• in conduit/swale c• bination?Yes No
o If "no" explain:
1 c
E 0 Space for 100 -year storm ow? ROW Easement Width
0 m Swale Surface type, imum Conduit Type and size, mi • um and maximum
1 and maximum slope •slopes, design storm:
Inlets Describe ' ow conduit is loaded (from streets /storm drains, inl- s by type):
U c
as 0
QAccess Describe how maintenance access is provided (to swale, into cond • :
1
1
STORMWATER DESIGN GUIDELINES Page 15 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
I Effective February 2007 As Revised February 2009
1 SECTION IX
APPENDIX D — TECHNICAL DESIGN SUMMARY
IPart 4 — Drainage Concept and Design Parameters Continued (Page 4.7)
I Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
I
yes" provide the following information for each instance:
Ins • ce 1 Describe general location, approximate length, surfacing:
c
I
a
E w
vi Is 100 -year design •w contained in swale?Yes No Is swale wholly
I g y within drainage ROW.Yes No Explain "no" - swers:
m
Access Describe how mainte -nce access is provide -
O
Z
c X
Instance 2 Describe general location, ap' •ximate length, surfacing:
a)
43 c
E
a3m Is 100 -year design flow co fined in swale?Yes No Is swale wholly
a o
within drainage ROW?Yes No Explain "no' answers:
I n p
ct Access Descr' . how maintenance access is provided:
U
I I
7
Q
Ins : nce 3 4 etc. If swales are used in more than two instances, attach sheet
I • oviding all above information for each instance.
channels: Will any area(s) of concentrated flow be channelized (deepened
wide = • or straightened) or otherwise altered?No Yes If only s tly
I shaped, s -- " Swales" in this Part. If creating side banks, provide informati• - •elow.
m .c Will design repli = e natural channel?Yes No If "no" r each instance
o Q describe section sha • - & area, flow line slope (min. & max.), s - -ces, and 100 -year
1 o w design flow, and amount • reeboard:
N Instance 1:
ca_
a) >_
1 E
o Instance 2:
a
1 z
2xX Instance 3:
RI
L
1
U
1
STORMWATER DESIGN GUIDELINES Page 16 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
I Part 4 — Drainage Concept and Design Parameters Continued (Page 4.8)
IStormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
xistinq channels (small creeks): Are these used?No Yes
I1 " yes" provide the information below.
Wi small creeks and their floodplains remain undisturbed?Yes No How
man disturbance instances?Identify each planned location:
I For each location, describe length and general type of proposed improv-ment
including flocs slain changes):
1 For each location des• ibe section shape & area, flow line sl••e (min. & max.),
surfaces, and 100 -year • -sign flow.
1
a)
c
c Watercourses (and tributaries): ' -ide from fri •e changes, are Regulatory
0 Watercourses proposed to be altered :o Yes Explain below.
Ia Submit full report describing proposed c' -n• -s to Regulatory Watercourses. Address
E existing and proposed section size and sh -•e, surfaces, alignment, flow line changes,
length affected, and capacity, and provid- f documentation of analysis procedures
I and data. Is full report submitted ?s No If "no" explain:
E
u
1 as Proposed Channel Work: or all proposed chan el work, provide information
requested in next three boxe .
I If design is to replicate nat al channel, identify location a • length here, and describe
design in Special Design -ection of this Part of Report.
1
Will 100 -year flo be contained with one foot of freeboard?Y=No If
Inot, identify loc.. ion and explain:
IAre RO ' / easements sized to contain channel and required maintenance spa,e?
es No If not, identify location(s) and explain:
1
1
STORMWATER DESIGN GUIDELINES Page 17 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
IEffective February 2007 As Revised February 2009
I SECTION IX
1
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters Continued (Page 4.9)
1 Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
I ow many facilities for subject property project?For each provide info. below
F. each dry-type facilitiy:Facility 1 Facility 2
Acre served & design volume + 10%
1 100 -yr , olume: free flow & plugged
Design di- harge (10 yr & 25 yr)
I Spillway cre- at 100 -yr WSE?yes no y-s no
Berms 6 inche above plugged WSE?yes no yes no
Explain any "no" - swers:
1
0a)
I For each facility what is 25- design Q, and design of out -t structure?
