HomeMy WebLinkAbout55 Development Permit 624 Hotel Conferece CenterMUNICIPAL DEVELOPMENT GROUP
255 1 Texas A ve. South , S te. A •College Sta ti on , Texas 7784 0 • 4 09-693 -5359 •FAX: 409-693-4 243 •E-mail: mdgcs@gte.n et
Eng in eerin g, Surveying , Planning and Environmental C o ns ul ta nts
January 15 , 19 99
Bill Riley, Division Manager
City of College Station
1601 Graham Road
College Station, T X 778 4 5
Re: Hotel/Conference Center -Existing 18" VCP Sewer
MDG Job No. 000657-2969
Dear Bill :
The abo v e referenced line was video from MH043 (0 .0) to MH020 (565 .0) on October 7, 1998 .
Our considered portion of the line is from MH043 to our proposed manhole located at (343 .0).
Locations of failure in the line , whether structural our III, was classified as light or moderate .
Light failure indicates insignificant root penetrations or minor to hairline cracking . Moderate
failure indicates misalign joints, clumps of roots, and continuous cracking in a joint of pipe.
Below is a summation of the condition of the existing 18 " VCP sanitary sewer line .
STA DESCRIPTION
57 .5
59 .6
110.4
121.7-142.5
153 .3-174.0
195 .0
274.4
284 .0
297.4
343 .0
Moderate cracking at joint, (under Dartmouth St.);
Misalign joint, (under Dartmouth St.);
Misalign joint, (under Dartmouth St.);
Moderate cracking in joints of pipe, (under Dartmouth St.);
Moderate cracking in joints of pipe;
Light protrusion of roots through pipe joint;
Moderate invasion of roots through pipe joint;
Moderate invasion of roots through pipe joint;
Light protrusion of roots through pipe wall ;
Proposed Manhole # l
From our review, it is of our opinion that the 18 " VCP sanitary sewer line is useable in its current
condition . Only light to moderate cracking or displacement has occurred and therefore minimal
VI should occur. In addition the pipe has a minimum of 10 ' of co ver over it. At this depth , the
line should be well protected from an y construction loads experienced .
Please feel fre e to call me if you ha v e any questions .
000 657-c .14 .doc :VID G-1
.. ... -
North B. Bardell, Jr., P.E .
RM/tm
Cc : Veronica Morgan, City of College Station
Rick Ferrara, Richard Ferrara Architects , Inc .
000657-c.14 .doc \IDG · 2
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CONFIDENTIAL
BINDER FOR
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SUPPORTING
MATERIAL
Figure XII
Development Permit
City of College Station, Texas
Site Owner: ~/..!&t,&Ff.N(.1£ (E..J,n!Q(.
l''"{rT'i or-Co1..1..e.6{r-S"f4'11~""
Arch itect/
Engineer : rduNJC tfftL 1Aw8...ofrY!oo fuue
Date Application Filed : --------
Address :-~"---------
Telephone: -----------
Address : Z.951 7tXAs AV'f". 5 . 5te. A
Telephone No :~{L/cA) f.lf8-S?:>'S9
Address :
-----------~
Telephone No : ----------
Approved : __________ _
Application is hereby made for the following development specific waterway alterations :
Gus. Bds1N OF tA.bc...F PEN l'eeo< A1 JHe. SouT/,/ WE.$7 (ot:N 8t oE
Application Fee
Signed Certifications
Drainage and erosion control plan, with supporting Drainage Report two (2) copies each .
Site and Construction Plans, with supporting Drainage Report two (2) copies each .
Other:
----------------------------~
ACKNOWLEDGMENTS :
, des ig n engineer/a~ hereby acknowled ge o r affirm that :
The information and conclusions contained in the above plans and supporting documents comply
with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its
associated Drainage Policy and Design St a nd a rds .
As a condition of approval of this permit application, I agree to construct the improvements
proposed in this application according to these documents and the requirements of Chapter 13 of
the College Station City Code.
Property Owner(s) Contractor
Figure Xll Continued
CERTCFICATIONS : (for proposed alterations with in designated flood hazard area s.)
A. I , ~€:n·\ e,. iSf\'f.OEU,.~ , certify that: any nonresidential structure on or proposed
to be on this site as part of this application is designated to prevent damage to the structure or its
contents as a result of flooding from the 100 year storm .
lf/Hlt;> B _ ~ t ~ .t-~, !fq=-s
Engineer ~ Date
B . I, ND1'm ~. ~fffil.. J ~-, certify th a t the finished floor elevatio~. of the . lo":est .
floor, including any basement , of any residential structure, proposed as part of this application is
a t or above the base flood elevation established in the latest Federal Insurance Administration
Flood Hazard Study and maps, as amended .
~-6.~J.
I Engineer Date 7
C I, Nol1\.\ ~. ~\.l..1 Jc. , certify that the alterations or development covered by
t hi s permit shall not diminish the flood-carry ing capac ity of the waterway adjoining or crossing
this permitted site and that such alterations or development are consistent with requirements of
the City o f College Stat ion City Code, Chapter 13 concerning encroachments of flood ways and of
flood ;/? frin~7 · "l~-t. ~_j_ ~ Z-?/f"'/"$'
Engineer . Date
I, Not.i\i\ ~. ~,"Je. , do certify that the proposed alterations do not raise the level
of the l 00 year flood above elevation established in the latest Federal Insurance Administration
Flood Haza(d Study.
n::tfvi3. ~j t 1tv. 2-j 1-N'i?
Engineer Date
C onditions or c omments as part of approval:
~~~~~~~~~~~~~~~~~~~
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station,
measures shall be taken to insure that debris from construction, erosion, and sedimentation shall
not be deposited in city streets, or existing drainage facilities . --
I hereby grant this permit for de velopment. All de velopment shall be in accordance with the plans
and specifications submitted to and approved by the City Engineer for the above named project.
All of the applicable codes and ordinances of the City of College Station shall apply .
FINAL DRAINAGE REPORT
F OR THE
HOTEL CONFERENCE CENTER
DRAINAGE IMPROVEMENTS
COLLE GE STATION, BRAZOS COUNTY, TEXA S
OCTOBER, 1998
I l{J I •I~ 2551 TEXAS AVENUE . SOUTH, STE. A
l j ~I COLLEGE STATION, TEXAS 77840
Ph : (409)693-5359 Fx: (409) 693-4243
Consulting Engineers · Environmental· Surveyors· Planners
TABLE OF CONTENTS
1.0 PROJECT SCOPE ................................................................................................. 4
I . I SITE LOCATION .................................................................................................... 4
I .2 GENERAL DESCRIPTION ..................................................................................... 4
2.0 DRAINAGE BASINS & SUB-BASINS ................................................................. 5
2 . I MAJOR DRAINAGE BASIN DESCRIPTIONS ...................................................... 5
2.2 SUB-DRAINAGE BASIN DESCRIPTIONS ........................................................... 5
3.0 DRAINAGE DESIGN CRITERIA & CONSTRAINTS ....................................... 6
3. I STREET DRAINAGE ............................................................................................. 6
3.2 STORM SEWER INLETS ....................................................................................... 7
3.3 STORM SEWER SYTEMS ..................................................................................... 7
3. 4 OPEN CHANNELS ................................................................................................. 8
3.5 CULVERTS ............................................................................................................. 9
3.6 DETENTION FACILITIES ..................................................................................... 9
4.0 DRAINAGE SYSTEM MODELING .................................................................... 9
4 . I STREET DRAINAGE ........................................................................................... IO
4 .2 STORM SEWER INLETS ..................................................................................... IO
4 .3 STORM SEWER SYSTEMS ................................................................................. IO
4 . 4 OPEN CHANNELS ............................................................................................... I 0
4 .5 CULVERTS ........................................................................................................... I I
4 . 6 DETENTION FACILITIES ......... , ............. : ........ • ............ · ....................................... I I
5.0 EXISTING DRAINAGE CONDITIONS ....... : .................................................... I I
5. I STORM SEWER INLETS ..................................................................................... I2
5.2 STORM SEWER SYSTEMS ................................................................................. 13
6.0 CONCLUDED DRAINAGE IMPROVEMENTS ............................................... I4
6.1 STORM SEWER INLETS ..................................................................................... 14
6.2 STORM SEWER SYSTEMS ................................................................................. 15
6.3 DETENTION FACILITIES ................................................................................... 17
APPENDIX A -EXISTING HYDRAULIC COMPUTATIONS
APPENDIX B -PROPOSED HYDRAULIC COMPUTATIONS
APPENDIX C -MAPPING
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LIST OF TABLES
DESCRIPTION PAGE NO.
TABLE #1 -Existing Curb Inlet (10-Year) ................................................................... 12
TABLE #2 -Exist . Storm Sewer (10-Year) .................................................................. 13
TABLE #3 -Existing & Proposed Inlets (10-Year) ....................................................... 15
TABLE #4 -Prop . Storm Sewer (10-Year) ................................................................... 16
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Hot el Conferen ce Center
Drain age Impro ve m ents
1.0 PROJECT SCOPE
Municipa l Developm ent Group
This report outlines the drainage improvements for the Hotel Conference Center
site and facilities . This drainage report will consist of the requirements necessary
for the improvements of this site in accordance with the provisions of the City of
College Station Drainage Policy and Design Standards .
1.1 SITE LOCATION
The project is located on ·the southwest corner of the intersection of
Holleman Drive and Dartmouth Street which both are classified as minor
arterial streets. The proposed Hotel Conference Center is located in the
special district of the Wolf Pen Creek Development Corridor.
Surrounding existing developments immediately adjacent to the project
site are ; City of College Station Fire Department station to the west, the
Richards Addition to the south and southwest , and Jefferson Ridge to the
immediate south . Across Holleman Drive to the north is Wolf Pen Creek
and across Darthmouth to the east is the Wolf Pen Creek Park.
