HomeMy WebLinkAboutDrainage ReportDRAINAGE REPORT
FOR
INDIAN LAKES SUBDIVISION
PHASE 12
Febuary, 2013
PREPARED FOR:
SMILING MALLARD DEVELOPMENT, LTD.
3608 EAST 29" STREET
BRYAN, TEXAS 77802
979-260-7000
MBESI No. 10620037
pmMcCLURE &c BROWNE ENGINEERING/SURVEYING, INC.
1008 Woodcreek Dr. Suite 103 College Station, 7x. 77845 (97s) a93-383a
1314 10tb Streat Sufta gap - Hwfsvnia, Tx_ pyaz Engineer Reg. N0_ F158
o - �sse� zs4 a>ys Survey Reg. No. 101033-00
Indian Lakes Subdivision, Phase 12
Stormwater Management Technical Design Summary Report
MBESI No. 10620037
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: Smiling Mallard Development, Ltd.
3608 East 29' Street
Bryan, Texas 77802
Section 2 — General Information and Project Location
This development is the 12" phase of a 15 phase subdivision. Phase 12 consists of 11 lots. The phase
is located in the Indian Lakes Village which is down Arrington Rd approximately 2 miles from the
Arrington Rd. William D. Fitch Pkwy intersection. Phase 12 lies in the southeast portion of the
subdivision at the intersection of Indian Lakes Dr and Matoska Ridge. The entire subdivision has been
analyzed in the initial drainage report submitted in September, 2000. The development is entirely
located within the city limits of College Station.
The project site is in the Peach Creek watershed. According to the Flood Insurance Rate Maps for
Brazos County, Texas and incorporated area, Map Number 48041CO350E effective May 16, 2012; no
portion of this property is located in a 100-year flood hazard area.
Culvert pipe and ditch sizing calculations are shown with this submittal.
The culverts and ditches peak runoffs were found using the Rational Method. A runoff coefficient (c) of
0.50 was used for residential areas since all the lots have an area greater than I acre. The ditches along
the proposed roadways are uniform throughout the project. The ditch profiles along Matoska Ridge and
Kiowa Drive were determine using the largest ditch drainage area found for Phase XII. The culverts and
ditches were analyzed using Hydraflow Express Extension for AutoCAD Civil 3D 2012 which utilizes
Manning's Equation for the analysis.
Section 3 —Reference
Exhibit A Vicinity Map
Exhibit B Excerpt from FEMA FIRM & BCS Watershed Map
Exhibit C Culvert Pipe & Ditch Calculations
Exhibit D Drainage Area Map
Exhibit E Technical Design Summary
Drainage Report 1
Indian Lakes, Phase 12
EXHIBITS
Drainage Report
Indian Lakes, Phase 12
EXHIBIT A
Vicinity Map
Drainage Report
Indian Lakes, Phase 12
Vicinity Map
EXHIBIT "A"
VICINITY MAP
/ND/AN L49ES PHASE X//
COLLEGE STATION, HRAZOS COUNJY, TEXAS
EXHIBIT B
FEMA FIRM Map &
BCS Watershed Map
Drainage Report
Indian Lakes, Phase 12
ET NANTNK
1p C`„e
DRIVE
P�
Ge
PPN�
10180000 FT
Peach Creek South
Tributary 14
( ' Tributary 7.5 I
Peach CrF,
+ my y + Tributa
c
o`n Peach Creek South
Tributary 73
Peach Creek South
Tributary 14.1 Peach Creek South
Tributary 7.2 ZONE
A
10175000 FT o= R�o
P .yi a Peach Creek South
ZONE A Tributary 8.2 i -
Peaeh Creed South ZONE A R ZI
Tributary 11 ,
Peach Creek Soot $ - S50„tG
Tributary 12 South
1 L6 'F'eL Crev -
10170000 FT --- k
Peagi ;
30" 30' 00"
96" 15' 00"
Peach Creek South 765"'E 766nnn'"E y67a
Peach Creek South Peach Creek South
Tributary 10 Panther Branch Tributary 9
MAP SCALE 1"= 2000'
0 2000 4000
FEET
METER
M
PANEL 0350E
FIRM
D
FLOOD INSURANCE RATE MAP
BRAZOSCOUNTY,
®
TEXAS
R
AND INCORPORATED AREAS
PANEL 350 OF 475
(SEE MAP INDEX FOR FIRM PANEL IAYO V
CMUUNcomuNI
Nomete Use%: me Map el mb shown beRM,
Im ulm be mmJ then place, mapoe the
laborS
unxy um c hwm aeo%Na oe
-I a Irm nc mppl.ep.- ., me sums.
"m
<
u n ry
®�
MAP NUMBER
46041C0350E
F MAP REVISED
aelt MAY 16,2012
Felenl C- m ene, Mm.,emeut Ageuey
,nap aoe
subaN. to
.
n ap'a N Nation%
m Map store at %
- SECTION IX
APPENDIX B — REGION'S WATERSHEDS
14.WO 7,000 0 14.000 Feet m:
�pr '"may
i
Y _
WATERSHED BASIII NAME
f t
1 ALUMCREEK " -
2 BEE CREEK3 FIRM CREEK
4 BRUSHY CREEK Y
5 BURTOIJ CREEK
7 COTTONWOO B
_ 7 COTTONWOOD BRAIICH [
8 I CREEK LICK CREEK
9 LICK CREEK
11 LITRE MCKSOH CREEK
11 PEACHCREEK
12 SPRIIIOCREEK
_ 14 STE STILL CREEK W BRp11CH
1T THOWSEEK ". +
15 THOWSOHS BRANCH l `
18 TURKEYCREEK CREEK
1T TURKEY CREEK
18 WHITES CREEK y�
1H WICK5011 CREEK
1"
21 WOLF PER CREEK
Figure B-1: Watersheds of Bryan / College Station Region
STORMWATER DESIGN GUIDELINES Page 4 of 24 APPENDIX B: REGION'S WATERSHEDS
Effective February 2007 As Revised August2012
SECTION IX
APPENDIX B — REGION'S WATERSHEDS
'�- 0 4060 8,100 16,200
Figure B-12: Peach Creek Watershed Area
STORMWATER DESIGN GUIDELINES Page 15 of 24 APPENDIX S: REGION'S WATERSHEDS
Effective February 2007 As Revised August 2012
EXHIBIT C
Culvert Pipe & Ditch Calculations
Drainage Report
Indian Lakes, Phase 12
EXHIBIT C-1
Rational Formula Drainage Area Calculations
Indian Lakes Ph. XII
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fi
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19J
8.6
22.1
99.6
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1.19
348.0
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312.0
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5.33
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11.6
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Drainage CalculaGonsnls
Culvert Report
rlyaratlaw Express Extension for AUtoCAD® Civil 3D®2012 by Autodesk, Inc.
SD-1 Culvert - 25
year
Invert Elev Dn (ft)
= 261.04
Calculations
Pipe Length (ft)
= 44.50
Qmin (cfs)
Slope (%)
= 0.49
Qmax (cfs)
Invert Elev Up (ft)
= 261.26
Tailwater Elev (ft)
Rise (in)
= 18.0
Shape
Span (in)
= Circular
= 18.0
Highlighted
No. Barrels
= 1
Qtotal (cfs)
n-Value
= 0.013
cfs)
(cfs)
Qpipe p (cfs)
Culvert Type
Culvert Entrance
= Circular Concrete
= Square edge w/headwall (C)
Veloc Dn (ft/s)
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
Veloc Up (ft/s)
HGL Dn (ft)
Embankment
HGL Up (ft)
Hw Elev (ft)
Top Elevation (ft)
= 263.78
Hw/D (ft)
Top Width (ft)
= 20.00
Flow Regime
Crest Width (ft)
= 20.00
Elea (ft)
26300
263.50
26300
262 M
26100
26150
261.p0
26050
SDA Culvert - 25 year
Ulr6umrurvm - HGL - Embark
Wednesday, Feb 20 2013
= 1.40
= 1.40
= (dc+D)/2
= 1.40
= 1.40
= 0.00
= 1.16
= 3.21
= 262.01
= 261.70
= 261.87
= 0.40
= Inlet Control
Hw ❑errh (R)
274
224
174
124
0.74
014
-28
-0.76
K..MM1 H)
Culvert Report
Hydraflaw Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
Wednesday, Feb 20 2013
SD-1 Culvert - 100 year
Invert Elev Dn (ft)
= 261.04
Calculations
Pipe Length (ft)
= 44.50
Qmin (cfs)
= 1.70
Slope (%)
= 0.49
Qmax (cfs)
= 1.70
Invert Elev Up (ft)
= 261.26
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 18.0
Shape
= Circular
Highlighted
Span (in)
No. Barrels
= 18.0
= 1
Qtotal (cfs)
= 1.70
n-Value
= 0.013
Qpipe (cfs)
Qovertop (cfs)
= 1.70
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 1.37
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 3.39
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 262.03
HGL Up (ft)
= 261.75
Embankment
Hw Elev (ft)
= 261.93
Top Elevation (ft)
= 263.78
Hw/D (ft)
= 0.45
Top Width (ft)
= 20.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 20.00
t`.nD
2"M
MM
26300
262.50
2UDD
aim
261M
280M
SD-1 Culvert -100 year
- crmlarGulvert - MOL - EnOnflk
Hw Depth (a)
2.74
224
174
124
0.74
024
-026
J 76
Reach (0)
Culvert Report
Hydraflow Express Extension for AUtoCAD® Civil 3D® 2012 by Autodesk, Inc.
