HomeMy WebLinkAboutDrainage ReportDRAINAGE REPORT
FOR
BRAZOS VALLEY
CHURCH OF CHRIST
SITE IMPROVEMENTS
MAY 2012
PREPARED FOR:
BRAZOS VALLEY CHURCH OF CHRIST
C/O J. L. TAYLOR
6662 CARGILL DRIVE
BRYAN, TEXAS 77808
MBESI No. 10000103
fmMcCLURE & 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
BRAZOS VALLEY CHURCH OF CHRIST
Stormwater Management Technical Design Summary Report
MBESI No. 10000103
PART 1— Executive Summary Report
Section 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: Ray Bomnskie
6662 Cargill Drive
Bryan, Texas 77808
(979) 776-5487
Submittal Date: May 2012
Section 2 — General Information and Project Location:
This development is a single lot church to be constructed in College Station at the southeast corner of
the intersection of Noorton Lane and Wellborn Road. The development is on a 5.407 acres and it
entirely located within the city limits of College Station. Refer to Exhibit A for a Vicinity Map.
The project site is in the Brazos River watershed, where all of the runoff flows to the west under
Wellborn Road towards the Brazos River. No portion of the site is located in the 100-year floodplain
(Zone X) and is not regulated under the National Flood Insurance Program. Refer to Exhibit B for an
excerpt from the FEMA FIRM Map # 48041 CO200 C effective July 2, 1992.
Section 3 — Hydrologic Characteristics:
The existing project site is a pasture with medium cover of trees and underbrush that slopes from the
east to the west. Under developed conditions, the site will consist of a church, concrete pavement, and
well maintained landscaping areas. Discharges from the developed site will be caught by two detention
facilities and discharged as sheet flow across the property as indicated on Exhibit C-1 — Drainage Area
Map for Peak Flow Analysis. Under developed conditions stormwater will be caught in two different
detention facilities. The smaller southern detention area will discharge to Point of Study (POS) "A" via
detention, sheet flow, and drainage ditch flow. From POS "A", the runoff will flow under the driveway
entrance to POS `B." The remaining site stormwater will flow into the larger northern detention facility
and discharged at POS `B" via detention, sheet flow, and drainage ditch flow. From the POS "B", the
total site runoff will be discharged under Wellborn Road through an existing 24" pipe into the Brazos
Drainage Report
Brazos Valley Church of Christ
River watershed. 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).
Section 4 - Stormwater Mana eg ment:
Per the BCS United Drainage Criteria Manual, this portion of the watershed lies in an "evaluate" section
which requires a detailed drainage analysis be conducted 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 increase the peak flows of the existing drainage basin. Therefore,
development would have an adverse impact on downstream properties and detention will be required.
As stated previously, the proposed development will consists of two main drainage basin each with
detention facilities. The south side of the site will drain through the concrete parking lot, into the
detention facility and then off the property into the east ditch along Wellborn Road to POS "A." From
there, the flow along the Wellborn Road ditch to the north and combines with the stormwater running off
the rest of the property (i.e. northern side of the site) at POS `B." The stormwater run off form the
northern side of site also drains from the parking lot, to the detention facility and then to the Wellborn
Road drainage ditch. Table 1 & 2 shows the Pre- vs. Post -Developed Flow Rates at Point of Study "A"
& `B", respectively. Refer to Exhibit E - Hydraflow Hydrograph Calculations for more detailed
calculations at the point of discharge.
Table 1: Pre- vs. Post-Develo ed Flow Rates at Point of Stud "A"
Return Period
Pre -Developed
cfs
Post -Developed
cfs
Change
cfs
Change
2-Year
3.29
3.27
-0.02
-0.91
5-Year
4.82
4.21
-0.61
-12.90
10-Year
6.58
5.23
-1.35
-20.80
25-Year
8.41
6.15
-2.26
-27.00
50-Year
9.58
7.25
-2.33
-24.30
100-Year
11.24
9.65
-1.59
-14.10
Table 2: Pre- vs. Post -Developed Flow Rates at Point of Stud "B"
Return Period
Pre -Developed
cfs
Post -Developed
cfs
Change
cfs
Change
2-Year
11.0
11.0
0.00
0.00
5-Year
16.1
15.6
-0.50
-2.92
10-Year
22.0
21.0
-0.10
-4.42
25-Year
28.1
26.5
-1.60
-5.87
50-Year
32.0
30.6
-1.40
-4.34
100-Year
37.6
37.1
-0.50
-1.32
Drainage Report 2
Brazos Valley Church of Christ
As can seen from the above table, the stormwater discharge from both Points of Study will be decreased.
Therefore, the stormwater run off for this development will not have an impact on adjacent or
downstream property owners.
Exhibit C-3 Drainage Area Map for Inlets shows a delineation of drainage basins for all proposed inlets.
Runoff calculations for this project used the Rational Method. Refer to Exhibit F for inlet calculations.
Section 5 — Reference:
Exhibit A
Vicinity Map
Exhibit B
Excerpt from FEMA FIRM & BCS Stormwater Design Guidelines
Exhibit C-1
Pre -Development Drainage Area Map for Peak Flow Analysis
Exhibit C-2
Post -Development Drainage Area Map for Peak Flow Analysis
Exhibit C-3
Drainage Area Map for Inlets
Exhibit D
Soils Map
Exhibit E
Hydraflow Hydrograph Calculations
Exhibit F
Inlet Calculations
Exhibit G
Technical Design Summary
Drainage Report 3
Brazos Valley Church of Christ
EXHIBITS
Drainage Report
Brazos Valley Church of Christ
0'
Z
0
m
m
J
J
W
3
® SCALE: Hor: 1" = 500'
0 250' 500' 1000'
EXHIBIT A
VICINITY MAP
Brazos Volley Church of Christ
College Station, Brazos County, Texas
f
Unshaded
Zone X
1
ROJECT SITE
"f�, a
t jg
Unshaded
Zone X
NOTE: Background drawings is FEMA Flood Insurance Rate Map (FIRM) 48041CO200 C,
Effective Date: July 2, 1992.
® SCALE: Hor: 1" = 1000'
0 500' 1000' 2000'
IN
EXHIBIT B
EXCERPT FROM FEMA FIRM
Brazos Volley Church of Christ
College Station, Brazos County, Texas
r�> z ---�
-_ _ ---_
ter_-t_ NOfton LS__—_--_---� L
l x��_r_ One IIII x�x r_X r__
E
I IIllil
Point of Study "B"
1-24" RCP w/ Headwall
IIII
Drainage Basin 7
Point of Study "B"
i IIII �I a / I (Includes D.B. 6)
I I I I I !! II C Area 5.09 Ac.
III I IIII II / ) Slope 3.09% /
III I I'I�I IIII /� Length 919'
cn
I I III
\ < \ IIII IT I
41
L
I
Point of Study "A" I I I ( _��� Drainage Basin 6
< Point of Study "A"
1-18" RCP w/ Headwall , \ y
Area C1.Ac. 2. Slope 2.47% X I
Length 605' I
II � x
/
jw
l I / II \ x�X x EXHIBIT C-1
PRE -DEVELOPED DRAINAGE AREA MAP
III ,11I I II I / l \ 1 FOR PEAK FLOW ANALYSIS
Brazos Valley Church of Chnst
I Il \ \ ® College Station, Brazos County, Texas
SCALE: Hor: 1" = 60'
I I \ \ I \ I 0 30' 60' 120' McCCWUoR"ECa@eekB?0WFE A R/NG/SMURPElXNC, INC.
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II G E E��E= �x�
�- <- <- _ I E � E ��_� E /
/ I
Point of Study "B"
(1)-24" RCP w/ Headwall
North Non—Ponded Area North J r
Area 0.69 Ac. II I I )� % % Ponded
Slope 4.00% IIII /� II,II�uI I % J j �ae2s
Length 360 Are
I I, I'I I % Ac
�"__j CN 90.9
Slope 1.99% I /
Length 618' 1 I 1 =
/ I I y IIII �`V`\
iii 11,I I I I�'
-
m South ---
3 Ponded
e Area 1.13
I I
' I I
I I 1
Point of Study A"
1-18" RCP w/ Headwall
I
I /
South Non—Ponded Area
Area 0.31 Ac.
Slope 5.01%1
Length 211'
EXHIBIT C-2
POST -DEVELOPED DRAINAGE AREA MAP
FOR PEAK FLOW ANALYSIS
Brazos Valley Church of Chnst
College Station, Brazos County, texas
I
Drainage Report
Brazos Valley Church of Christ
EXHIBIT D
Soils Map
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Hydrologic Soil Group —Brazos County, Texas
Brazos Valley Church of Christ Soil Data
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Brazos County, Texas (TX041)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
BWC
Burlewash fine sandy loam, 1 to 5
percent slopes
D
5.5
99.5%
GrC
Gredge fine sandy loam, 1 to 5
percent slopes
D
0.0
0.5%
Totals for Area of Interest
6.6
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 (AID, BID, and CID). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
I wet. These consist mainly of deep, well drained to excessively drained sands or
f gravelly sands. These soils have a high rate of water transmission.
B Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained orwell 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
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 (AID, BID, or CID), 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.
Rating Options
Aggregation Method: Dominant Condition
USDA Natural Resources Web Soil Survey WaIZU72
AM Conservation Service National Cooperative Soil Survey Page 3 of 4
Hydrologic Soil Group —Brazos County, Texas
Brazos Valley Church of Christ Soil Data
Component Percent Cutoff., None Specified
Tie -break Rule: Higher
U USIDA Natural Resources Web Sol Survey 3/8/2012
Conservation Service National Cooperative Soil Survey Page 4 of 4
U
I�
U
III
I
U
U
U
EXHIBIT E
Hydraflow Hydrograph Calculations
U
U
Drainage Report
l l Brazos Valley Church of Christ
U
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2012 by Autodesk, Inc. v9
1++
ED
0
Legend
Hvd. Origin Descrlotion
5
CD
Y
8
1
SCS Runoff
Big Pond D.A.
2
SCS Runoff
Little Pond D.A.