1.2 GENERAL DESCRIPTION
The subject property , being a 13 .19-acre tract, is currently vacant. This
land generally slopes to the northeast with a grade of approximately 6 .55%
being fairly uniformly distributed . This site is currently unimproved with
native grasses, weeds, and light underbrush and heavily vegetated with
large trees. The project site is at the mouth of a sub-drainage basin located
within the Wolf Pen Creek watershed , being 49.55-acres. Runoff drains
off the site from a double barrel 36" RCP under Holleman Drive and two
separate 24" and 33" RCP 's under Dartmouth Street. All drainage
structures drain directly into the Wolf Pen Creek. Thence runoff is carried
by the confluence of Wolf Pen Creek to Carter Creek. This site is in the
Wolf Pen Creek sub-drainage basin, which is a part of the Carter Creek
drainage basin .
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Draina ge Improvem ents
2.0 DRAINAGE BASINS & SUB-BASINS
2 .1 MAJOR DRAINAGE BASIN DESCRIPTIONS
Muni cipa l Development Group
The drainage improvements project site is contained within the drainage-
watershed of the Carter 's Creek Drainage Basin . This drainage basin is
illustrated on Exhibit #1 -"Carter 's Creek Drainage Basin" located in
Appendix C -Mapping. The borders of this drainage basin roughly
consist of Rock Prairie Road on the south and west, State Hwy No 30 to
the east , and State Hwy No. 21 to the north . The secondary drainage
system of Wolf Pen Creek is illustrated on Exhibit #2 -"Wolf Pen Creek
Sub -Drainage Basin" located in Appendix C -Mapping .
Recentl y, the Wolf Pen Creek sub-drainage basin has been studied for
siltation problems and updating of flood data . The problems with siltation
within the Wolf Pen Creek watershed was studied and reported by Turner
Collie & Braden, Inc ., in their WPC Siltation Study, dated October of
1997 . Also , the WPC has been analyzed to update FEMA, FIRM mapping
by Nathan D . Maier Consulting Engineers , Inc . Their flood study of Jul y
1998 has not yet at this time been approved by FEMA, but will be used in
reference to all drainage calculations and mapping.
2 .2 SUB-DRAINAGE BASIN DESCRIPTIONS
The sub-drainage basin that will determine all drainage calculations will
consist of the 13 .19-acre tract and the upstream sub-drainage basin of thi s
drainage-way into the Wolf Pen Creek. The conference center sub-
drainage basin will be analyzed in two separate drainage configurations .
Initially the sub-basin will be examined at the current pre-development
conditions . This analysis will provide for accurate pre-development
runoff values and current conditions of existing drainage structures . An
illustration of the pre-development drainage basin is illustrated on Exhibit
#3 -"E xisting Drainage Area Map". Results of these calculat ions are
shown in Section 6 .0 . Next, the sub-basin was reconfigured to match
000657-2969 Drainage Report.doc Fina l Drainage Re port -5
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Hotel Conference Center
Draina ge Impro ve m ents Municipal Development Group
drainage patterns of the proposed site grading . New coefficients of runoff
were established with associated runoff values . From these computations
the existing drainage structures were analyzed and on-site storm sewer
designed . The new sub-drainage basin is illustrated on Exhibit #4 -
"Proposed Drainage Area Map". Results of these calculations are shown
in Section 6 .0 .
Portions of the project site are located within the 100-year floodplain as
shown on the Flood Insurance Rate Map , (FIRM) Map No. 48041C0144 C
having an effective date of July 2 , 1992 . Also , some of the floodway
extends onto the proposed development site . An excerpt of the FIRM map
with the location of the project site is illustrated on Exhibit #4 -"FIRM
Map" located in Appendix C -Mapping. As mentioned before in Section
2 .1 the N .D .M . study will ultimately determine the flood parameters for
this project.
3.0 DRAINAGE DESIGN CRITERIA & CONSTRAINTS
For all development within the City of College Station, there are criteria on the
use of which design storms and development conditions for type of drainage
improvements . Below, in each type of improvement, the required design
constraints are more fully detailed . All drainage improvements shall also be
anal yzed during the 100-year rainfall event to insure that no adverse conditions
will ex ist.
3 .1 STREET DRAINAGE
Street drainage improvements shall be designed in accordance to the City
of College Station 's Drainage Policy and Design Standards . Unless
otherwise stated, the following constraints shall dictate the design of all
street grading and drainage :
•!• All proposed streets shall have curb and gutter.
000657-2969 Drainage Report.doc Final Drainage Re port - 6
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Hot el Conferen ce Ce nter
Drainage Improvem ents
•!•
·:·
·:·
•!•
Municipal Development Group
Maximum velocity not to exceed 10 ft/sec and minimum slope of
0.4%.
Concrete valley gutters shall be placed at all roadway intersections
where runoff is carried from one side of the roadway to the other .
The 100-year rainfall event shall be confined within the limits of the
street right-of-way .
All streets permissible spread of water shall be dictated by the 10-year
rainfall event. For each class of street, the following conditions will
control :
};;;> Arterial & Parkway-One clear lane in each direction 24 foot total
clearance at center of street.
};;;> Collector & Commercial -One clear lane 12 foot total clearance at
the center of the street.
};;;> Local -Depth of water not to exceed the top of curb or crown ,
whichever is less .
3 .2 STORM SEWER INLETS
Storm sewer inlets shall be designed in accordance to the City of College
Station 's Drainage Policy and Design Standards. Unless otherwise stated,
the following constraints shall dictate the design of all storm sewer inlets :
•!• Inlets on all streets, except for residential , shall be recessed with a
minimum 4" depression .
•!• Curb openings shall be a minimum length of 5 feet.
•!• Inlets with greater than a 5" gutter depression on streets with less than
a 1. 00% grade shall be designed in sump conditions .
•!• Inlets at bridges and culvert structures shall be oversized to
accommodate 125% of the IO-year rainfall event.
•!• Ponding at curb inlets shall not exceed 18 " in depth .
3.3 STORM SEWER SYSTEMS
Storm sewer system improvements shall be designed in accordance to the
City of College Station 's Drainage Policy and Design Standards . Unless
otherwise stated, the following constraints shall dictate the design of all
storm sewer systems :
•!• Minimum velocity allowed is 2.5-ft/sec and maximum velocity
allowed is 15 ft/sec during the 10-year rainfall event.
•!• When a change in pipe or boxes size is required , the soffit or top
respectively will match and a junction box shall be provided for at
these points .
000657-2969 Drainage Report .doc Final Drainage Report -7
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Hot el Conferen ce Center
Drain age Improvem ents Muni cipa l Developm ent Gr oup
3.4
•!• Maximum spacing of manholes shall be 300 feet for pipes of 54 "
diameter or smaller . Maximum spacing of manhole shall be 500 feet
for pipes greater than 54 " diameter .
•!• Minimum storm sewer pipe diameter of 18 ". Short laterals adjacent to
inlets may be 12 " in diameter .
•!• Conduits of 24" or less shall be designed with the assumption of a
25% reduction in cross-sectional area.
•!• At all inlets, manholes, and junction boxes an elevation drop of 0 .1
feet minimum will be necessary .
•!• The theoretical hydraulic grade line for the 10-year rainfall event shall
be a minimum of 0 .5 feet from the flowline of any curb inlet in the
system .
•!• The minimum width of any easement for a storm sewer system shall
be 15 feet, and the centerline of the storm sewer shall be at least 5 feet
from the closest side of the easement.
OPEN CHANNELS
Open channel improvements shall be designed in accordance to the City of
College Station 's Drainage Policy and Design Standards . Unless
otherwise stated , the following constraints shall dictate the design of all
open channels :
•!• Minimum grade shall be 0.4% for earth or vegetative lined channels .
•!• Channel capacities shall be dictated by the design storm of the 25-year
rainfall event.
•!• Low-flow pilot channels shall be required for grass-lined channels
with a carrying capacity of 1/3 of the peak discharge of the 5-year
rainfall event.
•!• Minimum permissible velocity of 2 .5 ft/sec during the 25-year rainfall
event.
•!• Maximum channel velocities shall be as dictated below :
~ Exposed earth at 3.0 ft/sec .
~ Seeded grass at 4.5 ft/sec .
~ Sodded grass at 6 .0 ft/sec .
~ Impermeable surface at 10 ft/sec .
•!• Maximum side slope for grass-lined earth channel is 3 : 1.
•!• Channels with trapezoidal cross-section shall have a minimum bottom
width of 4 feet .
•!• Channel shall have a minimum freeboard of 0 .5 feet.
•!• The 100-year rainfall event shall be contained within the channel
drainage easement.
•!• Minimum drainage easement width shall be the channel 's top width
plus 20 feet.
000657-2969 Dra in age Rep ort .doc Final Drainage Rep ort -8
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Hot el Conferen ce Center
Drainag e Improvem ents Municipal Development Group
3 .5 CULVERTS
Culverts shall be designed in accordance to the City of College Station 's
Drainage Policy and Design Standards . Unless otherwise stated , the
following constraints shall dictate the design of culverts :
•:• The design discharge for culverts shall be the 25-year rainfall event
unless under a residential street in the secondary drainage system .
Then the 10-year rainfall event will be the design storm .
•:• Maximum headwater elevation shall be one foot less than the top of
curb elevation .
•:• Maximum overflow into the street shall be 2 feet in depth from the
lowest point in the roadway profile . Overflow shall not exceed design
conditions for street drainage .
•:• The maximum allowable discharge into channels are as follows :
~ Natural channel or seeded cover at 6 .0 ft/sec .