— SD-2 Culvert - 25 yr
Invert Elev Dn (ft) =
246.97
Calculations
— Pipe Length (ft) =
40.00
Qmin (cfs)
Slope (%) =
2.22
Qmax (cfs)
Invert Elev Up (ft) =
247.86
Tailwater Elev (ft)
Rise (in) =
24.0
Shape =
Circular
Highlighted
Span (in) =
24.0
Qtotal (cfs)
No. Barrels =
1
Qpipe (cfs)
n-Value =
0.013
Qovertop (cfs)
Culvert Type =
Circular Concrete
Veloc Dn (ft/s)
Culvert Entrance =
Square edge w/headwall (C)
Veloc Up (ft/s)
Coeff. K,M,c,Y,k =
0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
HGL Up (ft)
Embankment
Hw Elev (ft)
Top Elevation (ft) =
250.70
Hw/D (ft)
Top Width (ft) =
24.00
Flow Regime
Crest Width (ft) =
24.00
Eln (R) SD-2 Culvert-25 yr
Wednesday, Feb 20 2013
= 14.20
= 14.20
= (dc+D)/2
= 14.20
= 14.20
= 0.00
= 5.05
= 6.26
= 248.65
= 249.22
= 250.00
= 1.07
= Inlet Control
rw De cfl1
MOO
249.G0
24Hw
247.00
Z48.00
t45D0
0
5 10
15 20 25
30 35 40
is cn
cc
GbmwercL&er - HGL - Embnnk
-2.&5
a]
Reach 1fll
Culvert Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
SD-2 Culvert -100 yr
Invert Elev Dn (ft) =
246.97
Calculations
Pipe Length (ft) =
40.00
Qmin (cfs)
Slope (%) =
2.22
Qmax (cfs)
Invert Elev Up (ft) =
247.86
Tailwater Elev (ft)
Rise (in) =
24.0
Shape =
Circular
Highlighted
Span (in) =
24.0
Qtotal (cfs)
No. Barrels =
1
Qpipe (cfs)
n-Value =
0.013
Qovertop (cfs)
Culvert Type =
Circular Concrete
Veloc Dn (ft/s)
Culvert Entrance =
Square edge w/headwall (C)
Veloc Up (ft/s)
Coeff. K,M,c,Y,k =
0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
HGL Up (ft)
Embankment
Hw Elev (ft)
Top Elevation (ft) =
250.70
Hw/D (ft)
Top Width (ft) =
24.00
Flow Regime
Crest Width (ft) =
24.00
El. (n) $D-2 Culvert -100 yr
Wednesday, Feb 20 2013
= 16.80
= 16.80
= (dc+D)/2
= 16.80
= 16.80
= 0.00
= 5.79
= 6.76
= 248.71
= 249.34
= 250.32
= 1.23
= Inlet Control
ft De u%(0)
2W.Ob
24s.00
246.00
247.00
246.00
-
145.fl0
0 5 10
15 M 25 w 25 q0 45 50
55
60
�rzwim wuaal - ML - E01bMk
314
214
1.14
014
-086
-1.06
-280
Ruch V
Culvert Report
Hydreflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
Wednesday, Feb 20 2013
SD-3 Culvert - 25 yr
Invert Elev Dn (ft) =
240.04
Calculations
Pipe Length (ft) =
63.80
Qmin (cfs)
= 25.30
Slope (%) =
1.03
Qmax (cfs)
= 25.30
Invert Elev Up (ft) =
240.70
Tailwater Elev (ft)
= (dc+D)/2
Rise (in) =
24.0
Shape =
Circular
Highlighted
Span (in) =
24.0
Qtotal (cfs)
= 25.30
No. Barrels =
1
Qpipe (cfs)
= 25.30
n-Value =
0.013
Qovertop (cfs)
= 0.00
Culvert Type =
Circular Concrete
Veloc Dn (ft/s)
= 8.25
Culvert Entrance =
Square edge w/headwall (C)
Veloc Up (ft/s)
= 8.05
Coeff. K,M,c,Y,k =
0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 241.92
HGL Up (ft)
= 242.72
Embankment
Hw Elev (ft)
= 244.61
Top Elevation (ft) =
249.90
Hw/D (ft)
= 1.96
Top Width (ft) =
24.00
Flow Regime
= Inlet Control
Crest Width (ft) =
24.00
a. (h)
253.00
246.00
249.00
2"=
24200
240 00
236m
24 in Culvert - 25 yr
QFMIWGuhM MGL Embank
Hw Depth (R)
9M
7.30
530
3.30
1.30
-070
4.70
Ree M),
Culvert Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
Wednesday, Feb 20 2013
SD-3 Culvert -100 yr
Invert Elev Dn (ft) =
240.04
Calculations
Pipe Length (ft) =
63.80
Qmin (cfs)
= 29.90
Slope (%) =
1.03
Qmax (cfs)
= 29.90
Invert Elev Up (ft) =
240.70
Tailwater Elev (ft)
= (dc+D)/2
_ Rise (in) =
24.0
Shape =
Circular
Highlighted
Span (in) =
24.0
Qtotal (cfs)
= 29.90
No. Barrels =
1
Qpipe (cfs)
= 29.90
n-Value =
0.013
Qovertop (cfs)
= 0.00
Culvert Type =
Circular Concrete
Veloc Dn (ft/s)
= 9.62
Culvert Entrance =
Square edge w/headwall (C)
Veloc Up (ft/s)
= 9.52
Coeff. K,M,c,Y,k =
0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 241.97
HGL Up (ft)
= 243.05
Embankment
Hw Elev (ft)
= 245.63
Top Elevation (ft) =
249.90
Hw/D (ft)
= 2.47
Top Width (ft) =
24.00
Flow Regime
= Inlet Control
Crest Width (ft) =
24.00
E1" (rtJ SD-3 Culvert -100 yr Hw 0epah {ft,
2S000
24800
2450�
2M W
24100
01
240.00
239M
0 5 10 15 20
25 M 35 db 45 Sff 45 50 55
in 1c xn
Glr[ular GWvert - HGL - Embank
-2.70
BS
P.eath tflf
Channel Report
HydraFlow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
Control Ditch 25-yr
Triangular
Side Slopes (z:1)
= 4.00, 4.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 249.00
Slope (%)
= 1.00
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 11.70
Elev (ft)
zsz.aa
251.50
251.00
250.50
250.00
249.50
249.00
248.50
Section
Wednesday, Feb 20 2013
Highlighted
Depth (ft)
= 0.99
Q (cfs)
= 11.70
Area (sqft)
= 3.92
Velocity (ft/s)
= 2.98
Wetted Perim (ft)
= 8.16
Crit Depth, Yc (ft)
= 0.89
Top Width (ft)
= 7.92
EGL (ft)
= 1.13
Depth (ft)
3.00
2.50
2.00
1.50
1.00
- _ 0,50
0.00
_0.50
0 2 4 6 8 10 12 14 16 18 20
Reach (ft)
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
Control Ditch 100-yr
Triangular
Side Slopes (z:1) =
4.00, 4.00
Total Depth (ft) =
2.00
Invert Elev (ft) =
249.00
Slope (%) =
0.85
N-Value =
0.030
Calculations
Compute by: Known Q
Known Q (cfs) =
13.80
Elev (ft)
252.00
251.50
251.00
250.50
250.00
249.50
-- 249.00
248.50
Section
Wednesday, Feb 202013
Highlighted
Depth (ft)
= 1.08
Q (cfs)
= 13.80
Area (sqft)
= 4.67
Velocity (ft/s)
= 2.96
Wetted Perim (ft)
= 8.91
Crit Depth, Yc (ft)
= 0.95
Top Width (ft)
= 8.64
EGL (ft)
= 1.22
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
0.00
-0.50
0 2 4 6 8 10 12 14 16 18 20
Reach (ft)
EXHIBIT D
Drainage Area Map
Drainage Report
Indian Lakes, Phase 12
EXHIBIT E
Technical Design Summary
Drainage Report
hidian Lakes, Phase 12
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.