3
Reservoir
North Big Pond
4
SCS Runoff
Proposed Non-Ponded Pt
5
SCS Runoff
Proposed Non-Ponded Pt B
6
SCS Runoff
Pre Point of Study A
7
SCS Runoff
Pre Point of Study B
8
Combine
Big Pond & Non-Ponded D.A.
9
Reservoir
South Little Pond
10
Combine
Post Point of Study A
11
Combine
Post Point of Study B
2
D
M
711
4
ke 10
12
Project: SCS pond Design.gpw Wednesday, 00 21, 2012
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9 Wednesday, 00 21, 2012
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
0.0000
0.0000
0.0000
-----
2
65.0000
8.0000
0,8060
-------
3
0.0000
0,0000
0.0000
--------
5
76.0000
8.5000
0.7850
--------
10
80.0000
8.5000
0.7630
-------
25
89.0000
8.5000
0.7540
--------
50
98.0000
8.5000
0.7450
-----
100
96.0000
8.0000
0.7300
--------
File name: SampleFHA.idf
Intensity = B / (Tc + D)AE
Return
Period
Intensity Values (inlhr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
8.22
6.33
5.19
4.43
3.88
3.46
3.14
2.87
2.65
2.46
2.30
2.17
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
9.85
7.69
6.38
6.48
4.83
4.33
3.93
3.61
3.34
3.12
2,92
2.75
10
10.98
8.63
7.19
6.21
5.49
4.94
4.50
4.14
3.84
3.59
3.37
3.18
25
12.51
9.86
8.23
7.12
6.30
5.67
5.18
4.77
4.43
4.14
3.89
3,68
50
14.10
11.15
9.33
8.08
7.16
6.46
5.90
5.44
5.05
4.73
4.45
4.20
100
14.76
11.64
9.73
8.43
7.48
6.75
6.16
5.69
5.29
4.95
4.66
4.41
Tc = time in minutes. Values may exceed 60.
Precln. file name_ G'\Desian Temnlnme \nrainane nata\HvAraflnw NRr:R Rtnrm nnfa\1AI iWr r h-
Stone
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour
0.00
4.69
0.00
6.09
7.66
9.30
10.34
11.83
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0,00
Huff-tsl
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 6
Pre Point of Study A
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 1.440 ac
Basin Slope
= 2.5 %
Tc method
= LAG
Total precip.
= 4.69 in
Storm duration
= 24 hrs
Q (cfs)
4.00
3.00
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre Point of Study A
Hyd. No. 6 -- 2 Year
Friday, 00 23, 2012
= 3.286 cfs
= 730 min
= 13,374 cult
= 80
= 605 ft
= 13.50 min
= Type III
= 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00 1 1 1 1 `- I I I I ---- % 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- -- Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 31]® 2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 6
Pre Point of Study A
Hydrograph type
= SCS Runoff
Peak discharge
= 4.824 cfs
Storm frequency
= 5 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 19,686 cuft
Drainage area
= 1.440 ac
Curve number
= 80
Basin Slope
= 2.5 %
Hydraulic length
= 605 ft
Tc method
= LAG
Time of conc. (Tc)
= 13.50 min
Total precip.
= 6.09 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs
5.00
4.00
3.00
2.00
1.00
Pre Point of Study A
Hyd. No. 6 -- 5 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 6 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® CiV113D®2012 by Autodesk, Inc. v9
Hyd. No. 6
Pre Point of Study A
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 1.440 ac Curve number
Basin Slope = 2.5 % Hydraulic length
Tc method = LAG Time of conc. (Tc)
Total precip. = 7.66 in Distribution
Storm duration = 24 hrs Shape factor
Friday, 00 23, 2012
= 6.577 cfs
= 730 min
= 27,047 cuft
= 80
= 605 ft
= 13.50 min
= Type III
= 484
Q (cfs)
Pre Point of Study A
Hyd. No. 6 -- 10 Year
Q (cfs)
7.00
7.00
6.00
6.00
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200
— Hyd No. 6
0.00
1320 1440 1560
Time (min)
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCADO Civil 3138 2012 by Autodesk, Inc, v9
Friday, 00 23, 2012
Hyd. No. 6
Pre Point of Study A
Hydrograph type
= SCS Runoff
Peak discharge
= 8.414 cfs
Storm frequency
= 25 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 34,927 cult
Drainage area
= 1.440 ac
Curve number
= 80
Basin Slope
= 2.5 %
Hydraulic length
= 605 ft
Tc method
= LAG
Time of conc. (Tc)
= 13.50 min
Total precip.
Storm duration
= 9.30 in
= 24 hrs
Distribution
Shape factor
= Type III
= 484
Q (cfs)
Pre Point of Study A
Hyd. No. 6 -- 25 Year
cfs
q ( )
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200
0.00
1320 1440 1560
— Hyd No. 6
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 6
Pre Point of Study A
Hydrograph type =
SCS Runoff
Peak discharge =
9.577 cfs
Storm frequency =
50 yrs
Time to peak =
730 min
Time interval =
2 min
Hyd. volume =
39,990 cuft
Drainage area =
1.440 ac
Curve number =
80
Basin Slope =
2.5 %
Hydraulic length =
605 ft
Tc method =
LAG
Time of conc. (Tc) =
13.50 min
Total precip. =
10.34 in
Distribution =
Type III
Storm duration =
24 hrs
Shape factor =
484
Pre Point of Study A
Q (cfs)
Hyd. No. 6 50 Year --
Q (cfs)
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
--- Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil MOD 2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 6
Pre Point of Study A
Hydrograph type
= SCS Runoff
Peak discharge
= 11.24 cfs
Storm frequency
= 100 yrs
Time to peak
= 730 min
Time interval
= 2 min
Hyd. volume
= 47,305 cult
Drainage area
= 1.440 ac
Curve number
= 80
Basin Slope
= 2.5 %
Hydraulic length
= 605 ft
Tc method
= LAG
Time of conc. (Tc)
= 13.50 min
Total precip.
= 11.83 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Pre Point of Study A
Q (cfs)
Hyd. No. 6 -- 100 Year
Q (cfs )
12.00
12.00
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 120 240 360 480
600 720 840 960 1080 1200
1320 1440 1560
— Hyd No. 6
Time
(min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D02012 by Autodesk, Inc. v9 Friday, 00 23, 2012
Hyd. No. 10
Post Point of Study A
Hydrograph type
= Combine
Peak discharge
= 3.271 cfs
Storm frequency
= 2 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 21,219 cuft
Inflow hyds.
= 4, 9
Contrib. drain. area
= 0.310 ac
Q (Cfs)
4.00
3.00
M1161
1.00
Post Point of Study A
Hyd. No. 10 -- 2 Year
Q (cfs)
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 10 —Hyd No. 4 —Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2012 by Autodesk, Inc. v9
Hyd. No. 10
Post Point of Study A
Hydrograph type = Combine
Storm frequency = 5 yrs
Time interval = 2 min
Inflow hyds. = 4, 9
Friday, 00 23, 2012
Peak discharge
= 4.214 cfs
Time to peak
= 728 min
Hyd. volume
= 28,296 cuft
Contrib. drain. area
= 0.310 ac
Q (cfs)
Post Point of Study A
fs
Hyd. No. 10 -- 5 Year Q (c)
5.00 5.00
4.00
4.00
3.00
3.00
2.00 2.00
1.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 10 —Hyd No. 4 —Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAO® Civil 3002012 by Autodesk, Inc. v9
Hyd. No. 10
Post Point of Study A
Hydrograph type
= Combine
Storm frequency
= 10 yrs
Time interval
= 2 min
Inflow hyds.
= 4, 9
Friday, 00 23, 2012
Peak discharge = 5.226 cfs
Time to peak = 726 min
Hyd. volume = 36,283 cuft
Contrib. drain. area = 0.310 ac
Post Point of Study A
Q (cfs) Hyd. No. 10 -- 10 Year 4 (cfs)
6.00
6.00
5.00
5.00
4.00
4.00
3.00
3.00
---
-
-- ---
2.00
2.00
1.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 10 — Hyd No. 4 — Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc, A
Friday, 00 23, 2012
Hyd. No. 10
Post Point of Study A
Hydrograph type
= Combine
Peak discharge
= 6.153 cfs
Storm frequency
= 25 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 44,660 cuft
Inflow hyds.
= 4, 9
Contrib. drain. area
= 0.310 ac
Q (cfs
7.00
M
5.00
4.00
3.00
2.00
1.00
Post Point of Study A
Hyd. No. 10 -- 25 Year
Q (Cfs)
7.00
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 —Hyd No. 4 —Hyd No. 9
Time (min)
Hydrograph Report
Hydraflow Hydrographs bdension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 10
Post Point of Study A
Hydrograph type
= Combine
Peak discharge
= 7.250 cfs
Storm frequency
= 50 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 49,984 cult
Inflow hyds.
= 4, 9
Contrib. drain. area
= 0.310 ac
Post Point of Study A
Q (cfs) Hyd. No. 10 -- 50 Year Q (cfs)
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 10 — Hyd No. 4 — Hyd No. 9
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Aulodesk, Inc. v9
Hyd. No. 10
Post Point of Study A
Hydrograph type = Combine
Storm frequency = 100 yrs
Time interval = 2 min
Inflow hyds. = 4, 9
Friday, 00 23, 2012
Peak discharge
= 9.561 cfs
Time to peak
= 732 min
Hyd. volume
= 57,621 cult
Contrib. drain. area
= 0.310 ac
Post Point of Study A Hyd. No. 10 -- 100 Year Q (cfs )
Q (cfs)
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 10 —Hyd No. 4 —Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9 Friday, 00 23, 2012
Hyd. No. 7
Pre Point of Study B
Hydrograph type
= SCS Runoff
Peak discharge
= 10.98 cfs
Storm frequency
= 2 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 48,487 cult
Drainage area
= 5.090 ac
Curve number
= 80
Basin Slope
= 3.1 %
Hydraulic length
= 919 ft
Tc method
= LAG
Time of conc. (Tc)
= 16.90 min
Total precip.