~ Sodded cover at 8.0 ft/sec .
~ Impermeable surface at 15 ft/sec .
3.6 DETENTION
Detention shall be designed in accordance to the City of College Station 's
Drainage Policy and Design Standards . Unless otherwise stated , the
following constraints shall dictate the design of detention basins :
•:• Detention facilities shall have the capacity to contain the 100-year
rainfall event.
•:• Maximum detention basin 's side slope shall be 4 : 1 with vegetative
cover and 2 : 1 for non-vegetative cover.
•:• Bottom slopes of the detention basin with vegetative cover shall be at a
grade of 20 : 1 with low-flow pilot channels .
•:• Minimum of 0.5 feet of freeboard during the 100-year rainfall event.
•:• Detention facilities other than parking lots and rooftops shall have an
increased capacity of 10% to allow for sedimentation.
4.0 DRAINAGE SYSTEM MODELING
For all drainage system modeling , the volume of runoff will be calculated. The
drainage area calculations are summarized accordingly using the Rational
Method : (Q =CIA) where "Q" is the runoff in cubic feet/second , "C" is the runoff
coefficient, "I" is the storm intensity in inches/hour for each selected frequency ,
00 06 57-2969 Drainage Report.do c Final Drainage Report -9
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Hotel Co nferenc e Center
Drainage Improvem ents Municipal Developme nt Group
and "A" is the drainage area in acres . A m1mmum 10-minute time of
concentration for all calculations will be assumed . The selected frequencies will
be 2, 5, 10 , 25 , 50 , 100-year rainfall events .
4 .1 STREET DRAINAGE
Street flow calculations are aided by the program FlowMaster v. 5.7 by
Haestad Methods . Within this program basic geometry and characteristics
of a proposed or existing curb & gutter street can be defined . From this
information, Manning's formula is then used to calculate desired
parameters of the street.
4 .2 STORM SEWER INLETS
Storm sewer inlets are a part of the storm sewer system evaluation . As
mentioned above, this was done with the (TxDOT) hydraulic program
WinStorm v . 1.3 . Derivatives of Manning 's formula are used within this
program, pending on the geometry of the curb inlet and the condition of
flow , to size inlets accordingly to the permissible spread of water on the
street.
4 .3 STORM SEWER SYSTEMS
Storm sewer system are evaluated with (TxDOT) hydraulic program
WinStorm v. 1.3 . Within this program, basic geometry and characteristics
of a storm sewer system can be defined . This would include data such as
drainage basin calculations, type and configuration of several types of
inlet bo xes , and controlling factors of the conveyance system . From this
program critical information can be determined about the storm sewer
system .
4 .4 OPEN CHANNELS
Open channel hydraulic calculations are aided by the program FlowMaster
v. 5.7 by Haestad Methods. Within this program, basic geometry and
000657-2 969 Drain age Rep ort .doc Final Drainage Report -10
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Hot el Conference Center
Dra in a ge Impro ve m ents Muni ci pal Development Group
characteristics of a proposed or existing channel can be defined . From thi s
information, Manning 's formula is then used to calculate des ired
parameters of the open channel.
4 .5 CUL VER TS
Culverts are evaluated one of two ways :
Short, singular culverts are calculated with the Texas Department of
Transportation (TxDOT) hydraulic program Culverts v . 1.0 . Within this
program, basic geometry and characteristics of a culvert can be defined .
This would included data such as tailwater, geometry, and entrance/exit
losses . For each culvert investigations will be made in order to det ermine
w hether it is inlet or outlet controlled .
For longer more complex culvert with bends and grade transitions the
program StormCad v. 1.0 by Haestad Methods will be used .
4 .6 DETENTION
Detention requirements are determined by graphical means . Tabulations of
the pre-development and the post-development hydrographs of the
drainage areas are provided . The hydrographs are based on the standard
SCS unit hydrograph with time to peak discharge set to equal the time of
concentration and the total base time set at 3 . 00 times the time of
concentration .
5.0 EXISTING DRAINAGE CONDITIONS
The upstream drainage basin for the Hotel Conference Center site consisted of
three existing and independent drainage systems . The first is along the southeast
side of Holleman Dr. It consist of a series of storm sewer lines and curb inlet s
that collect runoff which discharges into the Wolf Pen Creek. The next system is
along the west side of Dartmouth St . It collects runoff from the Troy Subdi v ision
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Hote l Co nferen ce Center
Dra in a ge Improvem ents Muni cipal Development Group
and Manuel Dr and discharges runoff through existing storm sewer under
Dartmouth and into the Wolf Pen Creek lake . The last system is a smaller portion
of Dartmouth that collects a small amount of surface runoff and discharges into
the existing box culvert under the intersection of the two streets . Below in each
section the existing storm sewer systems were analyzed for current performance .
5 .1 STORM SEWER INLETS
Below is a summary of the existing curb inlets and existing conditions
during a 10-year rainfall event. The 100-year rainfall event was also
analyzed , but is not summarized in this report . For information on this
storm event refer to calculation reports in Appendi x A -"E xisting
H ydraulic Computations".
TABLE #1-EXISTING CURB INLETS (10-YEAR)
CURB MAX. OIFF. PONDlNG TOTAL INLET
CURB
l.D.
A1
A2
A3
A4
AS
A6
A7
A9
A10
A14
A15
FLOWLINE HGL (FL-HGL) WlDTH DEPTH Q CAPACITY
(ft) (ft) (ft) (ft) (ft) (cfs (cfs)
EXISTING HOLLEMAN DR. SYSTEM
296 .700 294.241 2.459 18.153 0.46 30 .188
290 .890 287 .779 3.111 16 .657 0.42 23 .873
291.460 289 .065 2 .395 11 .185 0 .28 8.072
281.000 279.045 1.955 18 .114 0 .46 26.610
279 .040 276 .819 2 .221 14 .059 0.36 13 .397
273 .700 271 .014 2 .686 13 .114 0.33 11 .100
273.460 271.770 1.690 13 .074 0.33 11 .040
270.190 267 .089 3.101 13 .350 0.34 7.713
270 .040 266 .600 3.440 9 .649 0.25 3 .175
EXISTING DARTMOUTH ST. SYSTEM #1
270.050 268 .249 1.801 8.704 0.22 6 .029
EXISTING DARTMOUTH ST. SYSTEM #2
267.590 264.394 3 .196 8.350 0.21 3.793
~ All of the existing curb inlets on the Holleman Dr. system are
undersized and therefore have a high carryover Q to the next
downstream inlet. This is primaril y evident on the upstream
portion . By the time runoff gets to the last few curb openings the
16 .953
14 .940
3.376
13 .788
11.037
9.744
9.710
6 .727
3.175
35 .014
35 .014
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Hotel Co nference Cent er
Drainage Improvements Mu nici pa l Developm ent Group
curb inlet system has "caught up " and is properly draining the
street.
Several of the curb inlets for the Hollman Dr system exceed the
maximum allowable ponding width for this classification of street.
Maximum poinding width is 8 ' on both sides to provided for a 24 '
clear lane down the middle of the street.
Both systems on Dartmouth street are functioning within design
criteria.
5.2 STORM SEWER SYSTEMS
Below is a summary of the existing storm sewer conveyance element s and
existing conditions durin g a 10-year rainfall event. The 100-year rainfall
event w as also analyzed , but is not summarized in this report . F o r
informat ion on this storm event refer to calculation reports in Appendi x A
-"E xisting Hydraulic Computations".
TABLE #2 -EXISTING STORM SEWER SYSTEM (
PIPE CONDUIT TOTAL
RUN S IZE GRADE VELOCITY Q
1.0 . (in) (%) (ft/sec) lcfs)
EXISTING HOLLEMAN DR. SYSTEM
1 21 3.113 12 .88 30 .188
2 24 1.499 9.86 30.188
3 24 1.696 12 .23 37.438
4 18 0.565 4 .76 8.072
5 30 2 .787 9.99 47.787
6 30 1.967 13 .07 64.094
7 33 1.205 11.11 64.271
8 18 1.131 6 .52 6 .344
9 36 0 .722 11.15 76.802
10 36 0 .891 9.72 137.480
EXISTING DARTMOUTH ST. SYSTEM #1
1 33 1.446 7.73 45.892
2 24 3.669 9.18 23.200
3 24 1.053 8.43 23 .200
4 24 5.671 8.95 23.200
5 18 4.844 14 .91 23.200
EXISTING DARTMOUTH ST. SYSTEM #2
1 24 0 .780 1.21 3.793
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Hotel Conferen ce Center
Drainage Impro vements Muni ci pal Development Group
All of the three systems were analyzed under inlet control.
Therefore, the outlet tailwater is either surcharged or equal to the
soffit elevation . For the Holleman Dr system the outlet is
surcharged and the tailwater elevation is equal to the creek level at
either the 10-year or 100-year rainfall event. For both of the
Dartmouth St systems the tailwater elevation is equal to the soffit.
The storm sewer system along Holleman Dr is currently operating
within the City of College Station design constrains and criteria,
but they are surcharged .
Both Dartmouth St. systems are operating within the City of
College Station design constrains and criteria.
6.0 CONCLUDED DRAINAGE IMPROVEMENTS
The proposed drainage system for the Hotel Conference Center project consist of
the same three drainage system , but somewhat rerouted to direct runoff to
Dartmouth instead of Holleman Dr.
6 .1 STORM SEWER INLETS
Below is a summary of the existing and proposed curb inlets and proposed
conditions during a 10-year rainfall event . The 100-year rainfall event
was also analyzed, but is not summarized in this report. For information
on this storm event refer to calculation reports in Appendix B -"Proposed
Hydraulic Computations".