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.
3. The location of the project should be described. This should identify the Named
Regulatory Watershed(s) in which it is located, how the entire project area is
situated therein, whether the property straddles a watershed or basin divide, the
approximate acreage in each basin, and whether its position in the Watershed
dictates use of detention design. The approximate proportion of the property in the
city limits and within the 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.
4. The hydrologic characteristics of the property are to be described in broad terms:
existing land cover; how and where stormwater drains to and from neighboring
properties; ponds or wetland areas that tend to detain or store stormwater; existing
creeks, channels, and swales crossing or serving the property; all existing drainage
easements (or ROW) on the property, or on neighboring properties if they service
runoff to or from the property.
5. The general plan for managing stormwater in the entire project area must be
outlined to include the approximate size, and extent of use, of any of the following
features: storm drains coupled with streets; detention / 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.
6. Coordination and permitting of stormwater matters must be addressed. This is to
include any specialized coordination that has occurred or is planned with other
entities (local, state, or federal). This may include agencies such as Brazos County
government, the Brazos River Authority, the Texas A&M University System, the
Texas Department of Transportation, the Texas Commission for Environmental
Quality, the US Army Corps of Engineers, the US Environmental Protection Agency,
et al. Mention must be made of any permits, agreements, or understandings that
pertain to the project.
7. Reference is to be made to the full drainage report (or the Technical Design
Summary Report) which the executive summary represents. The principal
elements of the main report (and its length), including any maps, drawings or
construction documents, should be itemized. An example statement might be:
"One -page drainage report dated , one set of
construction drawings L_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:
(979)693-3836
Lead Engineer's Name and Contact Info.(phone, e-mail, fax):
Other:
Seffery L. Robertson, P.E.
Cullen L. Harper, E.I.T.
Supporting Engineering / Consulting Firm($):
Other contacts:
Developer / Owner / Applicant Information
Developer / Applicant Name and Address:
Phone and e-mail:
Smiling Mallard Development, Ltd.
(979) 846-4384
3608 East 29th Street
Bryan, Texas 77802
Property Owner(s) if not Developer / Applicant (& address):
Phone and e-mail:
Project Identification
Development Name: Indian Lakes, Phase 12
Is subject property a site project, a single-phase subdivision, or part of a multi -phase subdivision?
Multi -phase Subdivision If multi -phase, subject property is phase 12 of 15
Legal description of subject property (phase) or Project Area:
(see Section Il, Paragraph B-3a)
Indian Lakes, Phase 12(18.48 Ac.)
If subject property (phase) is second or later phase of a project, describe general status of all
earlier phases. For most recent earlier phase Include submittal and review dates.
The project is the 12th phase of a 15 phase subdivision. At this time the first phase has
been built. Phase 1 was submitted in September, 2000 and consisted of 58 lots. The most
recent phase submitted was Ph. 15.
General Location of Project Area, or subject property (phase):
Project site is located approximately 600 feet to the north of the intersection of
Indian Lakes Drive and Matoska Ridge in College Station, Texas.
In City Limits?
Extraterritorial Jurisdiction (acreage):
Bryan: acres.
Bryan: College Station:
College Station: 18.48 acres.
Acreage Outside ETJ:
STORMWATER DESIGN GUIDELINES Page 3 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
Continued (page 2.2)
Project Identification (continued)
Roadways abutting or within Project Area or
subject property:
Indian Lakes Drive
Abutting tracts, platted land, or built
developments:
Indian Lakes, Phase 10
Named Regulatory Watercourse(s) & Watershed(s):
Phase 12 is located in the Peach Creek Watershed.
TributaryBasin(s):
The nearest tributary is Peach Creek S.
Tributary 7.2 (See FEMA Map 48041C0350E).
Plat Information For Project or Subject Property (or Phase)
Preliminary Plat File #:
Name: Pending Approval
Final Plat File #: Date:
Status and Vol/Pg: Pending Approval
If two plats, second name: File #:
Status: Date:
Zoning Information For Project or Subject Property (or Phase)
Zoning Type: PD-x (22a. sa at. )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)
Planning Conference(s) & Date(s):
Participants:
Preliminary Report Required? Submittal Date Review Date
Review Comments Addressed? Yes _ No _ In Writing? When?
Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation
explaining) any deviation(s) from provisions of Preliminary Drainage Report, if any.
STORMWATER DESIGN GUIDELINES Page 4 of26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D — TECHNICAL DESIGN SUMMARY
Part 2 — Project 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.
Coordination
—Dept.
Contact:
Date:
Subject:
With Other
Departments of
Jurisdiction
City (Bryan or
College Station)
Coordination With
Summarize need(s) & actions taken (include contacts & dates):
Non jurisdiction
City Needed?
Yes No X
Coordination with
Summarize need(s) & actions taken (include contacts & dates):
Brazos County
Needed?
Yes No X
Coordination with
Summarize need(s) & actions taken (include contacts & dates):
TxDOT Needed?
Yes No X
Coordination with
Summarize need(s) & actions taken (include contacts & dates):
TAMUS Needed?
Yes No X
Permits For Project or Subject Property (or Phase)
As to stormwater management, are 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
Approved ?
Status of Actions (include dates)
US Army Crops of
Engineers
No X 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 TMES General Permit No. TXR150000.
Brazos River
Authority
No x Yes
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 (Dense tree cover). Existing impervious cover is
approximately 0 sf.
Site
— Redevelopment of one platted lot, or two or more adjoining Platted lots.
Development
— Building on a single platted lot of undeveloped land.
Project
Building on two or more Platted adjoining lots of undeveloped land.
(select all
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
x Construction of streets and utilities to serve one or more platted lots.
Development
Construction of streets and utilities to serve one or more proposed lots on
Project
lands represented by pending plats.
Site proiects: building use(s), approximate floor space, impervious cover ratio.
Describe
Subdivisions: number of lots by general type of use, linear feet of streets and
Nature and
drainage easements or ROW.
Size of
This phase of the subdivision includes 11 lots. The development
Proposed
consists of approximately 1400 LF of streets with 16' PUE on each
Project
side of the streets ROW.
Ex. I.C.=O sf (0%); Pr. I.C.= 104,000 sf (13%)
Is any work planned on land that is not platted
If yes, explain:
or on land for which platting is not pending
x No Yes
FEMA Floodplains
Is any part of subject property abutting a Named Regulatory Watercourse
x
(Section II, Paragraph B1) or a tributary thereof?
No Yes
Is any part of subject property in floodplain
No x Yes Rate Ma 4804IC03SOR
p
area of a FEMA-regulated watercourse?
Encroachment(s)
into Floodplain
Encroachment purpose(s): — Building site(s) — Road crossing(s)
areas planned?
_ Utility crossing(s) Other (explain):
No x
Yes
If floodplain areas not shown on Rate Maps, has work been done toward amending the FEMA-
approved Flood Study to define allowable encroachments in proposed areas? Explain.
STORMWATER DESIGN GUIDELINES 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 — Propertv 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?
Yes
Reference the study (& date) here, and attach copy if not already in City files.
x
Indian Lakes Subdivision; September, 2000
Is the stormwater management plan for the property in substantial conformance with the
earlier study? Yes x No If not, explain how it differs.
No
If subject property is not part of multi -phase project, describe stormwater management
plan for the property in Part 4.
If property is part of multi -phase project, provide overview of stormwater management plan
for Project Area here. In Part 4 describe how plan for subject property will comply
therewith.
Do existing topographic features on subject property store or detain runoff? x No Yes
_
Describe them (include approximate size, volume, outfall, model, etc).
Any known drainage or flooding problems in areas near subject property? x No Yes
Identify:
Based on location of study property in a watershed, is Type 1 Detention (flood control) needed?
(see Table B-1 in Appendix B)
Detention is required. X Need must be evaluated. _ Detention not required.
What decision has been reached? By whom?
Detention study Performed by McClure & Browne during Phase 1.