= 4.69 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs
12.00
10.00
4.00
PKIIi7
Pre Point of Study B
Hyd. No. 7 -- 2 Year
Q (cfs)
12.00
10.00
We
M
4.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31382012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 7
Pre Point of Study B
Hydrograph type
= SCS Runoff
Peak discharge
= 16.10 cfs
Storm frequency
= 5 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 71,367 cuft
Drainage area
= 5.090 ac
Curve number
= 80
Basin Slope
= 3.1 %
Hydraulic length
= 919 ft
Tc method
= LAG
Time of conc. (Tc)
= 16.90 min
Total precip.
= 6.09 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
• "1
. 81
3.00
Pre Point of Study B
Hyd. No. 7 -- 5 Year
Q (cfs)
18.00
15.00
12.00
• E
3.00
0.00 ' ' ' 1 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9 Friday, 00 23, 2012
Hyd. No. 7
Pre Point of Study B
Hydrograph type
= SCS Runoff
Peak discharge
= 21.97 cfs
Storm frequency
= 10 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 98,056 cuft
Drainage area
= 5.090 ac
Curve number
= 80
Basin Slope
= 3.1 %
Hydraulic length
= 919 ft
Tc method
= LAG
Time of conc. (Tc)
= 16.90 min
Total precip.
= 7.66 in
Distribution
= Type III
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
24.00
16.00
12.00
M
4.00
Pre Point of Study B
Hyd. No. 7 -- 10 Year
Q (cfs)
24.00
20.00
16.00
12.00
IN
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 7
Pre Point of Study B
Hydrograph type
= SCS Runoff
Peak discharge
= 28.13 cfs
Storm frequency
= 25 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 126,623 cult
Drainage area
= 5.090 ac
Curve number
= 80
Basin Slope
= 3.1 %
Hydraulic length
= 919 ft
Tc method
= LAG
Time of conc. (Tc)
= 16.90 min
Total precip.
Storm duration
= 9.30 in
= 24 hrs
Distribution
Shape factor
= Type III
= 484
Q (cfs)
Pre Point of Study B
Hyd. No. 7 -- 25 Year
Q (cfs )
30.00
30.00
25.00
25.00
20.00
20.00
15.00
15.00
10.00
10.00
5.00
5.00
0.00
0 120 240 360 480
600 720 840 960 1080 1200
0.00
1320 1440 1560
— Hyd No. 7
Time (min)
Hydrograph Report
Hydraflm Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 7
Pre Point of Study B
Hydrograph type
= SCS Runoff
Storm frequency
= 50 yrs
Time interval
= 2 min
Drainage area
= 5.090 ac
Basin Slope
= 3.1 %
Tc method
= LAG
Total precip.
= 10.34 in
Storm duration
= 24 hrs
Q (cfs)
35.00
25.00
20.00
11.10M
5.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Friday, 00 23, 2012
= 32.03 cfs
= 732 min
= 144,977 cuft
= 80
= 919 ft
= 16.90 min
= Type III
= 484
Q (cfs)
35.00
30.00
109-1 41
20.00
15.00
10.00
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7
Hydrograph Report
Hydralow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9
Hyd. No. 7
Pre Point of Study B
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 5.090 ac
Basin Slope
= 3.1 %
Tc method
= LAG
Total precip.
= 11.83 in
Storm duration
= 24 hrs
Q (cfs
40.00
30.00
20.00
10.00
/ 11
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Pre Point of Study B
Hyd. No. 7 -- 100 Year
Friday, 00 23, 2012
= 37.60 cfs
= 732 min
= 171,499 cuft
= 80
= 919 ft
= 16.90 min
= Type III
= 484
Q (cfs)
40.00
30.00
20.00
10.00
r1i1T11
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 7 Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 11
Post Point of Study B
Hydrograph type
= Combine
Storm frequency
= 2 yrs
Time interval
= 2 min
Inflow hyds.
= 8, 10
Friday, 00 23, 2012
Peak discharge = 11.04 cfs
Time to peak = 730 min
Hyd. volume = 67,891 cuft
Contrib. drain. area = 0.000 ac
Post Point of Study B
Q (cfs) Hyd. No. 11 -- 2 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
-- Hyd No. 11 —Hyd No. 8 —Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D®2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 11
Post Point of Study B
Hydrograph type
= Combine
Peak discharge
= 15.63 cfs
Storm frequency
= 5 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 92,905 cuft
Inflow hyds.
= 8, 10
Contrib. drain. area
= 0.000 ac
Q (cfs
18.00
15.00
12.00
A 11
. �9
Mid
Post Point of Study B
Hyd. No. 11 -- 5 Year
Q (Cfs)
18.00
15.00
12.00
M
Ml
3.00
0.00
0.00
0 120 240
360 480 600 720
840 960 1080
1200 1320 1440 1560
— Hyd No. 11
—Hyd No. 8
—Hyd No. 10
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2012 by Autodesk, Inc. A
Friday, 00 23, 2012
Hyd. No. 11
Post Point of Study B
Hydrograph type
= Combine
Peak discharge
= 21.00 cfs
Storm frequency
= 10 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd, volume
= 121,293 cult
Inflow hyds.
= 8, 10
Contrib. drain. area
= 0.000 ac
Post Point of Study B
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 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
Time (min)
--- Hyd No. 11 — Hyd No. 8 — Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9
Hyd. No. 11
Post Point of Study 8
Hydrograph type
= Combine
Storm frequency
= 25 yrs
Time interval
= 2 min
Inflow hyds.
= 8, 10
Q (Cis
28.00
24.00
20.00
16.00
12.00
M
4.00
Friday, 00 23, 2012
Peak discharge
= 26.48 cfs
Time to peak
= 732 min
Hyd, volume
= 151,163 cult
Contrib. drain. area
= 0.000 ac
Post Point of Study B
Hyd. No. 11 -- 25 Year
Q (Cfs)
28.00
24.00
20.00
16.00
12.00
e
4.00
0.00
1
0.00
0 120 240
360 480 600 720
840 960 1080
1200 1320 1440 1560
— Hyd No. 11
—Hyd No. 8
—Hyd No. 10
Time (min)
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCADQD Civil 3D®2012 by Autodesk, Inc. A
Friday, 00 23, 2012
Hyd. No. 11
Post Point of Study B
Hydrograph type
= Combine
Peak discharge
= 30.64 cfs
Storm frequency
= 50 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 170,178 cult
Inflow hyds.
= 8, 10
Contrib. drain. area
= 0.000 ac
Q (cfs
35.00
30.00
25.00
20.00
15.00
5.00
00
I
M 0
30.00
25.00
ezeairII
15.00
0.00
1
5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
---- Hyd No. 11 — Hyd No. 8 — Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 11
Post Point of Study B
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyds.
= 8, 10
Friday, 00 23, 2012
Peak discharge = 37.11 cfs
Time to peak = 732 min
Hyd. volume = 197,486 cuft
Contrib. drain. area = 0.000 ac
Post Point of Study B
Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs)
40.00
30.00
40.00
20.00
30.00
10.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 11 —Hyd No. 8 —Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 3
North Big Pond
Hydrograph type
= Reservoir
Peak discharge
= 6.577 cfs
Storm frequency
= 2 yrs
Time to peak
= 738 min
Time interval
= 2 min
Hyd. volume
= 39,854 cuft
Inflow hyd. No.
= 1 - Big Pond D.A.
Max. Elevation
= 353.91 ft
Reservoir name
= Big Pond
Max. Storage
= 4,659 cuft
Storage Indication method used
Q (cfs
12.00
10.00
[10h1
. ��
4.00
2.00
North Big Pond
Hyd. No. 3 — 2 Year
Q (cfs)
12.00
10.00
M
4.00
2.00
0.00 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
--r. Hyd No. 3 —Hyd No. 1 FI=l Total storage used = 4,659 cuff
Pond Report
Hydrafiow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Aulodesk, Inc. v9 Friday, 00 23, 2012
Pond No. 3 - Big Pond
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 352.50 it
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cult)
0.00
352.50
00
0
0
0.25
352.75
175
15
15
0.50
353.00
918
124
139
0.75
353.25
2,420
402
541
1.00
353.50
4,921
899
1,441
1.25
353.75
8,104
1,612
3,052
1.50
354.00
12,527
2,559
5,611
1.75
354.25
16,008
3,558
9,168
2.00
354.50
19,751
4,461
13,630
2.25
354.75
23.542
5,404
19,034
2.50
355.00
26,935
6,304
25,338
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
ID]
Rise (In)
= 6.00
8.00
8.00
0.00
Crest Len (ft)
= 15.00
0.00
0.00
0.00
Span (in)
= 6.00
8.00
8.00
0.00
Crest El. (ft)
= 353.90
0.00
0.00
0.00
No. Barrels
= 2
2
2
0
Weir Coeff.
= 2.60
3.33
3.33
3.33
Invert El. (ft)
= 352.50
352.75
353.00
0,00
Weir Type
= Broad
-
--
-
Length (fit)
= 30.00
30.00
0.00
0,00
Multi -Stage
= No
No
No
No
Slope (%)
= 0.25
0.25
0.25
n/a
N-Value
= .013
.013
.013
We
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(inlhr)
= 0.000 (by
Wet area)
Multi -Stage
= n/a
No
No
No
TIN Elev. (ft)
= 0.00
Stage (ft)
3.00
2.00
1.00
Note: CulveWOdfice ouffl rs are analyzed under inlet(Ic) and audel(oc) control. Weir Haws&e&ed for adfioe ondiflons(Ic) and aubmeigence(a)
Stage / Discharge
0,00 r 1 1I
0.00 6.00 12.00 18.00 24.00 30.00 36.00 42.00 48.00 54.00
Total Q
Elev (ft)
355.50
354.50
363.50
1 352.50
60.00
Discharge(cfs)
Hydrograph Report
Hydraflaw Hydrographs Extension for AutoCAO® Civil 30@ 2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 3
North Big Pond
Hydrograph type
= Reservoir
Peak discharge
= 9.907 cfs
Storm frequency
= 5 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 54,650 cuft
Inflow hyd. No.
= 1 - Big Pond D.A.