000657-2969 Drainage Report.do c Final Drainage Report -14
Hot el Conference Center
Drainage Improvements
TABLE #3-EXISTING & PROPOSED INLETS (10-YEAR)
Muni ci pa l Development Group
INLET MAX. DIFF. PONllNG TOTAL INLET
INLET FLOWLINE HGL (FL-HGL) WIDTH DEPTH Q CAPACITY
1.0 . ' (ft) (ft) (ft) (ft) ~:. (ft) ;_t Ccfs (cfs)
PROPOSED HOLLEMAN DR. SYSTEM
A1 296.700 294.241 2.4S9 18 .1S3 0.46 30 .188 16.9S3
A2 290.890 287.779 3.111 16 .6S7 0.42 23 .873 14 .940
A3 291.460 289.0GS 2 .39S 11 .18S 0 .28 8.072 3 .376
A4 281.000 279.04S 1.9SS 18 .114 0.46 26 .610 13 .788
AS 279.040 276.819 2 .221 14.0S9 0 .36 13.397 11 .037
A6 273.700 271 .014 2 .686 13 .114 0 .33 11 .100 9 .744
A7 273.460 271 .770 1.690 13 .074 0 .33 11 .040 9.710
A9 270.190 266.917 3 .273 13 .3SO 0.34 7 .713 6 .727
A10 270.040 266.600 3.440 9 .649 0 .2S 3.17S 3.17S
81 280.720 277.164 3.S56 N/A 0 .37 11.073 17.463
82 277.330 277.637 -0.307 NIA 0 .33 7 .610 14 .188
PROPOSED DARTMOUTH ST. SYSTEM #1
A12 286.160 282.4S2 3.708 NIA 0.38 12 .761 18 .629
A14 270 .0SO 268 .737 1.313 8.704 0 .26 6 .029 3S .014
AB 277 .800 272.1S4 S.646 NIA 0 .76 46.922 2S.103
C1 272 .2SO 269.849 2 .401 NIA 0 .32 6 .697 13.097
C2 274 .030 270.323 3 .707 N/A 0 .28 8.039 6 .7S8
C3 273 .370 270.6S7 2 .713 NIA 0 .3S 9.S79 6 .822
cs 272 .670 270.91S 1.7SS NIA 0 .3S 11.S30 19 .646
C7 276.420 271 .382 S.038 NIA 0 .28 S.792 4.4SS
C9 278 .BSO 273 .862 4 .988 N/A 0 .19 1.821 1.398
C 11 279 .000 274 .347 4 .6S3 N/A 0 .17 8.S97 5.546
PROPOSED DARTMOUTH ST. SYSTEM #2
A15 267.590 264.380 3 .210 NIA 0 .12 7.491 13 .097
D1 269.420 264 .895 4 .525 9 .350 0 .35 2 .018 35 .014
6 .2 STORM SEWER SYSTEMS
Below is a summary of the proposed storm sewer conveyance elements
and proposed conditions during a 10-year rainfall event. The 100-year
rainfall event was also analyzed, but is not summarized in this report . For
information on this storm event refer to calculation reports in Appendix B
-"Proposed Hydraulic Computations".
000657-2969 Drainage Report .doc Final Drainage Re port -15
Hot el Conference Center
Drainag e Improvements Municipal Development Group
TABLE #4-PROP. STORM SEWER (10-YEAR)
PIPE CONDUIT T OTAL
RUN SIZE GRADE VELOCITY Q
l.D. (in) (%) (ft/sec) Ccfs)
PROPOSED HOLLEMAN DR. SYSTEM
1 21 3.113 12 .88 30 .188
2 24 1.499 9.86 30 .188
3 24 1.696 12.23 37 .438
4 18 0.565 4 .76 8.072
5 30 2 .787 9.99 47 .787
6 30 1.967 13 .07 64 .094
7 18 0 .397 4 .31 7.610
8 24 0.406 5.87 18 .426
9 33 1.121 14 .21 82 .255
10 12 0.583 2 .93 2 .042
11 33 1.314 14 .39 83.298
12 12 3.061 10.69 7 .120
13 18 1.131 6 .52 6 .344
14 36 0.722 14 .20 97.772
15 12 1.840 7 .19 2 .740
16 2-36 0.891 7.83 110.749
PROPOSED DARTMOUTH ST . SYSTEM #1
1 2-33 1.446 10 .92 129.697
2 24 3 .669 7 .39 23 .200
3 24 1.053 8.43 23 .200
4 24 5 .671 8.95 23 .200
5 18 4 .844 14.91 23 .200
6 48 0 .250 8.34 102.078
7 48 0 .250 6.65 81.463
8 48 0.250 6 .30 75 .835
9 12 0 .751 4 .49 1.928
10 48 0.250 5.81 68 .258
11 12 0.969 5.60 2 .674
12 42 0.600 7 .15 59 .981
13 42 0.600 7.87 56 .121
14 12 2 .891 7.84 3.215
15 18 0.600 5.24 7.713
16 18 0.642 4 .08 6 .004
17 24 2.583 7.16 19.879
18 18 2 .762 10 .79 12.761
PROPOSED DARTMOUTH ST . SYSTEM #2
1 24 0 .780 3.53 11.093
2 18 1.501 5.20 9.184
3 12 1.640 3.23 1.985
000657-2969 Drainage Report .doc Fina l Drainage Report -16
Hotel Co nferen ce Ce nter
Drainage Improvem ent s
6 .3 DETETNION FACILITIES
Municipal Development Group
The policy of the City of College Station is to encourage the rapid
conveyance of stormwater through and out of the city within the primary
system as stated on page 8, paragraph 3 of the cities Drainage Policy &
Design Standards. This site is on the primary system of Wolf Pen Creek.
Therefore, no runoff will be detained on the proposed site and the post-
development runoff from the site will be directed to Wolf Pen Creek. This
is done in order to keep from stacking peaks of the primary creek and the
discharge of runoff off of the site.
Justification of no detention to this site was made by the comparison of
time of concentration, (Tc). The approximated Tc of.Wolf Pen Creek, to
the proposed site, is 3 8 minutes . This Tc assumed an average velocity of
4 .0 ft/sec and 9,000 ft of travel to the project site . The minimum Tc of the
site allowed without detention is 10 minutes. With detention, the Tc of the
site increases to approximately 20 minutes . Therefore, detention on-site
would increase the overall peak of Wolf Pen Creek.
000 65 7-2969 Drainage Report .do c Final Drainage Report -17
APPENDIX A
EXISTING HYDRAULIC COMPUTATION
000657-2969 Drainage Report.doc
DESCRIPTION
APPENDIX A
TABLE OF CONTENTS
PAGE NO.
Existing Holleman Dr. System .................................................................................... A-1
Existing Dartmouth St. System #1 ............................................................................... A-2
Existing Dartmouth St. System #2 ............................................................................... A-3
000657-2969 Drainage Report.doc
General Project Information
Control:
Section:
Job:
Project:
County:
Description:
Design Frequency:
Analysis Frequency:
1
657
2969
Conference Center
Brazos
Existing Holleman Dr. System
10
100
20-Nov-98
Current File: l :\PROJECTS\600\2969 -H-l \2969EXHD .STM
Outlet Identification: A 10
Design Tailwater: 266 .6
Analysis Tailwater: 270 .06
Metric Input: No
Metric Output: No
Junction Loss Computation: Yes
I
Runoff Control Data 20-N ov-9
Runoff Coefficient "C": 0 .9
Runoff Coefficient Description: Business Areas
Runoff Coefficient "C": 0 .5
Runoff Coefficient Description: Re sidential
Runoff Coefficient "C": 0 .65
Runoff Coefficient Description: Industrial
Runoff Coefficient "C": 0 .25
Runoff Coefficient Description: Unimproved Areas
Runoff Coefficient "C": 0 .3
Runoff Coefficient Description: Landscaped Areas
Runoff Coefficient "C": 0 .95
Runoff Coefficient Description: Streets & Parking Areas
Minimum Time of Concentration: 10
Intensity "e" Value: 0
Intensity "b" Value: 0
Intensity "d" Value: 0
Drainage Area Data 20-Nov-98
Drainage Drainage Time of Supplied Composite Composite Subarea Drainage Area
Area Area Concentration Discharge Runoff Drainage Subarea 1 Subarea 2 Subarea 3 Subarea 4 Subarea 5 Subarea 6 Identification Description Coefficient Area
Al Sub -Area 10.00 0.00 0 .3 7 9.50 0.00 0 .00 0.00 0.00 8 .50 1.00
AIO Sub-Area 10.00 0.00 0 .77 0 .28 0 .00 0 .00 0 .00 0.00 0.08 0 .20
A2 Sub-Area 10.00 0 .00 0.56 2.2 l 0 .00 0 .00 0 .00 0.31 1.00 0 .90
A3 Sub-Area 10.00 0 .00 0.80 l.17 0 .00 0 .00 0 .00 0.00 0 .27 0 .90
A4 Sub-Area 10.00 0 .00 0 .47 4.37 0 .00 0 .00 0 .00 2.17 0 .90 1.30
AS Sub-Area 10.00 0 .00 0 .25 0 .27 0 .00 0 .00 0 .00 0 .27 0 .00 0.00
A6 Sub-Area 10.00 0.00 0 .27 3.72 0 .00 0 .00 0 .00 3.60 0 .00 0 .12
A7 Sub -Area 10 .00 0 .00 0 .83 0 .89 0 .00 0 .00 0.00 0 .00 0.17 0 .72
A8 Sub-Area 10.00 0 .00 0 .42 17 .25 0 .00 11.79 0 .00 5.47 0.00 0 .00
A9 Sub-Area 10.00 0 .00 0 .34 2.16 0 .00 0.00 0 .00 1.89 0.00 0 .28
1
Inlet and Junction Data 20-Nov-98
Critical Inlet Grate Default Junction
Inlet ID Inlet Description Inlet Type Elevation Length Area Soffit Type
Elevation