I
Facility 1:
z Facility 2:
x Do outlets and spillways discharge 1'to a public fa lity in easement or ROW?
I Facility 1:Yes No Facilit 2:Yes No
If "no" explain:
a)
00
1
0.
0
ForFor each, what is velocity of 25 -yr des'', disch:rge at outlet? & at spillway?
a)Facility 1:Faci ' 2:
I Are energy dissipation measures ed?No Yes Describe type and
Li location:
c
0
I
c
a)
a)
0
m For each, is spillway su -ce treatment other than concrete? es or no, and describe:
I ¢Facility 1:
Facility 2:
I
For each, what easures are taken to prevent erosion or scour at rec -'ving facility?
Facility 1:
Facility 2:
1 If berm are used give heights, slopes and surface treatments of sides.
Facili 1:
1 acility 2:
1
STORMWATER DESIGN GUIDELINES Page 18 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
IIEffective February 2007 As Revised February 2009
1
SECTION IX
1 APPENDIX D — TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters Continued (Page 4.10)
1 Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
I • ructures comply with B -CS Specifications? Yes or no, and explain if "no ":
a)
Facility 1;
a)
IL 5 Facility 2:cc -,
o c
I CD
Uo For additional faciliti - ovide all same information on a sepa - -
sheet.Are parkin! - -as to be used for detention?No
Yes 1 ma..- om depth due to required design
storm?oadside Ditches: Will culverts serve access driveways at roadside
ditches?No Yes If "yes ", provide information in next two
boxes.I Will 2 -yr. flow pass without flowing over driveway in all cases?Yes
No Without =using flowing or standing water on public roadway?Yes
No Designs & terials comply withB -CS Technical Specifications?Y- s
No 1 Explain any "n•"
answers:I
N0)
c 1 o Are culverts parallel to public r• -dway alignment?Yes No
Explain:U
N I E. Creeks at Private Drives: Do private d • e . ys, drives, or streets cross
drainage ways that serve Above - Project areas or ar= public easements/
ROW?ao z No Yes !ryes" provid- nfor -tion
below.1 x How many instances?De ribe Iocatio -nd provide information
below.Lo
1:
U I Location
2:
Q Location
3:I For e- location enter value for:1 2
3 Design ye- passing without toping
travelway?1 Water , epth on travelway at25 -year
flow?W- er depth on travelway at 100 -year
flow?I 'or more instances describe location and same information on separate
sheet.1 STORMWATER DESIGN GUIDELINES Page 19 of 26 APPENDIX. D: TECH. DESIGN
SUMMARY Effective February 2007 As Revised February
I SECTION IX
APPENDIX D — TECHNICAL DESIGN SUMMARY
I
Part 4 - Drainage Concept and Design Parameters Continued (Page 4.11)
1 Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
I amed Regulatory Watercourses (& Tributaries): Are culverts proposed on these
ilities?No Yes, then provide full report documenting assumptions
cri -ria, analysis, computer programs, and study findings that support proposed
desi• (s). Is report provided?Yes No If "no ", explain:
U f Arterial or aior Collector Streets: Will culverts serve these types of r•= dways?
No Yes How many instances?For each id= tify the
a) location and pro ide the information below.
a Instance 1:
Instance 2:N
o Instance 3:
I o
o fra Yes or No for the 100 -year • esign flow:1 2 3
zE
o Headwater WSE 1 foot below 'west curb top?
I x c
E Spread of headwater within RO or easement?
rn w Is velocity limited per conditions (Ta• e C -11)?