Max. Elevation
= 354.07 ft
Reservoir name
= Big Pond
Max. Storage
= 6,529 cuft
Storage Indication method used
Q (cfs
14.00
12.00
10.00
M
G1111111
r l �,
North Big Pond
Hyd. No. 3 -- 5 Year
Q (cfs)
14.00
INIOX
f liff
M
we]
4.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 — Hyd No. 1 E[MFfl Total storage used = 6,529 cult
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCAD® Civil 3002012 by Autodesk, Inc. A
Friday, 00 23, 2012
Hyd. No. 3
North Big Pond
Hydrograph type
= Reservoir
Peak discharge
= 13.66 cfs
Storm frequency
= 10 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 71,401 cuft
Inflow hyd. No.
= 1 - Big Pond D.A.
Max. Elevation
= 354.19 ft
Reservoir name
= Big Pond
Max. Storage
= 8,200 cuft
Storage Indication method used
Q (cfs
18.00
15.00
12.00
Mt
North Big Pond
Hyd. No. 3 — 10 Year
Q (Cfs)
18.00
15.00
12.00
M
• IX
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 —Hyd No. 1 11 1.1 LIII Total storage used = 8,200 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2012 by Autodesk, Inc. v9
Hyd. No. 3
North Big Pond
Hydrograph type
= Reservoir
Storm frequency
= 25 yrs
Time interval
= 2 min
Inflow hyd. No.
= 1 - Big Pond D.A.
Reservoir name
= Big Pond
Storage Indication method used.
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Friday, 00 23, 2012
= 17.52 cfs
= 734 min
= 88,996 cuft
= 354.28 ft
= 9,770 cuft
North Big Pond
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
24.00 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)
— Hyd No. 3 — Hyd No. 1 ® Total storage used = 9,770 cult
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2012 by Autodesk, Inc. A
Friday, 00 23, 2012
Hyd. No. 3
North Big Pond
Hydrograph type
= Reservoir
Peak discharge
= 19.80 cis
Storm frequency
= 50 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 100,185 cuff
Inflow hyd. No.
= 1 - Big Pond D.A.
Max. Elevation
= 354.34 ft
Reservoir name
= Big Pond
Max. Storage
= 10,752 cuft
Storage Indication method used
Q (cfs
28.00
24.00
20.00
lip-105811
12.00
o
4.00
North Big Pond
Hyd. No. 3 -- 50 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 —Hyd No. 1 fTl ITf1 Total storage used = 10,752 tuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® CMI 3DO2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 3
North Big Pond
Hydrograph type
= Reservoir
Peak discharge
= 23.10 cfs
Storm frequency
= 100 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 116,246 cuft
Inflow hyd. No.
= 1 - Big Pond D.A.
Max. Elevation
= 354.41 ft
Reservoir name
= Big Pond
Max. Storage
= 12,086 cuft
Storage Indication method used
Q (cfs)
28.00
24.00
20.00
16.00
12.00
O S,
North Big Pond
Hyd. No. 3 -- 100 Year
Woof
Q (cfs)
28.00
IL11Ir7
20.00
16.00
12.00
116
Egli$]
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 3 — Hyd No. 1 ❑ Total storage used = 12,086 cult
Hydrograph Report
HydraOow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. A
Friday, 00 23, 2012
Hyd. No. 9
South Little Pond
Hydrograph type
= Reservoir
Peak discharge
= 2.815 cfs
Storm frequency
= 2 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 18,223 cuft
Inflow hyd. No.
= 2 - Little Pond D.A.
Max. Elevation
= 353.86 ft
Reservoir name
= Little Pond
Max. Storage
= 2,590 cuft
Storage Indication method used
Q (Cfs)
5.00
4.00
3.00
1.00
South Little Pond
Hyd. No. 9 -- 2 Year
Q (Cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 120 240
360 480 600
720 840 960 1080 1200 1320 1440
1560
— Hyd No. 9
— Hyd No. 2
EI Total storage used = 2,590 cult
Time (min)
Pond Report
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D®2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Pond No. 2 - Little Pond
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining
Elevation = 352.75 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cuft)
0.00 352.75
00
0
0
0.25 353.00
494
41
41
0,50 353.25
1,976
288
329
0.75 353.50
3,487
674
1,003
1.00 353.75
4,689
1.018
2,021
1.25 354.00
5,752
1,303
3,324
1.50 354.25
6,772
1,564
4,888
1.75 354.50
7,436
1,775
6,563
2.00 354.75
7,879
1,914
8,577
2.25 366.00
8,311
2,023
10,600
2.50 355.26
8,750
2,132
12,732
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 8.00
Inactive
0.00
0.00
Crest Len (ft)
Inactive
15.00
0.00
0.00
Span (in)
= 8.00
9.99
0.00
0.00
Crest El. (ft)
= 354.25
354.40
0.00
0.00
No. Barrels
= 3
1
1
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. In)
= 353.00
352.75
0.00
0.00
Weir Type
= Rect
Broad
-•
--
Length (ft)
= 25.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope (%)
= 0.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(inlhr)
= 0.000 (by
Wet area)
Multistage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Note. CulveNOdfice oullowa are analyzed under Inlet lic) and outlet(ae) control. Weir risers checkedfor orifice conditlone(ic) and submergeme(a).
Stage (ft) Stage / Discharge Elev (ft)
3.00 355.75
2.00 354.75
1.00 353.75
0.00 352.75
0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00
Discharge (cfs)
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D(ID2012 by Autodesk, Inc. v9 Friday, 00 23, 2012
Hyd. No. 9
South Little Pond
Hydrograph type
= Reservoir
Peak discharge
= 3.504 cfs
Storm frequency
= 5 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 23,958 cuft
Inflow hyd. No.
= 2 - Little Pond D.A.
Max. Elevation
= 354.03 ft
Reservoir name
= Little Pond
Max. Storage
= 3,534 cuft
storage Indication method used.
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
South Little Pond
Hyd. No. 9 -- 5 Year
Q (Cfs)
7.00
CEO
5.00
4.00
3.00
2.00
1.00
000
0 120 240
360 480 600
720 840 960 1080 1200 1320 1440
1560
Time (min)
— Hyd No. 9
—Hyd No. 2
rII7M Total storage used = 3,534 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9 Friday, 00 23, 2012
Hyd. No. 9
South Little Pond
Hydrograph type
= Reservoir
Peak discharge
= 4.124 cis
Storm frequency
= 10 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 30,392 cuft
Inflow hyd. No.
= 2 - Little Pond D.A.
Max. Elevation
= 354.23 ft
Reservoir name
= Little Pond
Max. Storage
= 4,718 cuft
Storage Indication method used.
Q (cfs
8.00
. ul
4.00
2.00
South Little Pond
Hyd. No. 9 -- 10 Year
Q (cfs)
8,00
4.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 9 —Hyd No. 2 �JJ Total storage used = 4,718 tuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Friday, 0023, 2012
Hyd. No. 9
South Little Pond
Hydrograph type
= Reservoir
Peak discharge
= 4.758 cfs
Storm frequency
= 25 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 37,116 cult
Inflow hyd. No.
= 2 - Little Pond D.A.
Max. Elevation
= 354.42 ft
Reservoir name
= Little Pond
Max. Storage
= 6,056 cult
Storage Indication method used
Q (cfs)
10.00
. OM
4.00
2.00
0.00 '
0 120 240
Hyd No. 9
South Little Pond
Hyd. No. 9 -- 25 Year
360 480 600 720
— Hyd No. 2
Q (cfs)
10.00
M
4.00
2.00
r-'-~ 0.00
840 960 1080 1200 1320 1440 1560
1 1 1 1111 Total storage used = 6,056 cult Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 9
South Little Pond
Hydrograph type
= Reservoir
Peak discharge
= 6.102 cfs
Storm frequency
= 50 yrs
Time to peak
= 734 min
Time interval
= 2 min
Hyd. volume
= 41,380 cuft
Inflow hyd. No.
= 2 - Little Pond D.A.
Max. Elevation
= 354.50 ft
Reservoir name
= Little Pond
Max. Storage
= 6,655 cuft
Storage Indication method used
Q (cfs)
12.00
.M$
4.00
2.00
South Little Pond
Hyd. No. 9 -- 50 Year
Q (cfs)
12.00
10.00
. Ir
4.00
FKII11
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 9 — Hyd No. 2 LEI Total storage used = 6,655 cult
Hydrograph Report
Hydrallow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Friday, 00 23. 2012
Hyd. No. 9
South Little Pond
Hydrograph type
= Reservoir
Peak discharge
= 8.088 cfs
Storm frequency
= 100 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 47,490 cuft
Inflow hyd. No.
= 2 - Little Pond D.A.
Max. Elevation
= 354.58 ft
Reservoir name
= Little Pond
Max. Storage
= 7,280 cuft
Storage Indication method used.
South Little Pond
Q (cfs) cfs
Hyd. No. 9 -- 100 Year Q ( )
12:00
10.00
8.00
6.00
4.00
2.00
0.00
12.00
10.00
8.00
6.00
4.00
2.00
000
0 120 240
360 480 600
720 840 960 1080 1200 1320 1440
1560
— Hyd No. 9
—Hyd No. 2
QIITTTi Total storage used = 7,280 cuff
Time (min)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 3
North Big Pond
Hydrograph type
= Reservoir
Peak discharge
= 8.277 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 35,274 cult
Inflow hyd. No.
= 1 - Big Pond D.A.
Max. Elevation
= 354.26 ft
Reservoir name
= Big Pond
Max. Storage
= 9,262 cuft
Storage Indication method used
North Big Pond
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
-- Hyd No. 3 — Hyd No. 1 [1=1 Total storage used = 9,262 cuff
Pond Report
Hydrafiow Hydrographs Extension for AutoCADS Civil 3D® 2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Pond No. 3 - Big Pond
Pond Data
Contours -User-defined contour areas. Conic
method
used for volume calculation. Begining
Elevation = 352.50 ft
Stage / Storage Table
Stage In) Elevation (ft) Contour area (sqft)
Incr. Storage (cutt)
Total storage (cuft)
0.00 352.50
00
0
0
0.25 352.75
150
12
12
0.50 353.00
911
119
132
0.75 353.25
2,420
401
533
1.00 353.50
4.921
899
1,432
1.25 353.75
8,104
1,612
3,044
1.50 354.00
12,527
2,559
5,602
1.75 354.25
16,008
3,558
9,160
2.00 354.50
19,751
4,461
13,621
2.25 354.75
23,542
5,404
19,025
2.50 355.00
26,935
6,304
25,330
Culvert / Orifice Structures
Weir Structures
[A] [B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in) Inactive Inactive
Inactive
0.00
Crest Len (ft)
= 15.00 0.00
0.00
0.00
Span (in) = 6.00 8.00
8.00
0.00
Crest El. In)
= 353.90 0.00
0.00
0.00
No. Barrels = 2 2
2
0
Weir Coeff.