Al Existing Inl et Curb on Grade 296 .70 15 .00 0 .00 0 .00 None
AIO Existing Inlet Curb on Grade 270 .04 12 .00 0 .00 0 .00 None
A2 Existing Inlet Curb on Grade 290 .89 15.00 0 .00 0 .00 None
A3 Existing Inlet Curb on Grade 291.46 5 .00 0 .00 0 .00 None
A4 Existing F .D . Inlet Cur b on Grade 281.00 12 .00 0 .00 0.00 None
A5 Existing Inlet Curb on Grade 279 .04 15 .00 0 .00 0 .00 None
A6 Existing Inlet Curb on Grade 273 .70 15 .00 0 .00 0.00 None
A7 Existing Inlet Curb on Grade 273.46 15 .00 0 .00 0 .00 None
A8 nlet for Ditch sectio Junction/Manhole 0 .00 0 .00 0 .00 0 .00 None
A9 None Curb on Grade 270 .19 10 .00 0 .00 0 .00 None
JI Junction Box Junction/Manhole 0 .00 0 .00 0 .00 0 .00 None
J2 Junction Box Junction/Manhole 0 .00 0.00 0 .00 0 .00 None
1
Inlet Gutter and Carryover Data 20-Nov-98
Inlet ID Longitudinal Transverse Transverse Di stance Ponded Ponded N gutter Percent Carry Over To Allowable
Gutter Slope Gutter Gutter for Slope Width Depth value Di scharge Identification Carryover
Slope Slope 2 for Sags
Al 1.83% 2 .54% 0.00% 0 .00 I l.50 0.00 0.014 0 .00% A2 10
AIO 0 .63% 2.54% 0 .00% 0 .00 11.50 0.00 0 .014 0.00%
A2 1.83% 2.54% 0.00% 0.00 11.50 0.00 0 .014 0 .00% A4 10
A3 1.83% 2 .54% 0 .00% 0.00 ll.50 0.00 0 .014 0 .00% A7 10
A4 1.44% 2 .54% 0 .00% 0 .00 l l.50 0 .00 0 .014 0.00% A5 10
A5 1.44% 2.54% 0.00% 0.00 11.50 0.00 0 .014 0 .00% A6 10
A6 1.44% 2.54% 0.00% 0 .00 11.50 0 .00 0.014 0 .00% A9 10
A7 1.44% 2.54% 0 .00% 0 .00 11.50 0 .00 0.014 0.00% A 10 10
A9 0 .63% 2.54% 0.00% 0 .00 11.50 0 .00 0 .014 0 .00%
I
Conveyance Data 20-Nov-98
Pipe Run Nodes Soffit Elevation Shape Rise Span Number of Length N Value or
Identification Upstream Downstream Upstream Downstream Barrels Material
Al Jl 294 .3 5 2 93 .51 Circular 1.75 2 27 Concrete
2 JI J2 293 .51 289 .08 Circular 2 2 295 .5 Concrete
3 12 A2 289 .08 288 .6 9 Circular 2 2 1 23 Concrete
4 A3 12 289 .21 289.0 8 Circular 1.5 2 1 23 Concrete
5 A2 A4 288 .74 279.2 Circular 2 .5 2 1 342 .49 Concrete
6 A4 A5 279 .2 276 .84 Circular 2 .5 2 120 Concrete
7 A5 A6 276 .99 271.85 Circular 2.75 2 1 426 .51 Concrete
8 A7 A6 272.46 271.94 Circular 1.5 2 46 Concrete
9 A6 A9 271.2 267 .64 Circular 3 2 1 493 .34 Concrete
10 A9 A 10 266 .75 266 .34 Circular 3 2 2 46 Concrete
11 A8 A9 267 266 .75 Ditch 4 5 4 1 Concrete
1
l
2969EXHD.out
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 1
JOB CONTROL 1
JOB SECTION 657
JOB NUMBER 2969
: CONFERENCE CENTER
10 Year
100 Year
PROJECT DESCRIPTION
DESIGN FREQUENCY
ANALYSYS FREQUENCY
MEASUREMENT UNITS: Input ENGLISH Output
Runoff Computations
I.D. C Value Area Tc Tc Used
(acres) (min) (min)
A 1 0 .36 8 9. 4 96 10.00 10.00
-LANDSCAPE D AREAS0 .300 8.500
-STREETS & PARKING AREAS0.950 0.996
A 2 0 .558 2 .208 10.00 10.00
-UNIMPROVED AREAS 0 .25 0 0.308
-LANDSCAPE D AREAS 0 .3 00 1.000
-STREETS & PARKING AREAS0.950 0.900
A 3 0 .80 2 1 .1 66 10.00 10.00
-LANDSCAPE D AREAS0.300 0.266
-STREETS & PARKING AREAS0.950 0.900
A 4 0.469 4.369 10.00 10.00
-UNIMPROVED AREAS0.250 2 .16 9
-LANDSCAPED AREAS0.300 0.900
-STREETS & PARKING AREAS0.950 1.300
A 5 0 .250 0 .266 10.00 10.00
-UNIMPROVED AREAS0.250 0.266
A 6 0.272 3.716 10.00 10.00
-UNIMPROVE D AREAS 0 .250 3.59 7
-STREETS & PARKING AREAS0.95 0 0.119
A 7 0 .826 0.88 9 10.00 10.00
-LANDSCAPE D AREAS0.300 0.169
-STREETS & PARKING AREAS0.950 0.720
A 8 0 .421 17.253 10.00 10.00
Page 1
Fri Nov 20 11 :47:23 1998
ENGLISH
Intensity Supply Q Total Q
(in/hr) (cfs) (cfs)
8.635 0 .00 0 30.188
8.635 0.000 10.638
8.635 0 .0 00 8.072
8.635 0.000 17.677
8.635 0.000 0 .57 4
8.635 0.000 8.741
8.635 0.000 6 .344
8.635 0.000 62.684
2969EXHD.out
-RESIDENTIAL0.500 11.786
-UNIMPROVED AREAS0.250 5.467
A 9 0.340 2.164 10.00 10.00 8.635 0.000 6.358
-UNIMPROVED AREAS0.250 1. 885
-STREETS & PARKING AREAS0.950 0.279
A 10 0 . 76 6 0.2 79 10.00 10.00 8.635 0.000 1.845
-LANDSCAPED AREAS0.300 0 .079
-STREETS & PARKING AREAS0.950 0 .200
------------------------------------------------------------------------------
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WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 2
Fri Nov 20 11:47:24 1998
------------------------------------------------------------------------------
On-Grade Inlet Configuration Data
------------------------------------------------------------------------------
Inlet
I.D.
Inlet
T y pe
Inlet Slopes
Length Long. Trans.
(f t) (%) (%)
Gutter Grate Pond Width Critical
n Depr. Length Type Allowed Elev .
(ft) (ft) (ft)
------------------------------------------------------------------------------
A 1 CURB 15.000 1. 83 2.54 0.014 0.330 n/a n/a 11. 500 296.7 0 0
A 2 CURB 15.000 1. 83 2.54 0.014 0.330 n/a n/a 11. 500 290.890
A 3 CURB 5.000 1. 83 2.54 0.014 0.330 n/a n/a 11.500 291.460
A 4 CURB 1 2 .00 0 1. 44 2.54 0.014 0.330 n/a n/a 11.500 281. 000
A 5 CURB 15.00 0 1. 44 2.54 0.014 0.330 n/a n/a 11.500 279.040
A 6 CU RB 15.000 1. 44 2.54 0.014 0.330 n/a n/a 11. 500 273.700
A 7 CURB 15.0 00 1. 44 2.54 0.014 0.330 n/a n/a 11. 500 273.460
A 9 CURB 10.0 00 0.63 2.54 0.014 0.330 n/a n/a 11. 500 270.190
A 1 0 CURB 12.000 0.63 2.54 0.014 0.330 n/a n/a 11.500 270.040
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WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 3
Fri Nov 20 11:47:24 1998
On-Grade Inlet Computation Data
------------------------------------------------------------------------------
Inlet Inlet Total Inlet Total To Required Actual Ponded
I. D. Type Q Capac i ty Carryover Inlet Length Length Width
(cfs) (cfs) (cfs) (ft) (ft) (ft)
------------------------------------------------------------------------------
A 1 CURB 30.188 16.953 13.235 A 2 40.815 15.000 18.153
A 2 CURB 23.873 14.940 8.933 A 4 35.647 15.000 16.657
A 3 CURB 8.072 3.376 4.696 A 7 19.240 5.000 11.185
A 4 CURB 26.610 13.788 12.823 A 5 35.990 12.000 18.114
A 5 CURB 13.397 11. 037 2.360 A 6 24.236 15.000 14.059
A 6 CURB 11.1 0 0 9.744 1. 356 A 9 21.770 15.000 13.114
Page 2
2969EXHD.out
A 7 CU RB
A 9 CU RB
A 1 0 CURB
11.0 4 0
7.71 3
3.17S
9.710
6.727
3.17S
1. 330
0.9B7
0.000
A 10 21.693
14.6BS
B.964
lS.000
10.000
12.000
13.074
13.3S O
9.649
0
Win Storm TxDOT STORM DRAIN DESIGN
Cumulative Junction Discharge Computations
Node
I. D.
Al
J l
A2
J 2
A3
A4
AS
A6
A7
AB
A9
0
Weighted
C-Value
0 .3 6B
0 .36 B
0.440
0 .416
O .B02
0 .447
0 .4 44
0 .431
O.B26
0 .42 1
0 .422
Cumulative
Drainage Area
(acres)
9. 4 9 6
9.496
12.B70
10.66 2
1.166
17 .2 39
17.S OS
22.110
O.BB9
17.2 S3
41.S 2 7
Cumulative
Tc
(min)
10.00
10.00
10.S7
10.S3
10.00
10.94
11.09
11.73
10.00
10.0 0
1 2 .47
WinStorm TxDOT STORM DRAIN DESIGN
Version 1.3 September 1997 PAGE 4
Intensity
(in/hr)
B.63S
B.63S
B.43B
B.449
B.63S
B.313
B.26S
B.064
B.63S
B.63S
7.B47
Version 1. 3
Fri Nov 20 11:47:2 4 199B
Supplied
Discharge
(cfs)
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
September
Fri Nov 20
Total
Discharg e
(cfs)
30.lBB
30.lB B
47.7B7
37.43 B
B.07 2
64.094
64.2 71
76.B0 2
6.344
62.6B4
137.4B O
1997 PAGE S
11:47:2 4 199B
------------------------------------------------------------------------------
Con v e y an c e Configuration Data
------------------------------------------------------------------------------
Ru n Node I. D. Flow line Elev.