I N 1 Explain any "no" answer(s):m
o c
U -
al
o
O
o 42 Minor Collector or Local Streets: ill culve serve these types of streets?
0 a No Yes How m- y instances?for each identify the
I o location and provide the informati• below:
o_ a)
Instance 1:
N cI Instance 2:
mns
o Instance 3:
o For each instance ent- value, or "yes" / no for:1 2 3
Ia ° Design yr. headwat: WSE 1 ft. below curb top?
0 100 -yr. max. dep ' at street crown 2 feet or less?
1 E Product of veto' ity (fps) & depth at crown (ft) _ ?
Is velocity li - ited per conditions (Table C -11)?
1 Limit of d• n stream analysis (feet)?
Explain =ny "no" answers:
I
STORMWATER DESIGN GUIDELINES Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
IEffective February 2007 As Revised February 2009
SECTION IX
I
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters Continued (Page 4.12)
1 Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
1 II Proposed Culverts: For all proposed culvert facilities (except driveway /roadside
ch intersects) provide information requested in next eight boxes.
Do • Iverts and travelways intersect at 90 degrees?Yes No If not,
1
identi ' location(s) and intersect angle(s), and justify the design(s):
1 Does drainag= way alignment change within or near limits of culvert and urfaced
approaches the -to?No Yes If "yes" identify location(s) sescribe
change(s), and ju - ification:
1
1 Are flumes or conduit to d charge into culvert barrel(s)?No Yes If yes,
identify location(s) and prov •e justification:
1 Are flumes or conduit to discharge i or near su -ced approaches to culvert ends?
No Yes If "yes" identi location(s describe outfall design treatment(s):
I c
c
00
I >Is scour /erosion protection provided to -nsure I. g term stability of culvert structural
j components, and surfacing at culve ends?Yes No If "no" Identify
1 locations and provide justification( :
1 Will 100 -yr flow and sere - ,, of backwater be fully contained • street ROW, and /or
drainage easements/ R• Yes No if not, wh ot?
1
Do appreciable draulic effects of any culvert extend downstream o pstream to
I neighboring la • (s) not encompassed in subject property?No Yes If
yes" describ location(s) and mitigation measures:
1
1 A - all culvert designs and materials in compliance with B -CS Tech. Specifications?
Yes No If not, explain in Special Design Section of this Part.
1
STORMWATER DESIGN GUIDELINES Page 21 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
1
Effective February 2007 As Revised February 2009
1
SECTION IX
i APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters Continued (Page 4.13)
I Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
U bridge included in plans for subject property project?No Yes
If "ye -" •rovide the following information.
Name(s) a • functional classification of the roadway(s)?
1
I What drainage way(s) is to be sed?
a
rn
7_
1
A full report supporting al - spects of the proposed bridge(s tructural, geotechnical,
1 hydrologic, and hydr- • is factors) must accompany this summa eport. Is the report
provided?es No If "no" explain:
I Is a Stormwater Provide a general description of planned techniques:
Pollution Prevention Silt fence and inlet filtration will serve as the
1 a
Plan (SW3P)main protection against stormwater pollution. The
established for Contractor shall use any other means necessary
project construction?
m throughout construction.
INo X Yes
Special Designs — Non - Traditional Methods
I
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.
1
1
I full report about the proposed special design(s) including rationale for use and
expected be Report must substantiate that stormwater management • • - es will not
be compromised, an. intenance cost will not exceed thos- • itional design
solution(s). Is report provided?Yes no" explain:
1
1
ISTORMWATER DESIGN GUIDELINES Page 22 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
1
I SECTION IX
II
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 - Drainage Concept and Design Parameters Continued (Page 4.14)
1 Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
I 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.