= 2.60 3.33
3.33
3.33
Invert El. In) = 352.50 352.75
353.00
0.00
Weir Type
= Broad -
---
---
Length (R) = 30.00 30.00
0.00
0.00
Multi -Stage
= No No
No
No
Slope I%) = 0.25 0.25
0.25
n/a
N-Value = .013 .013
.013
n/a
Orifice Coeff. = 0.60 0.60
0.60
0.60
Exfil.(In/hr)
= 0.000 (by Wet area)
Multi -Stage = n/a No
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
3.00
2.00
1.00
0.00
0.00 4.00
Total O
8.00
Note: CuNeNOdflea ouHlo are analyzed under Inlet lic) and oudet(uc) control. Weir risers oheaedfor odflce oandilions (ic) and submergence(s).
Stage I Discharge
Elev (ft)
355.50
354.50
353.50
12.00 16.00 20.00 24.00 28.00 32.00 36,00 40.00 44.00 48.00 352.50
Discharge (cfs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 3
North Big Pond
Hydrograph type
= Reservoir
Peak discharge
= 11.14 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 50,070 cuft
Inflow hyd. No.
= 1 - Big Pond D.A.
Max. Elevation
= 354.33 ft
Reservoir name
= Big Pond
Max. Storage
= 10,651 cuft
Storage Indication method used
Q (cfs)
14.00
12.00
10.00
M
Al1 0
4.00
2.00
North Big Pond
Hyd. No. 3 -- 5 Year
Q (cfs)
14.00
12.00
10.00
M
4.00
2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 3 —Hyd No. 1 ®1 Total storage used = 10,651 tuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 3
North Big Pond
Hydrograph type
= Reservoir
Peak discharge
= 14.48 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 66,821 cuft
Inflow hyd. No.
= 1 - Big Pond D.A.
Max. Elevation
= 354.42 ft
Reservoir name
= Big Pond
Max. Storage
= 12,132 cult
Storage Indication method used
North Big Pond
Q (cfs) Hyd. No. 3 -- 10 Year Q (Cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
000)
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 3 —Hyd No. 1 fTTT]-LL Total storage used = 12,132 tuft
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Hyd. No. 3
North Big Pond
Hydrograph type
= Reservoir
Storm frequency
= 25 yrs
Time interval
= 2 min
Inflow hyd. No.
= 1 - Big Pond D.A.
Reservoir name
= Big Pond
Friday, 00 23, 2012
Peak discharge
= 18.04 cfs
Time to peak
= 12.23 hrs
Hyd. volume
= 84,416 cuft
Max. Elevation
= 354.50 ft
Max. Storage
= 13,587 cuft
Storage Indication method used.
I�
I�North Big Pond
Q (cfs) Hyd. No. 3 -- 25 Year
p 24.00 --
Ili
C 20.00
16.00
12.00
:M
4.00
bW
Q (cfs)
24.00
20.00
16.00
12.00
1EX111ll
EM
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 3 —Hyd No. 1 H Total storage used = 13,587 tuft
Hydrograph Report
Hydmflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. A
Friday, 00 23, 2012
Hyd. No. 3
North Big Pond
Hydrograph type
= Reservoir
Peak discharge
= 20.07 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 95,605 cuft
Inflow hyd. No.
= 1 - Big Pond D.A.
Max. Elevation
= 354.54 ft
Reservoir name
= Big Pond
Max. Storage
= 14,532 cuft
Storage Indication method used
North Big Pond
Q (cfs) Hyd. No. 3 -- 50 Year Q (cfs)
28.00 28.00
24.00 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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 3 —Hyd No. 1 EEIIIIL Total storage used = 14,532 cult
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 3
North Big Pond
Hydrograph type
= Reservoir
Peak discharge
= 23.09 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 111,665 cult
Inflow hyd. No.
= 1 - Big Pond D.A.
Max. Elevation
= 354.61 ft
Reservoir name
= Big Pond
Max. Storage
= 15,893 cuft
Storage Indication method used
Q (cfs
28.00
24.00
20.00
16.00
12.00
4.00
North Big Pond
Hyd. No. 3 --100 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
ti11rl;
4.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 3 —Hyd No. 1 11mm1 Total storage used = 15,893 tuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 30® 2012 by Autodesk, Inc. A
Friday, 00 23, 2012
Hyd. No. 9
South Little Pond
Hydrograph type
= Reservoir
Peak discharge
= 3.932 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 12,365 cuft
Inflow hyd. No.
= 2 - Little Pond D.A.
Max. Elevation
= 354.62 ft
Reservoir name
= Little Pond
Max. Storage
= 7,501 cuft
Storage Indication method used
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 2 4
— Hyd No. 9
South Little Pond
Hyd. No. 9 -- 2 Year
Q (Cfs)
5.00
4.00
3.00
2.00
1.00
MH ' ' 0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 2 QlTTTTl Total storage used = 7,501 cult
Pond Report
Hydraflow Hydrographs Extension for AutoCADS Civil 3D® 2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Pond No. 2 - Little Pond
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining
Elevation = 352.75 ft
Stage I Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cult)
0.00 352.75
00
0
0
0.25 353.00
463
39
39
0.50 353.25
1,929
278
317
0.75 353.50
3,455
664
980
1.00 353.75
4,638
1,008
1,988
1.25 354.00
5,739
1,295
3,283
1.50 354.25
6,737
1,558
4,841
1.75 354.50
7,427
1,770
6,610
2.00 354.75
7,879
1,913
8,523
2.25 355.00
8,311
2,023
10,546
2.50 355.25
8.750
2,132
12,678
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRSr]
[A]
[B]
[C]
ID]
Rise (in)
Inactive
Inactive
0.00
0.00
Crest Len (ft)
Inactive
15.00
0.00
0.00
Span (in)
= 8.00
9.99
0.00
0.00
Crest El. (ft)
= 354.25
354.40
0.00
0.00
No. Barrels
= 3
1
1
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 353.00
352.75
0.00
0.00
Welr Type
= Rect
Broad
--
--
Length (ft)
= 25.00
0.00
0.00
0.00
Multi -Stage
= No
No
No
No
Slope (%)
= 0.50
0.00
0.00
Na
N-Value
= .013
.013
.013
We
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(inlhr)
= 0.000 (by
Wet area)
Multi -Stage
= nla
Yes
No
No
TW Elev. (ft)
= 0.00
Note:Culvert/Orifice ounows are analyzed under inlet(ic) and uufiet(oc) control. Weir dears checked for orifice wnditions(ic) and submergenw(a).
Stage (ft) Stage 1 Discharge Eiev (ft)
3.00 355.75
2.00 354.75
1.00 353.75
0.00 352.75
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00
Discharge (cfs)
Total Q
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 9
South Little Pond
Hydrograph type
= Reservoir
Peak discharge
= 5.331 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 18,100 cult
Inflow hyd. No.
= 2 - Little Pond D.A.
Max. Elevation
= 354.67 ft
Reservoir name
= Little Pond
Max. Storage
= 7,874 cult
Storage Indication method used
South Little Pond
Q (cfs) Hyd. No. 9 — 5 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 9 —Hyd No. 2 1111111I Total storage used = 7,874 tuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. vg
Friday, 00 23, 2012
Hyd. No. 9
South Little Pond
Hydrograph type
= Reservoir
Peak discharge
= 6.794 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 24,534 cuft
Inflow hyd. No.
= 2 - Little Pond D.A.
Max. Elevation
= 354.71 ft
Reservoir name
= Little Pond
Max. Storage
= 8,231 cuft
Storage Indication method used
South Little Pond
Q (cfs) Hyd. No. 9 — 10 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 9 —Hyd No. 2 i�1 f 1JU Total storage used = 8,231 cult
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 9
South Little Pond
Hydrograph type
= Reservoir
Peak discharge
= 8.318 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 31,258 cuft
Inflow hyd. No.
= 2 - Little Pond D.A.
Max. Elevation
= 354.76 ft
Reservoir name
= Little Pond
Max. Storage
= 8,579 cuft
Storage Indication method used
South Little Pond
Q (cfs
) Hyd. No. 9 -- 25 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 9 —Hyd No. 2 i i i 1 n� Total storage used = 8,579 cult
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3041) 2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 9
South Little Pond
Hydrograph type
= Reservoir
Peak discharge
= 9.272 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 35,522 cuft
Inflow hyd. No.
= 2 - Little Pond D.A.
Max. Elevation
= 354.79 ft
Reservoir name
= Little Pond
Max. Storage
= 8,795 cuft
Storage Indication method used
South Little Pond
Q (Cfs) Hyd. No. 9 — 50 Year Q (Cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 9 —Hyd No. 2 IT Total storage used = 8,795 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D®2012 by Autodesk, Inc. v9
Friday, 00 23, 2012
Hyd. No. 9
South Little Pond
Hydrograph type
= Reservoir
Peak discharge
= 10.65 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 41,632 cuft
Inflow hyd. No.
= 2 - Little Pond D.A.
Max. Elevation
= 354.83 ft
Reservoir name
= Little Pond
Max. Storage
= 9,096 cuft
Storage Indication method used
South Little Pond
Q (Cfs) Hyd. No. 9 -- 100 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 9 —Hyd No. 2 1CI7 CLl Total storage used = 9,096 tuft
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D®2012 by Aulodesk, Inc
North Swale
Triangular
Side Slopes (z:1)
= 4.00, 4.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 356.25
Slope (%)
= 0.76
N-Value
= 0.040
Calculations
Compute by: Known Q
Known Q (cfs) = 6.70
I
I�
Elev (ft)
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Mar 21 2012
= 0.94
= 6.700
= 3.53
= 1.90
= 7.75
= 0.71
= 7.52
= 1.00
358.00
357.50
357.00
356.50
U356.00
35550
2 4 6
8
Reach (ft)
10 12 14 1
Depth (ft)
1.75
1.25
0.75
0.25
-0.25
-0.75
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3130 2012 by Autodesk, Inc.