I. D . us DS us DS Shape # Span Rise Length Slope n
(ft) (ft) (ft) (%)
------------------------------------------------------------------------------
1 Al Jl 292.600 291. 760 Circ 1 n/a 1. 7SO 27.00 3.113 0.013
2 Jl J 2 291.SlO 2B7.0BO Circ 1 n/a 2.000 29S.SO 1.499 0 .013
3 J 2 A2 2B7.0BO 2B6.690 Circ 1 n/a 2.000 23.00 1.696 0.013
4 A3 J2 2B7.710 2B7.SBO Circ 1 n/a 1. soo 23.00 O.S6S 0.013 s A2 A4 2B6.240 276.700 Circ 1 n/a 2.SOO 342.49 2.7B7 0.013
6 A4 AS 276.700 2 74.340 Circ 1 n/a 2.SOO 120.00 1.967 0.013
7 AS A6 274.240 269.100 Circ 1 n/a 2.7SO 426.Sl 1. 20S 0.013
B A7 A6 270.96 0 270.440 Circ 1 n/a 1. soo 46.00 1.131 0 .01 3
9 A6 A9 26B.200 264.640 Circ 1 n/a 3.000 493.34 0.7 22 0 .01 3
1 0 A9 Al O 263.7SO 263.340 Circ 2 n/a 3.000 46.00 O.B91 0.013
11 AB A9 262.000 261. 7SO Ditch 1 S.920 S.000 1.002S.B20 0. 013
Page 3
2969EXHD.out
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Wi n Storm T x DOT STORM DRA IN DESIGN Version 1.3 September 1 9 97 PAGE 6
Fri Nov 20 11:47:2 4 1998
------------------------------------------------------------------------------
Conv e y a n c e Hy draulic Computa t ions
------------------------------------------------------------------------------
Hyd raulic Gr ade line Depth Velocity J une
Run us Elev DS El ev S lope Unif. Actual Unif. Actual Q Cap L os s
(%) (f t ) (ft ) (fps) (fps) (cfs) (cfs) (ft )
------------------------------------------------------------------------------
1 294 .24 1 293 .385 3.63 1. 641 1. 641 1 2 .89 1 2 .88 30.188 2 7.955 0 .000
2 293 .385 28 8 .9 55 1. 78 1. 875 1. 875 9.87 9.86 30.188 2 7.700 0 .000
3 2 8 8 .955 287.779 2 .74 1. 875 1. 875 1 2 .2 4 12.2 3 37.438 2 9.46 0 0 .000
4 2 8 9 .065 288 .955 0.59 1. 261 1.375 5.09 4.76 8.07 2 7.897 0 .0 00
5 28 7.77 9 27 9.045 1. 36 1. 53 9 2 .345 15.08 9.99 47.787 68.47 0 0 .0 00
6 2 7 9 .0 4 5 2 7 6 .8 1 9 2 .4 4 2 .345 2 .479 13.40 13.0 7 64.0 94 5 7 .5 27 0 .000
7 276 .819 27 1.0 14 1. 4 8 2 .57 9 2 .579 11.11 11.11 64.2 71 58 .0 6 0 0 .000
8 27 1.770 27 1.0 14 0 .36 0.810 0.810 6.5 2 6.5 2 6.3 44 11.1 69 0 .000
9 27 1.014 267 .089 1. 3 3 2 .814 2.8 14 11.15 11.15 76.8 0 2 56.66 0 0 .000
10 267 .089 266 .60 0 1. 0 6 2 .814 3.000 9.98 9.7 2 137.480 1 2 5.9 41 0 .000
1 1 267 .089 267 .089 0 .0 0 0.733 0.733 2 8.6 2 28.6 2 6 2 .684 6 2 .684 0 .0 0 0
DISC HARGE F REQUEN CY = 10 0 TAILWATER = 2 70.06
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WinS t o r m TxDO T STORM DRAIN DESIGN Version 1.3 September 1 9 97 PAGE 7
Fri No v 20 11:47:24 1 998
Ru nof f Compu tat ion s
I.D . C Valu e Area Tc Tc Used Intensity Suppl y Q Total Q
(ac r es) (min) (min) (in/hr) (cfs) (c fs )
A 1 0.3 6 8 9 .4 96 10.00 1 0 .00 8.635 0.000 3 0 .1 88
-LANDS CA PE D AREAS 0.300 8.500
-STREETS & PARKING AREAS0.950 0.996
A 2 0 .558 2 .2 0 8 10.00 10.00 8.635 0.000 1 0.638
-UN IMP ROVED ARE AS0 .2 50 0.308
-LAN DSCAPED AREA S0 .3 00 1. 000
Page 4
2 969EXHD.out
-STREETS & PARKING AREAS0.950 0.900
A 3 0.802 1.166 10.00 10.00 8.635 0.000 8.072
-LANDSCAPED AREAS 0.300 0.266
-STREETS & PARKIN G AREAS 0 .950 0.900
A 4 0.469 4.369 10.00 10.0 0 8.635 0.000 17.677
-UNIMPROVED AREAS0 .250 2.169
-LANDSCAPED AREAS0.300 0.900
-STREETS & PARKING AREAS0.950 1.300
A 5 0.250 0.266 10.00 10.00 8.635 0.000 0.574
-UNIMPROVED AREAS0.250 0.266
A 6 0.272 3.716 10.00 10.00 8.635 0.000 8.741
-UNIMPROVED AREAS0.250 3.597
-STREETS & PARKING AREAS0.950 0.119
A 7 0.826 0.889 10.00 10.00 8.635 0.000 6.344
-LANDSCAPED AREAS0.300 0.169
-STREETS & PARKING AREAS0.950 0.720
A 8 0.421 17.253 10.00 10.0 0 8.635 0.000 6 2 .684
-RESIDENTIAL0.50 0 11.786
-UNIMPROVED AREAS0 .250 5. 467
A 9 0.340 2.164 10.00 10.00 8.635 0.000 6.358
-UNIMPROVED AREAS0.250 1. 885
-STREETS & PARKING AREAS0.950 0.279
A 1 0 0.766 0 .279 10.00 10.0 0 8.635 0.000 1.845
-LANDSC APED AREAS 0 .300 0.079
-STREETS & PARKING AREAS0.950 0.200
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 8
On-Grade Inl et Configuration Data
Inlet
I. D.
A 1
A 2
A 3
A 4
I nl et
Type
CURB
CURB
CURB
CURB
Inlet Slopes
Length Long. Trans.
(ft) (%) (%)
15.00 0
15.00 0
5.000
1 2.000
1. 83
1. 83
1. 83
1. 44
2.54
2.54
2.54
2.54
Fri Nov 20 11:47:25 1998
Gutter Grate
n Depr. Length Type
(ft) (ft)
0.014 0.330 n/a
0.014 0.330 n/a
0.014 0.330 n/a
0.014 0.330 n/a
Page 5
n/a
n/a
n/a
n/a
Pond Width Critical
Allowed Elev.