I
Detention elements
Culvert features Swales
Drain system elements Channel features
Ditches Inlets Outfalls
Valley gutters Bridges (explain in bridge report)
1 able below briefly identify specific element, justification for deviation(s).
cific Detail Element Justification for Deviation (attach additional sheets if -eded)
1)
2)
1 3)
1 4)
1 5)
I
Have elements been coordin- - d with the City Engineer or her ' designee? For each item
above provide "yes" or "no ", action date, and staff name:
1)
I 2)
3)
4)
5
Design Parameters
I Hydrology
Is a map(s) showing all Design Drainage Areas provided? X Yes No
ummarize the range of applications made of the Rational Formula:
1
I What is the size cation of largest Design Drainage Area to which ional Formula
has bP pplied?acres Location (or identifier):
1
STORMWATER DESIGN GUIDELINES Page 23 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters 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"
1 identify type of data, source(s), and where applied:
1
1 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 Y=
Storm system for arterial and collector streets
Storm drain sys = for local streets
1 Open channels
Swale /buried conduit combina in lieu of channel
Swales
Roadside ditches and culverts serving them
Detention facilities: spillway crest and • = outfall
Detention facilities: outlet and veyance structure(s)
Detention facilities: volu when outlet plugged
Culverts serving = vate drives or streets
Culverts ing public roadways
1 ges: provide in bridge report.
Hydraulics
1 What is the range of design flow velocities as outlined below?
Design flow velocities;Gutters Conduit Culverts Swales Channels
Highest (feet per second)6.37
Lowest (feet per second)2.80
Streets and Storm Drain Systems Provide the summary information outlined below:
1 Roughness coefficients used:For street gutters: 0.013
For conduit type(s) HDPE 0.012 Coefficients:
1
1
STORMWATER DESIGN GUIDELINES Page 24 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
I SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
I
Part 4 — Drainage Concept and Design Parameters Continued (Page 4.16)
I Design Parameters (continued)
Hydraulics (continued)
Street and Storm Drain Systems (continued)
I For the following, are assumptions other than allowable per Guidelines?
Inlet coefficients? x No Yes Head and friction losses x No Yes
IExplain any "yes" answer:
I 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:
1
Are hydraulic grade lines calculated and shown for design storm? x Yes No
1 For 100 -year flow conditions? x Yes No Explain any "no" answers:
I What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify
each location and explain:
Normal Depth.
1
1 en Channels If a HEC analysis is utilized, does it follow Sec VI.F.5.a?Yes
Outside , straight sections, is flow regime within limits of sub - critical flow?Ye No
If "no" list to = ions and explain:
I
Culverts If plan sheets do - •t provide the following for each c , ert, describe it here.
For each design discharge, will op- -tion be outlet (barrel - •ntrol or inlet control?
1
IEntrance, friction and exit fosse •
1
Brid ' - Provide all in bridge report
1
STORMWATER DESIGN GUIDELINES Page 25 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
IEffective February 2007 As Revised February 2009
I SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
I
Part 4 — Drainage Concept and Design Parameters Continued (Page 4.17)
I Design Parameters (continued)
ompuer oware
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
I Hydraflow Hydrographs for AutoCAD 2011
Hydraflow Storm Sewers for AutoCAD 2011
1
1
Part 5 — Plans and Specifications
I Requirements for submittal of construction drawings and specifications do not differ due to use of a
Technical Design Summary Report. See Section III, Paragraph C3.
I Part 6 — Conclusions and Attestation
Conclusions
I
Add any concluding information here:
The Knightsgate Site Improvements will have no adverse impact to downstream properties.
Post - development runoff calculations show that peak runoff at the point of study will
be less than existing conditions.
1
1
I 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.
I 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 proposed drainage
1 improvements have been issued or fall under applicable general permits."
ILicensed Professional Engineer IZ ‚ ‚ ic'ki , -
1 6 / 3/1 - vir 4---x" '
0 J. DALE BROWNE, JR.
State of Texas PE No. F l i. 2 d A
9 ; 81890 jo••:EGIcisi e;;0IZisiONAt.ENS
STORMWATER DESIGN GUIDELINES Page 26 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009