If the need for
How was determination made?
Type Detention
must be evaluated:
Detention was required and is provided for the entire
Indian Lakes Subdivision. However, Phases 12 does not require
any additional detention.
STORMWATER DESIGN GUIDELINES Page 7 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 3 — Property Characteristics
Continued (Page 3.3)
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 desi n conce t for handlin this.
Watershed or Basin
Lar er acreage
Lesser acreage
Above -Project Areas(Section II, Paragraph B3-a)
Does Project Area (project or phase) receive runoff from upland areas? _ No X Yes
Size(s) ofarea(s) in acres: 1) 2-7 F'c- 2) 3) 4)
Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable
concentrated section(s), small creek (non -regulatory), regulatory Watercourse or tributary);
Phase 12 receives overland sheet from the east from the existing gas line
easement and from Ph. 10.
Flow determination: Outline hydrologic methods and assumptions:
The Rational Method was used for flow calculations and the post development
land was treated as large acre residential tracts.
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
No upstream land is already developed.
Conveyance Pathways (Section II, Paragraph C2)
Must runoff from study property drain across lower properties before reaching a Regulatory
Watercourse or tributary? No X Yes
Describe length and characteristics of each conveyance pathway(s). Include ownership of
property(ies).
Runoff from Ph. 12 will leave the phase and travel approx. 350' through a well
defined channel before reaching the tributary. The property is a future phase
of the Indian Lakes Subdivision.
STORMWATER DESIGN GUIDELINES Page 8 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 3 — Property Characteristics
Continued (Page 3.4)
Hydrologic Attributes of Subject Property (or Phase) (continued)
Conveyance Pathways (continued)
Do drainage
If yes, for what part of length? % Created by? or
easements
_plat,
instrument. If instrument(s), describe their provisions.
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 M
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)
If runoff is to be received from upland areas, what design drainage features will be used to
accommodate it and insure it is not blocked by future development? Describe for each area,
flow section, or discharge point.
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
Per Guidelines reference above, how will
runoff be discharged to neighboring
— Establishing Easements (Scenario 1)
property(ies)?
Pre -development mas Release Scenario 2 )
_ Combination of the two Scenarios
Scenario 1: If easements are proposed, describe where needed, and provide status of actions
on each. (Attached Exhibit
Scenario 2: Provide general description of how release(s) will be managed to pre -development
conditions (detention, sheet flow, partially concentrated, etc.). (Attached Exhibit #_)
Combination: If combination is proposed, explain how discharge will differ from pre -
development conditions at the property line for each area (or point) of release.
If Scenario 2, or Combination are to be used, has proposed design been coordinated with
owner(s) of receiving property(ies)? No Yes Explain and provide
documentation.
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 Project Area Of Multi -Phase Project
Identify gaining Basins or Watersheds and acres shifting:
Will project result
in shifting runoff
between Basins or
between
What design and mitigation is used to compensate for increased runoff
Watersheds?
from gaining basin or watershed?
x No
Yes
How will runoff from Project
1. — With facility(ies) involving other development projects.
Area be mitigated to pre -
development conditions?
2 Establishing features to serve overall Project Area.
Select any or all of 1, 2,
3. x On phase (or site) project basis within Project Area.
and/or 3, and explain below.
1. Shared facility (type & location of facility; design drainage area served; relationship to size of
Project Area): (Attached Exhibit #_)
2. For Overall Project Area (type & location of facilities): (Attached Exhibit #_)
3. By Phase (or site) Proiect: Describe planned mitigation measures for phases (or sites) in
subsequent questions of this Part.
Are aquatic echosystems proposed? No Yes In which phase(s) or
project(s)?
r
Are other Best Management Practices for reducing stormwater pollutants proposed?
a
No Yes Summarize type of BMP and extent of use:
—
h
rn
.N
0 0
Z
If design of any runoff -handling facilities deviate from provisions of B-CS Technical
x
Specifications, check type facility(ies) and explain in later questions.
— Detention elements Conduit elements Channel features
— Swales Ditches Inlets — Valley gutters _ Outfalls
Culvert features Bridges Other
S I URMWATER 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 Desion Parameters
Continued (Page 4.3)
Stormwater Management Concept (continued)
Within Project Area Of Multi -Phase Project (continued)
Will Project Area include bridge(s) or culvert(s)? _ No x Yes Identify type and
general size and In which phase(s).
An 18" culvert is located at the Matoska Ridge and Indian Lakes intersection.
24" culverts are located at the Matoska Ridge and Kiowa Cove intersection and
along Kiowa Cove at Sta. S+2S. All culverts are in Ph. 12.
If detention/retention serves (will serve) overall Project Area, describe how it relates to subject
phase or site project (physical location, conveyance pathway(s), construction sequence):
Within Or Serving Subject Property (Phase, or Site)
If property part of larger Project Area, is design in substantial conformance with earlier analysis
and report for larger area? _ Yes No, then summarize the difference(s):
Identify whether each of the types of drainage features listed below are included, extent of use,
and general characteristics.
Typical shape? Surfaces?
vV-Shape
Grass
Steepest side slopes: Usual front slopes:
Usual back slopes:
yr
4:1 4:1
4:1
N
x
Flow line slopes: least 1. oo�
Typical distance from travelway: 11
typical Varies greatest 4. oot
(Attached Exhibit #)
o
y Z
D
N
o
Are longitudinal culvert ends in compliance with B-CS Standard Specifications?
x Yes No, then explain:
At intersections or otherwise, do valley gutters cross arterial or collector streets?
�, }
No _ Yes If yes explain:
U �
w N
Are valley gutters proposed to cross any street away from an intersection?
0
_ No _ Yes Explain: (number of locations?)
iu a
T @ xl
STORMWATER DESIGN GUIDELINES Page 12 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
APPENDIX D — TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Concert and Design Parameters Continued (Page 4.4)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Gutter line slopes: Least Usual Greatest
Are inlets recessed on arterial and collector streets? _ Yes _ No If "no',
identify where and why.
3
N
Z1
0
T
N
C
NZ
a
€x
0
Will inlets capture 10-year design stormflow to prevent flooding of intersections (arteri
with arterial or collector)? _ Yes _ No If no, explain where and why not.
vviu meet size and placement prevent exceeding allowable water spread for 10-ye:
design storm throughout site (or phase)? _ Yes _ No If no, explain.
Sao curves: Are inlets placed at low points? Yes No Are inlets and
conduit sized to prevent 100-year stormflow from ponding at greater than 24 inches?
Yes _ No Explain "no" answers.
r, � 11ilniw oe conramea in combination of ROW and buried conduit on
whole length of all streets? _ Yes _ No If no, describe where and why.
Do designs for curb, gutter, and inlets comply with B-CS Technical Specifications?
Yes _ No If not, describe difference(s) and attach justification.
Are any 12-inch laterals used?
used.
ripe runs between system I Typical _
access points (feet):
Are junction boxes used at each bend?
and why.
Longest
Yes _ No If not, explain where
Are downstream soffits at or below upstream soffits? Least amount that hydraulic
Yes _ No _ If not, explain where and why: grade line is below gutter line
(system -wide):
STORMWATER DESIGN GUI------------
DELINES Page 13 of 26 APPENDIX. TrTECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2oog
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 — Drainaae 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
(D
(include design discharge velocity, and angle between converging flow lines).
U
m
1) Watercourse (or system), velocity, and angle?
U)
C
Culverts discharge into Unnaned Tributary to Peach Creek Tributary.
Velocity V< 10 fps
Q
Angle in -line with existing defined chancels.
aE
2) Watercourse (or system), velocity, and angle?
c o
00
0
E °t
(D N
3) Watercourse (or system), velocity, and angle?
a
�v
�
O
m o
-o n
E
For each outfall above, what measures are taken to prevent erosion or scour of
mreceiving
and all facilities at juncture?
N
T
1) Rock Rip Rap at discharge into defined channel.
(6
ro
2)
ur
0
3)
Are swale(s) situated along property lines between properties? No Yes
_
Number of instances: For each instance answer the following questions.
Surface treatments (including low -flow flumes if an
r,.