(ft)
11.500
11.500
11.500
11. 500
296.700
290.890
291. 460
281.000
2969EXHD.out
A 5 CURB 15.0 00 1. 44 2.54 0.014 0.330 n/a n/a 11. 500 279.040
A 6 CURB 15.000 1. 44 2.54 0.014 0.330 n/a n/a 11.500 273.700
A 7 CURB 15.000 1. 44 2 .54 0.014 0.330 n/a n/a 11.500 273 .460
A 9 CURB 10.00 0 0.63 2.54 0.014 0.330 n/a n/a 11.500 270.190
A 10 CURB 12.0 00 0.63 2.54 0.014 0.330 n/a n/a 11. 500 270.040
0
WinStorm TxDOT STORM DRAIN DES IGN Vers ion 1.3 September 1997 PAGE 9
Fri Nov 20 11:47:25 1998
------------------------------------------------------------------------------
On-Grade Inlet Computation Data
------------------------------------------------------------------------------
Inlet Inlet Total Inlet Total To Required Actual Ponded
I. D. Type Q Capacity Carryover Inlet Length Length Width
(cfs) (cfs) (cfs) (ft) (ft) (ft)
------------------------------------------------------------------------------
A 1 CURB 30.188 16.953 13.235 A 2 40.815 15.000 18.153
A 2 CURB 23.873 14.940 8.933 A 4 35.647 15.000 16.657
A 3 CURB 8.072 3.376 4.696 A 7 19.240 5.000 11.185
A 4 CURB 26.610 13.78 8 12.823 A 5 35.990 12.000 18.114
A 5 CURB 13.397 11.037 2.360 A 6 24.23 6 15.000 14.05 9
A 6 CURB 11.100 9.744 1.356 A 9 21.770 15.000 13.114
A 7 CURB 11.040 9.710 1. 330 A 10 21.693 15.000 13.074
A 9 CURB 7.713 6.727 0.987 14.685 10.000 13.35 0
A 10 CURB 3.175 3.175 0.000 8.964 12.000 9.649
D
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 10
Fri Nov 20 11:47:25 1998
Cumulat ive Ju nction Discharge Computations
------------------------------------------------------------------------------
Node Weighted Cumulative Cumulative Supplied Total
I.D . C-Value Drainage Area Tc Intensity Discharge Discharge
(acres) (min) (in/hr) (cfs) (cfs )
------------------------------------------------------------------------------
Al 0.368 9.496 10.00 8. 635 0.000 30.188
Jl 0.368 9.496 10.00 8.635 0.000 30.188
A2 0.440 12.870 10.57 8.438 0.000 47.787
J2 0.41 6 10.662 10 .5 3 8.449 0.000 37.438
A3 0.802 1.166 10.00 8.635 0.000 8.07 2
A4 0.447 17 .239 10.94 8.313 0.000 64.094
AS 0 .444 17.505 11. 09 8.265 0.000 64.271
A6 0.431 22.110 11.73 8.064 0.000 76.80 2
A7 0 .82 6 0.889 10.00 8.635 0.000 6.344
AS 0.421 17.253 10.00 8.635 0.000 62.684
A9 0 .4 22 41.527 12.47 7.847 0.000 137.480
Page 6
2969EXHD.out
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 11
Fri Nov 20 11:47:2S 1998
Conveyance Co nf iguration Data
------------------------------------------------------------------------------
Run Node I. D. Flow line Elev.
I.D. us DS us DS Shape # Span Rise Length Slope n
(ft) (ft) (ft) (%)
------------------------------------------------------------------------------
1 Al Jl 292.600 2 91.760 Circ 1 n/a l.7SO 2 7.00 3.113 0.013
2 Jl J 2 291.SlO 287.080 Circ 1 n/a 2.000 29S.SO 1. 499 0 .013
3 J 2 A2 287.080 2 86.690 Circ 1 n/a 2.000 23.00 1. 696 0.013
4 A3 J2 287.710 287.SBO Circ 1 n/a 1. 500 23.00 O.S6S 0.0 1 3
s A2 A4 286.240 276.700 Circ 1 n/a 2.SOO 342.49 2.787 0.013
6 A4 AS 2 76.700 274.340 Circ 1 n/a 2 .SOO 120.00 1.967 0 .01 3
7 AS A 6 2 74.240 269 .100 Circ 1 n/a 2 .7SO 426.51 1. 20S 0.0 1 3
8 A7 A6 270 .960 2 70.440 Circ 1 n/a 1. soo 46.00 1.1 31 0.013
9 A6 A9 268.200 26 4.640 Circ 1 n/a 3.000 493.34 0.7 22 0 .013
10 A9 AlO 263.7SO 263 .340 Circ 2 n/a 3.000 46.00 0.891 0.013
11 AB A 9 266 .260 266 .010 Ditch 1 S.920 0.740 1.0025.820 0 . 013
0
WinStorm T xDOT STORM DRAIN DESIGN Version 1. 3 September 1997 PAGE 12
Fri No v 20 11:47:2S 1998
Conveyance Hydraulic Computations
------------------------------------------------------------------------------
Hy dra ul ic Grade line Depth Velocity June
Run us Elev DS Elev Slope Unif. Actual Unif. Actual Q Cap Loss
(%) (ft) (ft) (fps) (fps) (cfs ) (cfs) (f t )
------------------------------------------------------------------------------
1 297.84 2 296.862 3.63 1.641 l.7SO 12.89 1 2 .S5 30.188 2 7.9S S 0 .0 00
2 296.862 291.600 1. 78 l .87S 2 .000 9.87 9 .61 30.188 27 .7 00 0.000
3 291 .600 290 .970 2 .74 1. 87S 2 .00 0 1 2 .24 11. 92 37.438 29 .4 60 0 .00 0
4 291.73S 291 .600 O.S 9 1. 26 1 1. soo S.09 4.S7 8.07 2 7.897 0 .00 0
s 290.970 286 .32 0 1. 36 1. S39 2.SOO lS.08 9.74 47.787 68.470 0.000
6 286 .3 20 283.390 2 .44 2.34S 2.SOO 13.40 13.06 64.094 S7.S27 0.000
7 283.390 277.09 1 1. 48 2 .579 2.750 11.11 10.82 64.271 SB.060 0.000
8 277 .2 SB 2 77.091 0.36 0 .810 l.SO O 6.S2 3.S9 6.344 11.169 0 .00 0
9 277.091 270 .S49 1. 33 2 .8 14 3.000 11.15 10.87 76.80 2 56.660 0.000
10 270.S49 270.06 0 1. 06 2 .814 3.000 9 .98 9.72 137.480 125.941 0 .000
11 270.794 27 0 .549 24 .S7 0.733 0.733 28.62 28.6 2 62.684 62.684 0 .000
------------------------------------------------------------------------------
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 1 3
Page 7
2969EXHD .out
Fri Nov 20 11:47 :2S 1998
Computation Messages
*Warning: Ponded width e x ceeds allowable width at inlet
*Warning: Capa city of gr ade in let id Al exceed e d.
*Warning: Ponded width exceeds allowable width at inlet
*Warning : Capacity of grade inlet id A2 exce eded .
*Warning : Capacity of grade inlet id A3 exceeded.
*Warning: Ponded width exceeds allowable width at inlet
*Warning: Capacity of grade inlet id A4 exceeded .
*Warning: Ponded width exceeds allowable width at inlet
*Warning: Capacit y of grade inlet id AS exceeded.
*Warning : Ponded width exceeds allowable width at inlet
*Warning: Capacity of grade inlet id A6 exceeded .
*Warning: Pond ed width exceeds allowable width at inlet
*Warning: Capacity of grade inlet id A7 exceeded .
*Warning: Ponded width exceeds allowable width at inlet
*Warning: Capacity of grade inlet id A9 exceeded .
id
id
id
id
id
id
id
Al.
A2 .
A4.
AS.
A6.
A7 .
A9 .
*Warning: Discharge decreased downstream Junction Jl -previous intensity used
*Warning: Decreasing Conduit Size -Downstream Run 10 was adjusted.
*Computation: Run 1 -Insufficient Capacity
*Computation: Run 2 -Insufficient Capacity
*Computation: Run 3 -Insufficient Capacity
*Computation: Run 4 -Insufficient Capacity
*Computa tion : Run 6 -In sufficient Capacity
*Computation: Run 7 -Insufficient Capacity
*Computa tion: Run 9 -Insufficient Capacity
*Computation: Run 1 0 -Insufficient Capacity
*Warning: Ponded width exceeds allowable width at inlet
*Warning: Capacity of grade inlet id Al exceeded.
*Warning: Ponded width exceeds allowable width at inlet
*Warning : Ca pacity of grade inlet id A2 exceeded.
*Wa rning: Capacit y of grade inlet id A3 exceeded.
*Warning: Ponded width exceeds allowable width at inlet
*Warning: Capacity of grade inlet id A4 exceeded .
*Warning: Ponded width exceeds allowable width at inlet
*Warning: Capacity of grade inlet id AS exceeded .
*Warning: Ponded width exceeds allowable width at inlet
*Warning: Capacity of grade inlet id A6 exceeded.
*Warning: Ponded width exceeds allowable width at inlet
*Warning: Capacity of gra de in le t id A7 exceeded.
*Warning: Pond ed width exceeds allowable widt h at inlet
*Warning: Capacit y of grade inlet id A9 exceeded .
id Al.
id A2.
id A4.
id AS.
id A6 .
id A7.
id A9.
*Warning: Discharge decreased downstream Junction Jl -previous intensity used
*Warning: Run -1 0 -Upstream Hydraulic Gradeline = 270 .55 -Exceeds Critical
Elevation = 2 70.19
*Warning: Run -9 -Upstream Hydraulic Gradeline
l evation = 2 73.7 0
*Warning: Run -7 -Upstream Hydraulic Gradeline
Page 8
277.09 Exceeds Critical E
28 3 .39 Exceeds Critical E
2969EXHD.out
levation = 2 79.04
*Warning: Run -8 Upstream Hydraulic Gradeline 27 7.26 -Exc eeds Cr itical E
levation = 2 73.4 6
*Warning: Run -6 Upstream Hydraulic Gradeline 286.32 -Excee ds Critical E
levation = 281.00
*Warning: Run -5 -Upstream Hydraulic Gradeline 290.97 -Excee ds Critical E
levati on = 290 .89
*W arning: Run -4 -Upstream Hydraulic Gradeline 291.74 -Excee ds Critical E
levation = 291.46
*Warning: Run -1 -Upstream Hydraulic Gradeline 297 .84 -Exceeds Critical E
levation = 296.70
*Computation : Run 1 -Insufficient Capacit y
*Computation: Run 2 -Insufficient Capacity
*C omputation : Run 3 -Insufficient Capacity
*Computation: Run 4 -Insufficient Capacity
*Computation: Run 5 -Pipe Flowing Full
*Computation : Ru n 6 -Insufficient Capacit y
*Comp uta tion : Run 7 -Insufficient Capacit y
*Computation : Run 8 -Pipe Flowing Full
*Computation: Run 9 Insufficient Capacity
*Computation: Run 10 -Insufficient Capacity
NORMAL Completion of WinStorm.