South Swale
Triangular
Side Slopes (z:1)
= 4.00, 4.00
Total Depth (ft)
= 1.25
Invert Elev (ft)
= 300.00
Slope (%)
= 1.00
N-Value
= 0.040
Calculations
Compute by:
Known Q
Known Q (cfs)
= 6.10
Elev (ft)
302.00 �
301.50
301.00
300.50
299.50
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Mar 212012
= 0.86
= 6.100
= 2.96
= 2.06
= 7.09
= 0.68
= 6.88
= 0.93
1 1 2 3 4 5 6 7 8 9 10 11 1:
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
-0.50
EXHIBIT F
Inlet Calculations
Drainage Report
Brazos Valley Church of Christ
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EXHIBIT G
Technical Design Summary
Drainage Report
Brazos Valley Church of Christ
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 III (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 III 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 report.
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 GUIDELINES Page 1 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
or clearing/grading permits, as well as reference to any application numbers or
codes assigned by the City to such request.
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 ETJ 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.
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.
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 / retention facilities; buried
conveyance conduit independent of streets; swales or channels; bridges or culverts;
outfalls to principal watercourses or their tributaries; and treatment(s) of existing
watercourses. Also, any plans for reclaiming land within floodplain areas must be
outlined.
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,
at al. Mention must be made of any permits, agreements, or understandings that
pertain to the project.
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 GUIDELINES Page 2 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 2 — Project Administration
Start (Page 2.1)
Engineering and Design Professionals Information
Engineering Firm Name and Address:
Jurisdiction
McClure & Browne Engineering/Surveying, Inc.
City: Bryan
1008 Woodcreek Drive, Suite 103
x College Station
College Station, Texas 77845
Date of Submittal:
Lead Engineer's Name and Contact Info.(phone, e-mail, fax
Other:
J. Dale Browne, Jr., P.E., CFM
Cullen L. Harper, E.I.T
Supporting Engineering / Consulting Firm(s):
Other contacts:
Developer / Owner / Applicant Information
Developer / Applicant Name and Address:
Phone and e-mail:
Ray Bomnskie
979-776-5487
6662 Cargill Drive
Bryan, TX 77808
Property Owner(s) if not Developer / Applicant (& address):
Phone and e-mail:
Brazos Valley Church of Christ
Project Identification
Development Name: Brazos Valley Church of Christ
Is subject property a site project, a single-phase subdivision, or part of a multi -phase subdivision?
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)
5.407 acres Lot 1, Block 1, Proposed Development
I s , art (phase) is second or later phase of a project, describe general stat
earlier phases. For t earlier phase Include submittal and S.
General Location of Project Area, or subject property (phase):
Project site is located on the east side of Wellborn Rd just south of Norton lane
approximately 2700ft past the William D. Fitch (Hwy 40) and Wellborn intersection.
In City Limits?
Extraterritorial Jurisdiction (acreage):
Bryan: acres.
Bryan: College Station:
College Station: 5.407 so. acres.
Acreage Outside ETJ:
J
STORMWATER DESIGN GUIDELINES Page 3 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
CEffective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 2 — Project Administration
Continued (page 2.2)
Project Identification (continued)
Roadways abutting or within Project Area or
Abutting tracts, platted land, or built
subject property:
developpments:
Wellborn Road (F.M. 2154)
Betty 9athelor 2795/149 (Developed)
Christopher Dale 3494/73 (Developed)
Preston Chamblee 1327/331 (Developed)
Jehoon Park 6538/178 (Undeveloped)
Irene C 248 (Developed
Named Regulatory Watercourse(s) & Watershed(s):
Tributary Basin(s):
Brazos River
Unnamed Tributary
Plat Information For Project or Subject Property (or Phase)
Preliminary Plat File #:
Final Plat File #: Date:
Name:
Status and Vol/Pg: Pending Approval
If two plats, se
Status:
Zoning Information For Project or Subject Property (or Phase)
Zoning Type: A-0 (5.407 ac.) Existing or Proposed? Existing Case Code:
Case Date Status:
Zoning Type: Existing or Proposed? Case Code:
Case Date Status:
Stormwater Management Planning For Project or Subject Property (or Phase)
nning Conference(s) & Date(s):
Participants:
Preliminary Report Require Submittal Date eview Date
Review Comments Addressed? Yes No— In Wr" g? When?
Compliance With Preliminary Drainage R rt. efly describe (or attach documentation
explaining) any deviation(s) from provisions of P inary Drainage Report, if any.
STORMWATER DESIGN GUIDELINES Page of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 2 — Protect Administration
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.
Dept.
Contact:
Date:
Subject:
Coordina
With Other
Departments of
Jurisdiction
City (Bryan or
College Statio
Coordination With
mmarize need(s) & actions taken (include contacts & dates):
Non jurisdiction
City Needed?
Yes No X
Coordination with
Summarize need(s actions taken (include contacts ates):
Brazos County
Needed?
Yes No x
Coordination with
Summarize need(s) & actions take n de contacts & dates):
TxDOT Needed?
Yes No X
Coordination with
Summarize ne s) & actions taken (Include contacts & da
TAMUS Needed?
Yes No x
Permits For Project or Subject Property (or Phase)
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 ins aces below.
Entity
Permitted or
A roved 7
Status of Actions (include dates)
US Army Crops of
Engineers
Nox Yes
US Environmental
Protection Agency
No x Yes
Texas Commission on
A Stormwater Pollution Prevention Plan must be
Environmental Quality
implemented prior to the start of construction
No Yes x
according to TPDES General Permit No. TXR150000.
Brazos River
Authority
No x Yes
J
STORMWATER DESIGN GUIDELINES Page 5 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
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 (pasture, with trees and underbrush). Existing
impervious cover is approximately 0 sf.
Site
Redevelopment of one platted lot, or two or more adjoining platted lots.
Development
x Building on a single platted lot of undeveloped land.
Project
Building on two or more platted adjoining lots of undeveloped land.
(select all
applicable)
Building on a single lot, or adjoining lots, where proposed plat will not form
a new street (but may include ROW dedication to existing streets).
Other (explain):
Subdivision
Cons r eats and utilities to serve one or ots.
Development
Construction of street . s e or more proposed lots on
Project
la a by pending plats.
Site projects: building ute(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 project includes the addition of a single story 14,296 SF
Proposed
church building with associated paving and drainage facilities.
Project
Ex. I.C.= 0 sf (0%); Pr. I.C.= 93,300 sf (43%)
Is any work planned on land that is not platted
lain:
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
No x Yes
(Section II, Paragraph B1) or a tributary thereof?
Is any part of subject property In floodplain
x 48041CO200 C
No Yes Rate Map
area of a FEMA-regulated watercourse?
Encroachment(s)
into Floodplain
Encroac urpose(s): — Building site(s) Roa g(s)
areas planned?
Utility crossings) 12ther (ex
No x
Yes
areas not shown on Rate Maps, has work been done toward amending the F
approved Floo efine allowable encroachments in proposed are ain.
STORMWATER DESIGN GUIDELINES Page 6 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 3.2)
Hydrologic Attributes of Subject Property (or Phase)
Has an earlier hydrologic analysis been done for larger area including subject property?
ference the study (& date) here, and attach copy if not already in City files.
Yes
Is the stormwater nagement plan for the property in substantial con f ance with the
earlier study? Yes No If not, explain how it di s.
If subject property is not part of multi-pha ct, describe stormwater management
No
x
plan for the property in Part 4.
If property is part of multi -phase act, provide overvFeW of stormwater management plan
for Project Area here. In Pa describe how plan for subt t 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?
Detention will be required per study performed by McClure a Browne.
If the need for
How was determination made?
Type Detention
A hydrologic analysis shows that by increasing the peak runoff
must be evaluated:
for the site, stormwater will exceed the peak runoff of the
site to the outfall.
STORMWATER DESIGN GUIDELINES Page 7 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
L� Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 3 — Property Characteristics
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,
describesplits below. In Part 4 describe design concept for handlingthis.
Watershed or Basin
Larger acreage
Less e
Above -Project Areas(Section II, Paragraph B3-a)
Does Project Area (project or phase) receive runoff from upland areas? x No Yes
Size(s) of area(s) in acres: 1) 2) 3) 4)
Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable
concentrated section(s), small creek (non -regulatory), regulatory Watercourse or tributary);
1) overland Sheet
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=SO; Commercial and Business District=95;
Does storm runoff drain from public easements or ROW onto or across subject property?
X No Yes If yes, describe facilities in easement or ROW:
Are changes in runoff characteristics subject to change in future? Explain
There is no upland areas that runoff onto the project site.
Conveyance Pathways (Section ll, 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 ownership of
property(ies).
STORMWATER DESIGN GUIDELINES Page 8 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
I
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? pl
easements
_
instru If instrument(s), describe their provisio
exist for any
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
Facilities
Do any of these have hydrologic or hydraulic influence on proposed stormwater
design? X No Yes If yes, explain:
STORMWATER DESIGN GUIDELINES Page 9 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
Start (Page 4.1)
Stormwater Management Concept
Discharge(s) From Upland Area(s)
ff is to be received from upland areas, what design drainage features will be used t
accomm it and insure it is not blocked by future development? Describe fo area,
flow section, or i e point.
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 ad Exhibit # )
Scenario 2: Provide general de ription of how release(s) wil a managed to pre -development
conditions (detention, sheet flow, p ially concentrated, et .. (Attached Exhibit # )
Combination: If combination is pro sed, explain how harge will differ from pre -
development conditions at the pr erty line for each area (o oint) of release.
If Scenario 2, o ombination are to be used, has proposed design been coor ' ated with
owners) of r eiving property(ies)? No Yes Explain and pro e
documen ion.
STORMWATER DESIGN GUIDELINES Page 10 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 4.2)
Stormwater Management Concept (continued)
Within Protect Area Of Multi -Phase Project
gaining Basins or Watersheds and acres shifting:
Will project result
in shifting runoff
between Basins or
What design and mitigation is u pensate for Increased runoff
between
Watersheds?
from gaining basin or watersh
x No
Yes
How will runoff from Project
1. facility(ies) involving other developm acts.