E2
N
N uJ
cFlow
line slopes (minimum and maximum):
m
a
0
d o
Z
Ouffall characteristics for each (velocity, convergent angle, & end treatment).
dxl
3
v,
<
Will 100-year design storm runoff be contained within easement(s) or platted drainage
ROW in all instances? _ Yes _ No If "no" explain:
a 1 UnrvivvH I trc ULSIUN GUIDELINES Page 14 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
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)
Are roadside ditches used? No X Yes If so, provide the following:
t
Is 25-year flow contained with 6 inches of freeboard throughout ? X Yes
w
_No
Are top of banks separated from road shoulders 2 feet or more? X Yes No
_
Are all ditch sections trapezoidal and at least 1.5 feet deep? X No
v
_Yes
For any "no" answers provide locations) and explain:
All Ditches are V-shaped and at least 2- deep
Elf
If conduit is beneath a swale, provide the following information (each instance).
Instance 1 Describe general location, approximate length:
m
>
Is 100-year design flow contained in conduit/swale combination? Yes No
"no"
w
If explain: —
U
0 N
Space for 100-year storm flow? ROW _ Easement— Width
Swale Surface type, minimum
Conduit Type and size, minimum and maximum
X Ic
c
and maximum slopes:
slopes, design storm:
0
1. D
0
t m
A
Inlets Describe now conduit is loaded (from streets/storm drains, inlets by type):
C C
f0 �
L
U �
C �
N
i o
Access Describe how maintenance access is provided (to Swale, into conduit):
o `0
m o
= c
c a)
Instance 2 Describe general location, approximate length:
a°i
N f6
c .'o
Is 100-year design flow contained in conduit/swale combination? Yes No
° 2
If "no" explain: —
m a
c
E 0
Space for 100-year storm flow? ROW _ Easement Width
Swale Surface type, minimum
_
Conduit Type and size, minimum and maximum
m
and maximum slopes:
slopes, design storm:
o a
m
Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type):
3 0
N
P
Q
Access Describe how maintenance access is provided (to swale, into conduit):
J 1 vrtiwvvH I tK UtNUN GUIDELINES Page 15 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 4.7)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
If "yes" provide the following information for each instance:
Instance 1 Describe general location, approximate length, surtacing:
a
o w
N
Is 100-year design flow contained in swale? Yes _No Is swale wholly
within drainage ROW? —Yes _No Explain "no" answers:
Access Describe how maintenance access is provide:
zo
v
ox
o
Instance 2 Describe general location, approximate length, surfacing:
a �
oo E
w ro
3 m
Is 100-year design flow contained in Swale? Yes No Is swale wholly
— `
o
within drainage ROW? _Yes _ No Explain "no" answers:
30
00
=
Access Describe how maintenance access is provided:
U_
d
Instance 3.4. etc. If swales are used in more than two instances, attach sheet
providing all above information for each instance.
"New" channels: Will any area(s) of concentrated flow be channelized (deepened,
widened, or straightened) or otherwise altered? _ No Yes If only slightly
shaped, see "Swales" in this Part. If creating side banks, information below.
C1.
provide
No
Will design replicate natural channel? _ Yes No If "no", for each instance
oo.
n
_
describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year
w
design flow, and amount of freeboard:
a
Instance 1:
c y
a�
o
Instance 2:
a
E o
_ Z
x
Instance 3: '
m
0
U
STORMWATER DESIGN GUIDELINES Page 16 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 - Drainage Concept and Design Parameters
Continued (Page 4.8)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Existing channels (small creeks); Are these used? No Yes
_
If" es" provide the information below.
Will small creeks and their floodplains remain undisturbed? Yes No How
many disturbance instances? Identify each plannocation_
ed l
For each location, describe length and general type of proposed improvement
(including floodplain changes):
For each location, describe section shape & area, flow line slope (min. & max.),
surfaces, and 100-year design flow.
a
d
c
o
Watercourses (and tributaries)• Aside from fringe changes, are Regulatory
0
Watercourses proposed to be altered? _ No Yes Explain below.
Submit full report describing proposed changes to Regulatory Watercourses. Address
E
existing and proposed section size and shape, surfaces, alignment, flow line changes,
length affected, and capacity, and provide full documentation of
°
analysis procedures
and data. Is full report submitted? p Yes _ No If "no" explain:
m
c
c
UAll
Proposed Channel Work, For all proposed channel work, provide information
requested in next three boxes.
If design is to replicate natural channel, identify location and length here, and describe
design in Special Design section of this Part of Report.
Will 100-year flow be contained with one foot of freeboard? Yes No If
not, identify location and explain:
Are ROW/ easements sized to contain channel and required maintenance space?
Yes —No If not, identify location(s) and explain:
STORMWATER DESIGN GUIDELINES Page 17 of 26 APPENDIX. D. TECH. DESIGN SUMMAW
Effective February 2007 As Revised February 2009
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? For each provide info. below.
For each dry -type facilitiy:
Facility 1
Facility 2
Acres served & design volume + 10%
100-yr volume: free flow & plugged
Design discharge (10 yr & 25 yr)
Spillway crest at 100-yr WSE?
—yes _ no
—yes —no
Berms 6 inches above plugged WSE?
_yes _ no
_yes no
_
Explain any "no" answers:
m
r
For each facility what is 25-yr design Q, and design of outlet structure?
Facility 1:
0
ZI
Facility 2:
X
Do outlets and spillways discharge into a public facility in easement or ROW?
Facility 1: _ Yes _ No Facility 2:
_Yes —No
If "no" explain:
0
0
a
0
N
For each, what is velocity of 25-yr design discharge at outlet? & at s illwa ?
(D
Facility 1: & Facility 2: &
Are energy dissipation measures used? _ No Yes Describe type and
li
location:
0
0
5
N
N
2
For each, is spillway surface treatment other than concrete? Yes or no, and describe:
Facility 1:
Facility 2:
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:
Facility 2:
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;
U. n
Facility 2:
c -c
o c
4:30
d
o
For additional facilities provide all same information on a separate sheet.
Are parking areas to be used for detention? No What is
—Yes
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? No
_Yes _
Without causing flowing or standing water on public roadway? X Yes No
_
Designs & materials comply with B-CS Technical Specifications? X Yes No
Explain any "no" answers:
C1.
N
C
oAre
culverts parallel to public roadway alignments x Yes _ No Explain:
U N
N
N
x
`oa
Creeks at Private Drives: Do private driveways, drives, or streets cross drainage
m
ways that serve Above -Project areas or are in public easements/ ROW?
y Z
No x Yes If 'yes" provide information below.
_
How many instances? 2 Describe location and provide information below.
Location1: The 24" culverts crossing under Kiowa Cove will serve
approximately 2.7 acres from ex. Indian Lakes phases.
Location 2:
Location 3:
For each location enter value for:
1
2
3
Design year passing without toping travelway?
ioo
ioo
Water depth on travelway at 25-year flow?
o .
_01.
Water depth on travelway at 100-year flow?
o
0
For more instances describe location and same information on separate sheet.
STORMWATER DESIGN GUIDELINES Page 19 of 2 AAPPENDIX. 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 4.11)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Named Reaulatory Watercourses I& Tributaries)• Are culverts proposed on these
!a
faclldies? X _ Yes, then provide full report documenting assumptions,
criteria, analysis, computer programs, and study findings that support proposed
design(s). Is report provided? _Yes _No If "no", explain:
Arterial or Maior Collector Streets, Will culverts serve these types of roadways?
N
K y For each identify the
_ No _Yes How man instances?
am
location and provide the information below.
} Q
Instance 1:
Instance 2:
xl°'
0
Instance 3:
C
0
0 t
Yes or No for the 100-year design flow:
1ZE
2
3
o
Headwater WSE 1 foot below lowest curb top?
m
Spread of headwater within ROW or easement?
E
rn m
Is velocity limited per conditions (Table C-11)?
y
Explain any "no" answer(s):
o c
� o
N U
3 �
a �
o
Minor Collector or Local Streets- Will culverts serve these types of streets?
0—
No X Yes How many instances? a for each identify the
0
location and provide the information below:
o'
a
Instance 1: 18" Culvert crosses Matoska Ridge.
wInstance
2: 24" Culvert crosses Kiowa Cove near Matoska Ridge Int.
cc
o
Instance 3: 24" Culvert crosses Kiowa Cove.
r
4) m
For each instance enter value, or "yes" / "no" for:
1
2
3
cDesign
yr. headwater WSE 1 ft. below curb top?
Yes
Yes
Yes
`o
100-yr. max. depth at street crown 2 feet or less?
Yes
Yes
Yes
E
Product of velocity (fps) & depth at crown = ?
0
0
(ft)
0
o
Is velocity limited per conditions (Table C-11)?
Yes
Yes
Yes
Limit of down stream analysis (feet)?
10
10
10
Explain any "no" answers:
J i VMMMAI CK ULNUN UUIDELINES 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)
All Proposed Culverts: For all proposed culvert facilities (except driveway/roadside
ditch intersects) provide information requested in next eight boxes.
Do culverts and travelways intersect at 90 degrees? x Yes No If not,
identify location(s) and intersect angle(s), and justify the design(s):
Does drainage way alignment change within or near limits of culvert and surfaced
approaches thereto? X No _ Yes If "yes" identify location(s), describe
change(s), and justification:
Are flumes or conduit to discharge into culvert barrel(s)? X No Yes If yes,
identify location(s) and provide justification:
Are flumes or conduit to discharge into or near surfaced approaches to culvert ends?
No X Yes If "yes" identify location(s), describe outfall design treatment(s):
C
Concrete flumes are provided on each side of Kiowa Cove at the 24" Culvert
O
near Sta. 5+50 to prevent erosion.
U
:
UI
Is scour/erosion protection provided to ensure long term stability of culvert structural
U
components, and surfacing at culvert ends? x Yes —No If "no" Identify
locations and provide justification(s):
Will 100-yr flow and spread of backwater be fully contained in street ROW, and/or
drainage easements/ ROW? X Yes _ No if not, why not?
Do appreciable hydraulic effects of any culvert extend downstream or upstream to
neighboring land(s) not encompassed in subject property? X No Yes If
_
"yes" describe location(s) and mitigation measures:
Are all culvert designs and materials in compliance with B-CS Tech. Specifications?
X
Yes _ No If not, explain in Special Design Section of this Part.
a I UKlvlvvA I EK UESIGN GUIDELINES Page 21 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D — TECHNICAL DESIGN SUMMARY
Part 4 — Drainage Conceit and Design Parameters
Continued (Page 4.13)
Stormwater Management Concept (continued)
Within Or Serving Subject Property (Phase, or Site) (continued)
Is a bridge included in plans for subject property project? No Yes
_
If "yes" provide the following information.
Names) and functional classification of the roadway(s)?
What drainage way(s) is to be crossed?
N
N
m
V
to
A full report supporting all aspects of the proposed bridge(s) (structural, geotechnical,
hydrologic, and hydraulic factors) must accompany this summary report. Is the report
provided? _Yes _ No If "no" explain:
is a Stormwater
Provide a general description of planned techniques:
:9?
Pollution Prevention
Plan (SW3P)
Silt fence and inlet filtration will serve as the
c7
estabshed for
main protection against Stormwater pollution. The
w
project
project construction?
contractor shall use any other means necessary
�p
No x Yes
throughout construction.
Special Designs — Non -Traditional Methods
Are any non-traditional methods (aquatic echosystems, wetland -type detention, natural stream
replication, BMPs for water quality, etc.) proposed for any aspect of subject property project?
x No _ Yes If "yes" list general type and location below.
Provide full report about the proposed special design(s) including rationale for use and
expected benefits. Report must substantiate that stormwater management objectives will not
be compromised, and that maintenance cost will not exceed those of traditional design
solution(s). Is report provided? _ Yes _ No If "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 - Drainacle 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)
In table below briefly identify specific element, justification for deviation(s).
Specific Detail Element
Justification for Deviation (attach additional sheets if needed)
1)
2)
3)
4)
5)
Have elements been coordinated with the City Engineer or her/his designee? For each item
above provide "yes" or "no", action date, and staff name:
1)
2)
3)
4)
5)
Design Parameters
Hydrology
Is a map(s) showing all Design Drainage Areas provided? x Yes No
Briefly summarize the range of applications made of the Rational Formula:
For the Rational Formula we assumed residential areas had a
runoff coefficient of 0.5 for large residential or estate lots.
What is the size and location of largest Design Drainage Area to which the Rational Formula
has been applied? 5 ,13 acres Location (or identifier): SD-3 24 ^ culvert Q Kiowa
a I UKmvvA I LK ULSIGN GUIDELINES Page 23 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
SECTION IX
APPENDIX D - TECHNICAL DESIGN SUMMARY
Part 4 -Drainage Concept and Design Parameters
Continued (Page 4.15)
Design Parameters (continued)
Hydrology (continued)
In making determinations for time of concentration, was segment analysis used?
x No _ Yes In approximately what percent of Design Drainage Areas? %
As to intensity -duration -frequency and rain depth criteria for determining runoff flows, were any
criteria other than those provided in these Guidelines used? x No _Yes If "yes'
identify type of data, source(s), and where applied:
For each of the stormwater management features listed below identify the storm return
frequencies (year) analyzed (or checked), and that used as the basis for design.
Feature
Analysis Year(s)
Design Year
Storm drain system for arterial and collector streets
Storm drain system for local streets
Open channels
Swale/buried conduit combination in lieu of channel
Swales
Roadside ditches and culverts serving them
2, 5,10, 25, 50,100
25
Detention facilities: spillway crest and its outfall
Detention facilities: outlet and conveyance structure(s)
Detention facilities: volume when outlet plugged
Culverts serving private drives or streets
Culverts serving public roadways
Bridges: provide in bridge report.
Hydraulics
What is the range of design flow velocities as outlined below?
Design flow velocities; 25 year
Gutters
Conduit
Culverts
Swales
Channels
Highest (feet per second)
8.25
Lowest (feet per second)
3.21
Streets and Storm Drain Systems Provide the summary information outlined below:
Roughness coefficients used: For street gutters: NA
For conduit type(s) RCP 0.013 HDPE 0.013
Coefficients:
STORMWATER DESIGN GUIDELINES Page 24 of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February 2009
APPENDIX D — TECHNICAL DESIGN SUMMARY
Part 4 - Drainage Concept and Design Parameters
Continued (Page 4.16)
Design Parameters (continued)
Hydraulics (continued)
Street and Storm Drain Systems (continued)
For the following, are assumptions other than allowable per Guidelines?
Inlet coefficients? —No —Yes Head and friction losses No Yes
Explain any "yes" answer:
In conduit is velocity generally increased in the downstream direction? _ Yes _ No
Are elevation drops provided at inlets, manholes, and junction boxes? Yes No
Explain any "no" answers:
Are hydraulic grade lines calculated and shown for design storm? —Yes _ No
For 100-year flow conditions? —Yes _No Explain any "no" answers:
What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify
each location and explain:
Open Channels If a HEC analysis is utilized, does it follow Sec VI.F.5.a? _ Yes _ No
Outside of straight sections, is flow regime within limits of sub -critical flow? x Yes No
If "no" list locations and explain:
Culverts If plan sheets do not provide the following for each culvert, describe it here.
For each design discharge, will operation be outlet (barrel) control or inlet control?
All culverts will be inlet controlled.
Entrance, friction and exit losses:
A 0.5 entrance and exit loss coefficients are used for sloped end treatments
and square edged headwalls with wingwalls.
Bridges Provide all in bridge report
STORMWATER DESIGN GUIDELINES Page 25 of 26 APPENDIX. D TTECH. 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
open office Calculator Spreadsheet
Hydraflow Express Extension for AutoCAD Civil 3D 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 Indian Lakes subdivision, Phases 12 will have no adverse impact to downstream
properties and conforms to the overall subdivision report.
Attestation
Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical
Design Summary Drainage Report by signing and sealing below.
"This report (plan) for the drainage design of the development named in Part B was prepared
by me (or under my supervision) in accordance with provisions of the Bryan/College Station
Unified Drainage Design Guidelines for the owners of the property. All licenses and permits
required by any and all state and federal regulatory agencies for the proposed drainage
improvements have been issued or fall under applicable general permits."
3 (Affix Seal)
3
*Licrofe
Tonal Engineer
State of Texas PE No.`s
STORMWATER DESIGN GUIDELINES -page of 26 APPENDIX. D: TECH. DESIGN SUMMARY
Effective February 2007 As Revised February
ENERGY TRANSFER
GENERAL GUIDELINES
FOR THIRD -PARTY CONSTRUCTION OR MAINTENANCE ACTIVITIES
Houston Pipe Line Company L.P.and its affiliates and related companies ("HPL") are dedicated to the highest
safety standards in the continued operation of their pipelines and facilities. Of utmost importance to HPL is the
continued safety of the public and its pipeline and facilities during construction and other activities on, across,
over or under its right-of-way. HPL is therefore pleased to provide these general guidelines ("Guidelines") for
third -party construction, blasting, installation or modification of pipelines, underground utilities, roads, streets,
driveways, ditches, drainage canals or any other type of temporary or permanent structure or obstruction or any
other encroachment on, over, across, or paralleling, HPL's right-of-way (hereinafter referred to as "Crossing" or
"Crossings").