Area be mitigated to pre-
2 Establishing a to s erall Project Area.
development conditions?
Select any or all of 1, 2,
3. On phas e) project basis Project Area.
and/or 3, and explain below.
ared facilit (type & location of facility; design drainage area served; relationship to size
Projec a): (Attached Exhibit # )
2. For Overall Protect Area (type & locatio a 'lki s): (Attached Exhibit # )
3. By i)hga@Tor site ro'ect: Describe planned mitigation measures for phases (or s in
su uent questions of this Part.
aquatic echosystems proposed? No Yes In which phase(s) or
proje ?
r
a
>_
Are other Best Manag nt Practices for reducing stormwat lutants proposed?
a-
No Yes Su rize type of BMP and ant of use:
N
C
0)
.N
O O
❑ Z
If design of any runoff-handli cilities deviate from p islons of B-CS Technical
a x
SpecificationsCl), check ty acility(ies) and explain in later q ions.
a�
Detention ants Conduit elements Cha I features
Sw Ditches Inlets Valley gutters _ Its
Culvert features Bridges Other
STORMWATER DESIGN GUIDELINES Page 11 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
I Continued (Page 4.3)
Stormwater Management Concept (continued)
Within Prolect Area Of Multi -Phase Project (continued)
Will Project Area include bridge(s) or culvert(s)? x No Yes Identify type and
general size and In which phase(s).
' /retention serves (will serve) overall Project Area, describe how it relates
phase or site p sical location, conveyance pathway(s), constru quence):
Within Or Serving Subject Property (Phase, or Site)
art of larger Project Area, is design in substantial conform i earlier analysis
and report for a? Yes No, then raze the difference(s):
Identify whether each of the types of drainage features listed below are included, extent
and general characteristics.
al shape?
Surfaces?
C.
a
y w
Steepest side s:
Usual front slopes:
ual back slopes:
)
w
m
Flow line slopes: least
Typical distance from travelway:
o
typical greatest
(Attached Exhibit # )
a o
h Z
v
x
Are longitudi ulvert ends in compliance with B-CS Standar ecifications?
s No, then explain:
rsections or otherwise, do valley gutters cross arterial or collector stre
c, (D
Yes If yes explain:
U O
t a)
NAre
valley gutters proposed to cross away from an intersection?
o
mZ
_ No _ Yes Explain: er of loco
d x
Q
STORMWATER DESIGN GUIDELINES Page 12 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 4.4)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
tter line slopes: Least Usual Greatest
Are i ets recessed on arterial and collector streets? Yes No If
identify here and why.
Will inlets captu 10-year design stormflow to prevent flooding of int ections (arterial
with arterial or coilor)? Yes No If no, explain ere and why not.
v
:3
Will inlet size and placemen revent exceeding allowabl ater spread for 10-year
4)
design storm throughout site (o hase)? Yes No If no, explain.
rn
Sao curves: Are inlets placed at low poin ? Yes No Are inlets and
g
conduit sized to prevent 100-year stormfl om ponding at greater than 24 inches?
L
Yes No Explain "no" swer
.3
m
a�
a�
N
2
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 ' e where and why.
Do desig for curb, gutter, and inlets comply with B-CS Technical Specific ns?
es No If not, describe difference(s) and attach justification.
any 12-inch laterals used? x No Yes Identify length(s) and wher
use .
yN
Pipe runs between tem
Typical Longest
r
access points (feet):
ro
junction boxes used at each nd? Ye x No If not, explain where
IAre
and why.
c 0
mZ
v
E x
y
Are downstream so ' at or below upstream soffits?
Leas cunt that hydraulic
y
Yes If not, explain where and why:
grade line elow gutter line
(system -wide):
STORMWATER DESIGN GUIDELINES Page 13 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 4.5)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Describe watercourse(s), or system(s) receiving system discharge(s) below
(include design discharge velocity, and angle between converging flow lines).
U
m
1) Watercourse (or system), velocity, and angle?
North Detention pond outfall to overland sheet flow V= < 6 fps
`o
a E
2) Watercourse (or system), velocity, and angle?
o
c
South Detention pond outfall to overland sheet flow V= < 6 fps
o
Nm
3) Watercourse (or system), velocity, and angle?
T
O
a a
E t
For each outfall above, what measures are taken to prevent erosion or scour of
Nreceiving
and all facilities at juncture?
m
1) Land slopes gradually to natural ground so no erosion occurs.
m
`m
a
a:
2) Concrete Embedded with 6" diameter river rock.
N
0
3)
Are swale(s) situated along property lines between properties? No x Yes
Number of instances: 2 For each instance answer the following questions.
Surface treatments (including low -flow flumes if any):
North American Green SC150 and Grass
N
N
� N
n }
Flow line slopes (minimum and maximum):
North Swale max FL: 0.84%; min FL: 0.75%.
X
South Swale max & min FL: 1.38%
0
0
Z
Outfall characteristics for each (velocity, convergent angle, & end treatment).
North Swale dissipates into north detention pond, max velocity 2.1 fps.
South Swale dissipates into south detention pond, max velocity 1.9 fps.
3
ti
a1
<`
Will 100-year design storm runoff be contained within easement(s) or platted drainage
ROW in all instances? x Yes No If "no" explain:
STORMWATER DESIGN GUIDELINES Page 14 of 26 APPENDIX. D: TECH. DESIGN SUMMAR)
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.6)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
side ditches used? No Yes If so, provide the followir
ai
Is 25-year tained with 6 inches of freeboard throughout ? i s —No
t
8
Are top of banks separa road shoulders 2 feet No
_Yes —
Are all ditch sections trapezoidal an eat deep? Yes No
m
—
y
For any "no" answers provide I s) and exp .
0
f0
0
K
conduit is beneath a swale, provide the following information (each instance).
In nce 1 Describe general location, approximate length:
a
Y
Is 100-yeEXdesign flow contained In conduit/swale combination? —Ye —No
If "no" expla' :
o I2CC
Space for 100-ye storm flow? ROW Easement W' th
Z c
Swale Surface ty , minimum
Conduit Type and size, minim and maximum
x a
and maximum slopes:
slopes, design storm:
c
0
y
N a
Inlets Describe how condo 's loaded (from streets/stor drains, inlets by type):
� c
m �
—
r
U
C
co
Access Describe how maintenance cess is p vided (to swale, into conduit):
o `0
E
d ,o
= c
Instance 2 Describe general location, ppro ' at length:
E
N N
� u1
m
Is 100-year design flow containe in condult/swale c bination? —Yes —No
m`
If "no" explain:
c o-
E m
L
o Space for 100-year storm w? ROW Easement Width
0
Swale Surface type, imum
Conduit Type and size, mi ' um and maximum
and maximum slope
slopes, design storm:
Inlets Describe ow conduit is loaded (from streets/storm drains, in s by type):
d
� o
3 --
U
Access ascribe how maintenance access is provided (to swale, into cond '
STORMWATER DESIGN GUIDELINES Page 15 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
B Effective February 2007 As Revised February 2009
L
SECTION IX
APPENDIX D — TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
I Continued (Page 4.7)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
"yes" provide the following information for each instance:
Ins ce 1 Describe general location, approximate length, surfacing:
c
E n.
�;
Is 100-year design w contained in swale? Yes No Is swale wholly
2
_ _
within drainage ROW No Explainswers:
_Yes
0
Access Describe how mainte nce access is provide
0
Z
a
cX
0
U
Instance 2 Describe general location, ap ximate length, surfacing:
a
m
n C
UI
'o E
r d
3 m
Is 100-year design flow cc inedin swale? _ Yes No Is swale wholly
U) a)
withindrainage ROW? Yes No Explain "no nswers:
_0
Cc
N O
W
Access Descr' how maintenance access is provided:
U
a
0.
Ins nce 3 4 etc. If swales are used in more than two instances, attach sheet
oviding all above information for each instance.
w" channels: Will any area(s) of concentrated flow be channelized (>eped
wide or straightened) or otherwise altered? _ No Yes If tly
shaped,s"Swales" in this Part. If creating side banks, provide informaow.
c
Will design rep i a natural channel? _ Yes No If "no" each instance
0 o
describe section sha & area, flow line slope (min. & max.), s ces, and 100-year
o w
design flow, and amount reeboard:
n
Instance 1:
c �
ro }
E
a)
o
Instance 2:
a
E 0
. Z
m
X
Instance 3:
ca
r
U
STORMWATER DESIGN GUIDELINES Page 16 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
L�
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.8)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
xistln channels small creeks : Are these used? No Yes
_
rovide the information below.
Wi small creeks and their floodplains remain undisturbed? Yes N How
_
man disturbance instances? Identify each planned location_
For each loc tion, describe length and general type of proposed impro ment
(including floo lain changes):
For each location, des ibe section shape & area, flow line sl a (min. & max.),
surfaces, and 100-year sign flow.
v
c
.o
Watercourses (and tributaries): ide from fri a changes, are Regulatory
o
Watercourses proposed to be altered _ o _ Yes Explain below.
d
Submit full report describing proposed c n s to Regulatory Watercoues. Address
rs
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
Eand
data. Is full report submitted? No If "no" explain:
c
c
UAll
Proposed Channel Work: or all proposed chan el work, provide information
requested in next three boxe .
If design is to replicate net al channel, identify location a length here, and describe
design in Special Design action of this Part of Report.
Will 100-year flo be contained with one foot of freeboard? Y No If
_
not, identify loc ion and explain:
Are R / easements sized to contain channel and required maintenance spa e?
es _ No If not, identify location(s) and explain:
STORMWATER DESIGN GUIDELINES Page 17 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
�_B
SECTION IX
APPENDIX D — TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
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.
h dry -type facilitiy:
Facility 1
Facility 2
erved & design volume + 10%
2.90
13,295 CF
1.13
8, 008 CF
olume: free flow & plugged
EDesign
12, 086 CF
15, 893 CF
7, 280 CF
9, 096 CF
discharge (10 yr & 25 yr)
13.7 cfs
17.5 cfs
4.1 cfs
4.8 cfs
crest at 100-yr WSE?
x yes _ no
t yes _ no
Berms 6 inches above plugged WSE?
_yes x no
_yes x no
Explain any "no" answers:
When facility 1 is plugged the WSE is 354.61 & berm is 355.00.
When facility 2 is plugged the WSE is 354.83 & berm is 355.25.
0
Both facilities have approximately 5" of freeboard, but since both
}
detention facilities have multiple outlets chances of all being plugged
minimal, so we believe 5" of freeboard is adequate.
xl
For each facility what is 25-yr design Q, and design of outlet structure?
Facility1:17.5 cfs, 2-6" and 4-8" PVC multi -stage outlet pipes.
Z
Facility2:4.8 cfs, 3-8,, PVC single stage outlet pipes.
Do outlets and spillways discharge into a public facility in easement or ROW?
Facility 1: —Yes t No Facility 2: Yes x No
If "no" All outlets and spillways are designed to return the
m
discharge to overland sheet flow.
0
0.
0
o-
For each, what is velocity of 25-yr design discharge at outlet? & at s illwa ?
N
Facility 1: 4.4 fps & 1.6 fps Facility 2: 4.4 fps & 2.8 fps
Are energy dissipation measures used? No x Yes Describe type and
m
b_
locatlon:Facility 1 leaves spillway and quickly returns to sheet flow.
0
Facility 2 leaves spillway and crosses concrete riprap with
c
embedded 6" river rocks before returning to sheet flow.
m
1v
a)
For each, is spillway surface treatment other than concrete? Yes or no, and describe:
Q
Facility1:Yes, North American Green P550 Turf Reinforcement.
Facility 2:Yes, North American Green P550 Turf Reinforcement.
For each, what measures are taken to prevent erosion or scour at receiving facility?
Facility 1:
Facility 2:
If berms are used give heights, slopes and surface treatments of sides.
Facility 1:355.00, 2.5', 4:1 slope outside, 4:1 slope inside, grass
Facility 2:355.25, 2.5', 4:1 slope outside, 4:1 slope inside, grass
STORMWATER DESIGN GUIDELINES Page 18 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 4.10)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Do structures comply with B-CS Specifications? Yes or no, and explain if "no":
Facility 1; Yes
N
N
ca u-
Facility 2: Yes
o :_
a
o
m
oFor
additional facilities provide all same information on a separate sheet.
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 x Yes If "yes", provide information in next two boxes.
Will 25-yr. flow pass without flowing over driveway in all cases? Yes —No
Without causing flowing or standing water on public roadway? Yes _ No
Designs & materials comply with B-CS Technical Specifications? Yes _ No
Explain any "no" answers:
Driveway to site has been recently installed during the TXDOT Wellborn
Rd. widening project and culvert meets all TXDOT specifications. The
Culvert serves the existing driveway and is used as a point of study
vi
for drainage calculations, where the flow is reduced below pre
m
development flow.
oAre
culverts parallel to public roadway alignment? x Yes No Explain:
U �
tQ
ax
21
eeks at Private Drives: Do private driveways, drives, or streets cross drainage
m
way at serve Above -Project areas or are in public easements/ ROW?
Nz
N Yes If "yes" provide information below.
How many insta s? Describe location and provide information below.
Location 1:
U
B
Location 2:
Location 3:
For each location enter v for:
2
3
Design year passing with oping travelway?
Water depth onirarelway at 25-year flow?
Water on travelway at 100-year flow?
Ter -more instances describe location and same information on separate sheet.
STORMWATER DESIGN GUIDELINES Page 19 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
iI Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D — TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Desiqn Parameters
Continued (Page 4.11)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
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
deal (s). Is report provided? Yes _ No If "no", explain:
Arterial or Malor Collector Streets: Will culverts serve these types of r dways?
r
No Yes How many instances? For each id tify the
d
location and pro 'de the information below.
d m
Instance 1:
>- o_
N
Instance 2:
o
Instance 3:
c
0
o 'ca
Yes or No for the 100-year esign flow:
1
2
3
z
E
`o
Headwater WSE 1 foot below west curb top?
x
c
4)
Spread of headwater within RO or easement?
C1.
°
Is velocity limited per conditions (Ta a C-11)?
"no"
N c
Explain any answer(s):
0 0
U .-
T N
N U
3 0
v
d
o a
Minor Collector or Local Streets: VAllculve serve these types of streets?
No Yes How m y instances? for each identify the
o
location and provide the informati below:
o. n
Instance 1:
wInstance
2:
0 m
o
N
Instance 3:
For each instance ent value, or "yes" / "no" for:
1
2
3
Design yr. headwat WSE 1 ft. below curb top?
Q 52
100-yr. max. dep at street crown 2 feet or less?
Product of veto ity (fps) & depth at crown (ft) = ?
w
Is velocity li ited per conditions (Table C-11)?
Limit of d n stream analysis (feet)?
Explain ny "no" answers:
STORMWATER DESIGN GUIDELINES Page 20 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 4.12)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
II Pronosed 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 NoZ-
locations) and intersect angle(s), and justify the design(s):
Doesidenti
drainag way alignment change within or near limits of culvert and urfaced
approaches the to? No _ Yes If "yes" identify location(s) ascribe
change(s), and ju if !cation:
Are flumes or conduit to d charge into culvert barrel(s)? No _Yes If yes,
identify location(s) and prov a justification:
Are flumes or conduit to discharge to or near su ced approaches to culvert ends?
No Yes If "yes" identif location(s describe outfall design treatment(s):
c
oC
U
2
0)
>
Is scour/erosion protection provided to nsure I g term stability of culvert structural
U
components, and surfacing at culve ends? Yes _ No If "no" Identify
locations and provide justification(
Will 100-yr flow and sere of backwater be fully contained street ROW, and/or
drainage easements/ R ? _ Yes _ No if not, wh ot?
Do appreciable draulic effects of any culvert extend downstream o pstream to
neighboring la (s) not encompassed in subject property? No Yes If
"yes" describ location(s) and mitigation measures:
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.
STORMWATER DESIGN GUIDELINES Page 21 of 26 APPENDIX. D: TECH. DESIGN SUMMAR`
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concept and Design Parameters
Continued (Page 4.13)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
bridge included in plans for subject property project? No Yes
If "ye " rovide the following information.
Name(s) functional classification of the roadway(s)?
What drainage way(s) is to be sed?
N
UI
0I
m
A full report supporting al pects of the proposed bridge(s tructural, geotechnical,
hydrologic, and hydrAKc factors) must accompany this summa port. Is the report
provided? as _ No If "no" explain:
:!
Is a Stormwater
Provide a general description of planned techniques:
2_1
Pollution Prevention
Silt fence and inlet filtration will serve as the
Plan(SW3P)
main protection against stormwater pollution. The
estabCi shed for
project construction?
project
Contractor shall use any other means necessary
throughout construction.
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.
full report about the proposed special design(s) Including rationale for use and
expected a 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:
STORMWATER DESIGN GUIDELINES Page 22 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 4.14)
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)
able below briefly identify specific element, justification for deviation(s).
cific Detail Element
Justification for Deviation (attach additional sheets if ded)
1)
2)
3) IN
4)
5)
Have elements been coordin with the City Engineer or her designee? For each item
above provide "yes" or "no", action date, and staff name:
1)
2)
3)
4)
5
Design Parameters
Hydrology
Is a map(s) showing all Design Drainage Areas provided? X Yes No
ummarize the range of applications made of the Rational Formula:
What is the size cation of largest Design Drainage Area to which ional Formula
has b pplied? acres Location (or identifier):
STORMWATER DESIGN GUIDELINES Page 23 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
o Effective February 2007 As Revised February 2009
I_ J
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"
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 Y
Storm system for arterial and collector streets
Storm drain sy for local streets
Open channels
Swale/buried conduit combing 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 servin vate drives or streets
Culverts ing public roadways
jp�ges: provide in bridge report.
Hydraulics
What is the range of design flow velocities as outlined below?
Design flow velocities;
Gutters
Conduit
Culverts
Swales
Channels
Highest (feet per second)
2.06
Lowest (feet per second)
1.90
Streets and Storm Drain Systems Provide the summary information outlined below:
Roughness coefficients used: For street gutters: 0 . 013
For conduit type(s) PVC 0.013 Coefficients:
STORMWATER DESIGN GUIDELINES Page 24 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 4.16)
Design Parameters (continued)
draulics (continued)
S at and Storm Drain Systems (continued)
For the (lowing, are assumptions other than allowable per Guidelines?
Inlet coeffic ts? —No —Yes Head and friction losses _ N _ Yes
Explain any "ye nswer:
In conduit is velocity generally' creased in the downstream � action? _Yes —No
Are elevation drops provided at in] manholes, and ju ion boxes? —Yes _ No
Explain any "no" answers:
Are hydraulic grade lines calculated a shown for de ' n storm? _ Yes No
For 100-year flow conditions? Yes _ No E in any "no" answers:
What tailwater condi ' ns were assumed at outfall point(s) of the storm in system? Identify
each location an xplain:
N/A
n Channels If a HEC analysis is utilized, does It follow Sec VI.F.5.a? _ Yes _Ye
Outside straight sections, is flow regime within limits of sub -critical flow? Ye No
If "no" list to ions and explain:
Culverts If plan sheets do t provide the following for each c rt, describe it here.
For each design discharge, will op tion be outlet (barrel ntrol or inlet control?
Entrance, friction and exit losse
Brid Provide all in bridge report
J
STORMWATER DESIGN GUIDELINES Page 25 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 4.17)
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
Hydraflow Hydrographs Extensions and Launch Express for AutoCAD 2012
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 III, Paragraph C3.
Part 6 — Conclusions and Attestation
Conclusions
Add any concluding information here:
The Brazos Valley Church of Christ 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.
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 proposed drainage
improvements have been issu7orfallnder applicable ��gene_ra�l�Cmits."
A" . - - - , , , *A
F if *.4iofZ
�••••��•�•••
1consed Professional Engines ���•
J. DALE BROWNE, J;R¢.
q
State of Texas PE No. / 49 ,NiA. 10 o1�C�o.arj�
STORMWATER DESIGN GUIDELINES Page 26 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
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