These Guidelines are intended to be consistent with §756.123 of the Texas Health and Safety Code and are
further based upon industry standards and practice. These Guidelines are merely guidelines and upon notification
to HPL of a proposed Crossing, as required by the Texas Health and Safety Code, each proposed Crossing and its
corresponding finalized plans and profile drawings will be evaluated by HPL and the third -party requesting such
Crossing, pending final approval.
1. Notification
a. The party requesting such Crossing shall use its best efforts to provide HPL with its
finalized plans and profile drawings at least thirty days (30) days prior to any related
construction or maintenance activity. The pipeline facility shall include, but is not limited
to, rights -of -way, fee properties, easements, pipelines, meter and regulator buildings, and
valve sites ("HPL Pipeline Facility" or "Facilities"). Unless otherwise agreed to by HPL in
writing, no equipment shall enter onto HPL's Pipeline Facility unless an HPL
representative is on location.
b. No excavation shall occur in the vicinity of HPL's pipeline facility until:
1) In accordance with State approved Notification Centers, HPL shall be notified at
least 48 hours in advance of any construction or maintenance activity. HPL
currently utilizes the Texas Excavation Safety System (TESS) as its notification
center. You must contact the TESS notification center at 811 or 1-800-344-8377,
in addition to contacting HPL's field representative Steve Clements at (979) 820-
7146, before commencing any Crossing at or near HPL's Pipeline Facility; and
2) Unless otherwise agreed to by HPL in writing, an HPL inspector is on site to
monitor the excavation activities.
2. Drawings for Proposed Construction or Maintenance
Any proposed construction or maintenance activity in the vicinity of HPL's Pipeline Facility
will require submittal of final plans and profile drawings for prior review and approval by
HPL. One (1) copy of these drawings must be submitted to HPL's Encroachment Department
located at 711 Louisiana Street, Suite 900, Houston, Texas 77002. All plans and drawings
must show in detail, all of HPL's Pipeline Facility, its corresponding right-of-way, and any
other landmarks that will assist HPL to determine the location of the proposed Crossing and
the affects of the proposed construction or maintenance activity on HPL's Pipeline Facility.
3. Encroachment Agreement
In certain instances, due to the type of Crossing required and the probable impact upon HPL's
Facilities, An encroachment agreement may be necessary for proposed construction or
maintenance within HPL's Pipeline Facility. HPL shall be responsible for preparing such
encroachment agreement and shall bear the cost and expense in such preparation. Such
encroachment agreement shall oudine the responsibilities, conditions, and liabilities of the
parties and must be fully executed and in HPL's possession prior to commencing any
construction activity.
4. Insurance Coverage
In certain instances, due to the type of crossing required and the probable impact upon HPL's
Facilities, HPL may require evidence of comprehensive general liability insurance coverage
prior to any construction or maintenance activity in the vicinity of its Facilities. In the event
that HPL requires evidence of comprehensive general liability insurance, HPL and/or its
affiliates and related companies, whichever the case may be, shall be named as additional
insured.
5. Crossing Pipelines with Heavy Equipment
To protect HPL's pipelines or related Facilities from additional external loading, HPL may
perform a field survey and an engineering study to determine the effects of any proposed
activity over its pipelines or related Facilities. Mats, timber, bridges, or other protective
materials deemed necessary and appropriate by HPL may be required and placed over HPL's
pipelines or related Facilities for the duration of any loading.
6. Excavation, Cuts, or Fill near HPL's Pipeline Facility
a. Unless otherwise agreed to by HPL in writing, an HPL representative will be on location
prior to and during construction activity within HPL's Pipeline Facility.
b. No heavy equipment of any type will be permitted to work directly over HPL's pipelines or
related Facilities, unless otherwise agreed to in writing by HPL.
c. All excavation within eighteen inches (18") of any pipeline will be performed by hand. At
the discretion of HPL's onsite representative, excavators may be required to hand dig
beginning at a distance greater than eighteen (18) inches.
d. All excavations within APL's Pipeline Facility shall be backfilled with a minimum of eight
(8) inch lifts of backfill material, clean and free from rock, trash, concerete, rubbish, or
hazardous material and compacted to a minimum standard proctor density of 95% using
mechanical compaction equipment. Soil backfill must be compacted to the satisfaction of
the HPL onsite inspector so that settling does not occur.
e. No grade cuts will be permitted within HPL's Pipeline Facility unless otherwise agreed to
in writing by HPL and with HPL's representative on location. An engineering study may
be performed to ensure that the lateral stability of HPL's pipelines or related Facilities are
not affected.
f. When boring under HPL's pipelines or related Facilities, the party with the approved
Crossing plans and drawings shall expose a minimum of twenty-four (24) inches below the
bottom of each pipeline to ensure vertical separation of not less than twenty-four (24)
inches of clearance. Plan and profile drawings are required for all proposed borings.
g. No fill shall be permitted within HPL's Pipeline Facility unless otherwise agreed to in
writing by HPL. In no event, shall more than twenty-four inches (24") of earthen fill
material, free from any rocks, trash, concrete, rubbish, rebar, hazardous materials, HPL., be
permitted within HPL's Pipeline Facility, unless otherwise agreed to in writing by HPL.
h. Earthen cover over HPL's pipelines shall be tbirty-six (36) inches or no less than what was
originally there prior to any construction. In the event that HPL determines that a lesser
cover will not increase the risk to the public or increase the risk of a break, leak, rupture or
other damage to HPL's pipelines or related Facilities, HPL may allow a lesser earthen
cover, in a minimum amount as determined solely within the discretion of HPL.
i. No trash or debris shall be placed in any excavation or left in or on HPL's Pipeline Facility
7. Aboveground Appurtenances. Structures and Obstructions
Unless otherwise agreed to in writing by UPL, no aboveground appurtenances, structures, or
obstructions of a temporary or permanent nature shall be located within HPL's Pipeline Facility
that, in any way, interfere with operating, maintaining, accessing, inspecting, repairing,
modifying, replacing or relocating such Facilities. The appurtenances, structures, and
obstructions include, but are not limited to, the following: buildings, structures, signage, utility
poles, steel towers, guy wires, other structures supporting aerial lines, satellite dishes,
manholes, catch basins, utility pedestals, transformers, fire hydrant, large spoils of earthen
materials, decks, pools, boats, RV's, trailers, storage of hazardous or non -hazardous materials.
8. Proposed Pipe and Utility Lines
a. General Guidelines:
1. For the safety of the public and to lessen the risk of a break, leak, rupture or other
damage to HPL's Pipeline Facility and in furtherance of the Texas Health and
Safety Code, HPL's Pipeline Facility shall be positively located by HPL before any
Crossings are constructed or installed near HPL's Pipeline Facility. Unless
otherwise agreed to in writing by HPL, HPL requires a minimum clearance of
twenty-four (24) inches be maintained between HPL's pipeline (top, bottom, and
sides) or related Facilities and any foreign line or facilities.
2. All foreign lines shall fully cross HPL's Pipeline Facility at an angle of not less
than forty-five degrees (45°), or as near as possible thereto. Buried utility lines
must be identified with permanent above -ground markers where lines enter and exit
HPL's right-of-way, which rights to install and maintain the markers, shall be the
responsibility of the foreign line owner. Longitudinal occupancy of HPL's Pipeline
Facility will not be permitted.
3
3. No manholes, valves or other appurtenances will be permitted within HPL's
Pipeline Facility_
4. Vertical and horizontal bends shall be minimized within HPL's Pipeline Facility.
5. HPL's Pipeline Facility is cathodically protected. All other cathodically protected
facilities that enter or cross HPL's Pipeline Facility must have test leads installed.
Any inquiries for cooperative testing should be directed to the attention of HPL's
Field Representative on location.
6. All underground utilities (other than residential telephone, cable TV and 24 volt
DC power lines) may require plastic identification tape installed no closer than
eighteen (18) inches above the line.
b. Water or Forced Sewer Lines
All water and sewer lines shall be either (1) ductile iron or steel casing (coated to
protect it from IIPL's cathodic protection) or (2) encased plastic schedule 80 PVC for
a minimum of 5-feet on either side of any HPL pipeline or related Facilities. Forced
sewer lines shall have no piping connections located within 5-feet of any HPL pipeline
or related Facilities or placed within HPL's pipeline easement.
C. Communication, Power or Combustible Material Lines
1. All underground fiber optic cables, telephone and television cables (other than
residential telephone and cable TV) crossing HPL's Pipeline Facility shall be
either installed in rigid steel conduit or schedule 80 PVC conduit encased in
orange concrete (4-inches thick in all directions) for the full width of the right-of-
way.
2. All underground electric cables except 24 volt DC power lines (including single
residential service drops) crossing HPL's facilities shall be either installed in rigid
steel conduit or schedule 80 PVC conduit encased in red concrete (4-inches in all
directions) for the full width of the right-of-way.
3. HPL recommends that all underground residential telephone, cable TV and 24
volt DC power lines be encased in plastic conduit for the full width of the right-
of-way.
9. Proposed Roads, Streets, Driveways, Access ways and parking Lots
a. Load stress will be calculated by HPL to determine if any protection of the pipeline is
required for roadways, streets, driveways, access ways, HPL., planned to cross HPL's
Pipeline Facility. In the event it is determined by HPL that the roadways, streets,
driveways, access ways, HPL., will increase a risk to the public or increase a risk of a
break, leak, rupture or other damage to HPL's Pipeline Facility, HPL may require, at the
sole cost and expense of the party requesting such Crossing, the installation of protective
material as may be deemed necessary by HPL to protect the public or HPL's Pipeline
Facility.
b. The preferred minimum earth cover over HPL's Pipeline Facility is forty-eight (48) inches
at all roadways, streets, driveways, access ways, HPL., including adjacent ditch lines. In
the event that HPL determines that a lesser cover will not increase a risk to the public or
increase a risk of a break, leak, rupture or other damage to the pipeline or related Facilities,
HPL may allow a lesser earth cover, in a minimum amount as determined solely within the
discretion of HPL. In the event the required amount of cover is not obtainable as reflected
in finalized plan and profile drawings, HPL may require the installation of protective
material at no expense to HPL. Cover shall be measured from the top of HPL's pipeline to
the surface of the road.
c. Roads and streets crossing over HPL's Pipeline Facility shall cross at an angle of not less
than forty-five degrees (45°), or as near as possible thereto. Crossings should be over
straight pipe and at locations free of any crossovers. Longitudinal occupancy of the right-
of-way will not be permitted.
d. No parking areas or the like will be allowed on, over or across HPL's Pipeline Facility
unless HPL determines that the parking areas, HPL. will not increase a risk or restrain
access to its facilities, increase a risk to the public and/or increase a risk of a break, leak,
rupture or other damage to the Facilities and the party requesting such Crossing installs, at
its sole cost and expense, any protective material as deemed necessary by HPL to protect
the public or HPL's Pipeline Facility.
e. Permanent pipeline marker(s), provided by HPL, will be installed at all road crossings.
10. Disposal Systems
No aerobic septic systems, septic tanks, liquid disposal systems, or hazardous waste disposal
systems will be allowed on HPL's Pipeline Facility or within twenty-five (25) feet of HPL's
Pipeline Facility, unless otherwise agreed to in writing by HPL. This will include, but is not
limited to, affluent from sewage disposal systems, the discharge of any hydrocarbon substance,
the discharge or disposal of any regulated waste, or any other discharge that may prove
damaging or corrosive to HPL's Pipeline Facility.
11. Impoundment of Water
a. In order to provide for the adequate maintenance and operation of HPL's Pipeline Facility,
the impoundment of water on HPL's Pipeline Facility will not be allowed.
b. Temporary soil erosion and sediment control devices and storm water detention basins/traps
will not be permitted on HPL's Pipeline Facility unless otherwise agreed to in writing by
HPL.
12. Blasting
To the extent it impacts the lateral stability or otherwise endangers or interferes with the
efficiency, safety, or convenient operation of HPL's Pipeline Facility, no explosive detonations
will be permitted within 300-feet of HPL's Pipeline Facility without: (1) prior analysis and
written approval from HPL and (2) HPL's representative on site during blasting. To determine
if the detonation stresses will be detrimental to the safety of HPL's Pipeline Facility,
information required to complete HPL's `Blasting Data Sheet" must be submitted to HPL for
evaluation and approval no less than 30 days prior to the proposed date of blasting activity.
The contractor performing the blasting will be required to verify by signature the proposed
blasting plan.
13. Landscaping & Irrigation Systems
Landscaping within HPL's Pipeline Facility is limited to lawn and low growing (less than three
3-feet at maturity), shallow rooted shrubbery. Unless otherwise agreed to in writing by HPL
and the party requesting such Crossing in an encroachment agreement, planting of shrubbery
and installation of irrigation systems within HPL's Pipeline Facility shall be at the risk of the
landowner and, in any event, will not be permitted closer than five (5) feet from either side of
IlPL's pipeline or related Facilities. Irrigation systems shall not be directly installed
longitudinally over HPL's Pipeline Facility and shall not be buried deeper than 12-inches,
regardless of location, from the surface of the ground within HPL's Pipeline Facility. No trees
or crepe myrtles (unless dwarf variety) are permitted.
14. Pipeline Markers
The party request such Crossing will ensure that all temporary and permanent pipeline markers
installed by HPL are protected and maintained at all times during construction or Crossing
related activity. Any permanent markers damaged or removed will be replaced by HPL at the
sole expense of the parry requesting such Crossing. No work will be allowed to commence
until, in the opinion of HPL, sufficient pipeline markers are in place. Unauthorized damage or
removal of pipeline markers is punishable by Federal law.
15. Right of Ingress and Egress
The party requesting such Crossing shall have the right to install fences on, over and across the
Facilities, provided, however, that HPL shall have the unrestricted right of ingress and egress
to its Facilities at all times. HPL, at its sole option and discretion, may require the party
requesting such Crossing to install, at its sole cost and expense and for HPL's benefit, a walk
gate at least three (3) feet in width for residential lots or gate at least twelve (12) feet in width
for rural areas at each fence crossing. HPL shall provide a lock for such gate(s). Said gate(s)
shall be installed as to provide HPL with ingress and egress access to its pipeline or related
facilities and to minimize vehicular and equipment travel over HPL's pipeline or Facilities.
The party requesting such Crossing shall be responsible for keeping the enclosed portion of
HPL's pipeline or related Facilities free of any debris or trash. HPL's pipeline or related
Facilities shall be positively located by HPL before any fences are constructed or installed near
HPL's pipeline or related Facilities. Post hole excavations for fencing placed upon HPL's
pipeline or related Facilities shall not be greater than a depth of eighteen inches (18") below
the undisturbed grade level nor closer than five feet (5') horizontally from HPL's pipeline or
related Facilities, unless approved in writing by HPL. No other excavations of any kind may
be made in the pipeline or related Facilities without the prior written consent of HPL.
16. Statement Regarding Existing Rights
NOTHING CONTAINED HEREIN SHALL BE CONSTRUED TO CONVEY, WAIVE, OR SUBORDINATE
ANY OF HPL's EXISTING RIGHTS WHATSOEVER. SHOULD A CONFLICT EXIST WITH THE
LANGUAGE CONTAINED IN ANY HPL ENCROACHMENT AGREEMENT, EASEMENT, OR
PETITION IN CONDEMNATION AND THESE GUIDELINES, HPL's ENCROACHMENT
AGREEMENT, EASEMENT, OR PETITION IN CONDEMNATION SHALL CONTROL AND BE
DECISIVE OF THE ISSUE.
17. Statements Reaardina Guidelines for Construction and Maintenance
Certain construction and maintenance activities may be reviewed and approved by HPL at one
point in time, but not immediately installed or performed. Therefore, all construction and
maintenance activities are subject to the Guidelines in affect at the time the work actually takes
place. In addition, the guidelines described in this document represent those industry standards
that HPL believes meet the minimum acceptable standards regarding third -party construction
and maintenance activities in the vicinity of HPL's Pipeline Facility. Therefore, after review of
the final plan and profile drawings, HPL may, in the event that IIPL determines the
construction and maintenance activities will increase a risk to the public or increase a risk of a
break, leak, rupture or other damage to HPL's Pipeline Facility, require fortifications in
furtherance of the Texas Health and Safety Code. The party requesting such Crossing agrees
to alter, modify or halt any construction activity, which in the sole opinion of HPL's, will
increase the risk to the public or increase the risk of a break, leak, rupture or other damage to
HPL's Pipeline Facility.
All written correspondences and your final design plans are to he addressed to:
Energy Transfer Company
711 Louisiana Street, Suite 900
Houston, Texas, 77002-5600
Attention: Encroachment Department
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