Page 9
General Project Information
Control:
Section:
Job:
Project:
County:
Description:
Design Frequency:
Analysis Frequency:
1
657
2969
Conference Center
Brazos
Existing Dartmouth St. System # 1
10
100
21-Nov-98
Current File: I :\PROJECTS\600\2969-H-l \2969EXD 1.STM
Outlet Identification: Jl
Design Tailwater: 267 .76
Analysis Tailwater: 267 .76
Metric Input: No
Metric Output: No
Junction Loss Computation: No
1
Runoff Control Data 2 1-Nov-9
Runoff Coefficient "C": 0.9
Runoff Coefficient Description: Business Area
Runoff Coefficient "C": 0.5
Runoff Coefficient Description: Residential
Runoff Coefficient "C": 0 .65
Runoff Coefficient Description: Industrial
Runoff Coefficient "C": 0 .25
Runoff Coefficient Description: Unimproved Area
Runoff Coefficient "C": 0 .3
Runoff Coefficient Description: Landscaped Area
Runoff Coefficient "C": 0 .95
Runoff Coefficient Description: Street & Parking Area
Minimum Time of Concentration: 10
Intensity "e" Value: 0
Intensity "b" Value: 0
Intensity "d" Value: 0
--
Drainage Area Data 21-Nov-98
Drainage Drainage Time of Supplied Composite Composite Subarea Drainage Area
Area Area Concentration Discharge Runoff Drainage Subarea 1 Subarea 2 Subarea 3 Subarea 4 Subarea 5 Subarea 6 Identification Description Coefficient Area
A12 Sub-Area 14 .00 0 .00 0 .38 6 .23 0.00 2 .50 0 .00 3.48 0 .00 0 .25
Al3 TROY Subdivisio 0 .00 23 .20 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00
Al4 Sub-Area 10 .00 0 .00 0 .95 0 .74 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00
1
--
Inlet and Junction Data 21-Nov-98
Critical Inlet Grate Default Junction
Inlet ID Inlet Desc ription Inlet Type Elevation Length Area Soffit Type
Elevation
Al2 Existing Creek Junction/Manhole 0 .00 0 .00 0 .00 0 .00 None
Al3 Existing Inlet Junction/Manhole 0 .00 0 .00 0 .00 0 .00 None
Al4 Existing Inlet Curb at Sag 270 .0 5 15 .00 0 .00 0 .00 None
Jl Inlet/Outlet Junction/Manhole 269 .71 0 .00 0 .00 0 .00 None
J2 Existing J .B . Junction/Manhole 272 .00 0 .00 0 .00 0 .00 None
J3 Existing J.B . Junction/Manhole 278 .00 0 .00 0 .00 0 .00 None
J4 Existing J.B . Junction/Manhole 288 .00 0 .00 0 .00 0 .00 None
1
Inlet Gutter and Carryover Data 2 1-Nov-98
Inlet ID Longitudinal Transverse Transverse Distance Ponded Ponded N gutter Percent Carry Over To Allowable
Gutter Slope Gutter Gutter for Slope Width Depth value Discharge Identification Carryover
Slope Slope 2 for Sags
Al4 1.00% 2 .54 % 0 .00 % 0 .00 12 .00 0 .00 0 .014 50.00%
Al4 1.00% 2 .54 % 0 .00% 0 .00 12 .00 0 .00 0 .014 50.00%
1
Conveyance Data 21-Nov-98
Pipe Run Nodes Soffit Elevation Shape Rise Span Number of Length N Value or
Identification Upstream Downstream Upstream Downstream Barrels Material
A 14 JI 268 .7 267 .76 Circular 2 .75 2 1 65 Concrete
2 12 A 14 269 .85 268 .75 Circular 2 2 1 30 Concrete
3 13 J2 272 .68 270.89 Circular 2 2 1 170 Concrete
4 14 J3 284 .5 272 .78 Circular 2 2 1 207 Concrete
5 A 13 J4 289 .5 286 .5 Circular 1.5 2 1 62 Concrete
6 A 12 A 14 268 .5 268 .4 Circular 2 .75 2 2 10 Concrete
2969EXD1.out
WinStorm TxDOT STORM DRAIN DESIGN
JOB CONTROL 1
JOB SECTION 657
JOB NUMB ER 296 9
: CONFERE NCE CENTER
10 Ye ar
10 0 Year
Version 1.3 September 1997 PAGE 1
Sat Nov 21 19:31:28 1998
PROJECT DESCRIPTION
DESIGN FREQUENCY
ANALYSYS FREQUENCY
MEASUREMENT UNITS: Input ENGLISH Output ENGLISH
Runoff Computations
I.D. C Value Area Tc Tc Used Intensity Supply Q Total Q
(acres) (min) (min) (in/hr) (cfs) (cfs)
A 1 2 0 .378 6.230 14.00 14.00 7.437 0.000 17.532
-RESIDENTIAL 0 .500 2.500
-UNIMPROVED AREA0.250 3.480
-STREET & PARKING AREA0.950 0.250
A 13 0 .000 0.000 0.00 0.00 0.000 23.200 23.2 00
A 14 0 .950 0.735 10.00 10.00 8.635 0.000 6.0 2 9
0
WinStorm Tx DOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 2
Sat Nov 21 19:31:28 1998
Sag Inlet Configuration Data
Inlet
I.D.
Inlet
Type
Length/ Grate Left
Perim. Area Long
Slope Right Slope
Trans Long Trans
Gutter Depth
n Depr. Allow
(ft) (ft)
Critical
Elev.
(ft) (sf) (%) (%) (%) (%)
A 14 CURB 15.000 n /a 1.00 2.54 1.00 2 .54 0.014 0.330 0.500 270.050
0
WinStorm -TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 3
Sat Nov 21 19:31:28 1998
Page 1
I
I
Sag Inlet Computation Data
Inl e t In let
I.D. Type
A 14 CURB
Length/ Grate
Pe rim . Area
(ft) (sf)
15.00 0 n /a
Total
Q
(cfs)
6.02 9
2969EXD1.out
Inlet Total
Capacity Head
(cfs) (ft)
35 .0 14 0 .257
Ponded Widths
Left Right
(ft) (ft)
8 .704 8.704
I o
I
I
I
I
WinStorm TxDOT STORM DRAIN DESIGN
Cumu l ative J u nc t ion Di scharge Computations
Nod e
I. D .
J 2
J 3
J4
Al 2
Al3
Al4
0
Weighted
C-Va lue
0 .000
0 .000
0 .000
0 .3 7 8
0 .000
0 .439
Cumulative
Drainage Area
(acres)
0.00 0
0 .00 0
0 .00 0
6.230
0.0 00
6.9 65
WinS t orm Tx DOT STORM DRAIN
Con vey an ce Co nfiguration Data
Cumulative
Tc
(min)
10.00
10.00
10.0 0
14.00
0.00
14.04
DESIGN
Flowline Elev.
Version 1.3 September 1997 PAGE 4
Intensity
(in/hr)
8.635
8.635
8.635
7.437
0.000
7.4 2 6
Version 1.3
Sat Nov 21 19:31:2 8 199 8
Supplied
Discharge
(cfs)
2 3.200
23.200
23.200
0.000
23.2 00
23.200
Total
Discharge
(cfs)
2 3.20 0
2 3.20 0
23 .200
17.53 2
23 .200
45.8 92
Septemb e r 19 9 7 PAGE 5
Sat Nov 2 1 19:31:28 1 99 8
Run
I. D .
Nod e I.D.
US DS US DS Shape # Span
(ft)
Rise
(ft)
Length
(ft)
Slope
(%)
n
1 Al4 Jl 265.950 265.010 Circ 1 n/a 2.750 65.00 1. 446 0.0 1 3
2 J 2 Al4 267.850 266.750 Circ 1 n/a 2.000 30.00 3.669 0.0 13
3 J 3 J 2 270.680 268.890 Circ 1 n/a 2.000 170.00 1. 053 0.0 13
4 J4 J3 282.5 00 2 70 .7 8 0 Circ 1 n/a 2.000 207.00 5.67 1 0 .0 13
5 Al3 J4 288 .0 00 2 85.00 0 Ci rc 1 n/a 1. 500 62.00 4.844 0 .0 13
6 Al2 Al4 2 65.750 265.65 0 Ci r c 2 n/a 2.750 10.00 1.00 0 0 .013
0
Win Storm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 6
Sat Nov 21 19:31:2 8 1 99 8
Page 2
2969EXD1.out
Conveyance Hydraulic Computations
------------------------------------------------------------------------------
Hydraulic Grade line Depth Velocity June
Run us Elev DS Elev Slope Unif. Actual Unif. Actual Q Cap Loss
(%) (ft) (ft) (fps) (fps) (cfs) (cfs) (ft)
I ------------------------------------------------------------------------------
1 268.249 267.7 60 0.7 5 1.730 2.750 11.67 7.73 45. 8 92 63.603 0.000
2 268.892 268.249 1. 05 1.042 1.499 14.01 9.18 23.200 43.333 0.000
I 3 272.317 268.892 1. 05 1.637 1.637 8.43 8.43 23 .200 23.214 0.000
4 283.417 272.317 1. 05 0.917 1. 537 16.49 8.95 23.200 53.872 0.000
5 289.235 283.417 4.88 1. 235 1. 235 14.90 14.91 23.200 23.120 0.000
6 268.252 268 .249 0.03 1. 090 2.599 4.00 1. 51 17.532 105.776 0.000
DISCHARGE FREQUENCY = 100 TAILWATER = 267.76
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 7
Sat Nov 21 19:31:28 1998
Runoff Computations
I.D. C Value Area Tc Tc Used Intensity Supply Q Total Q
(acres) (min) (min) (in/hr) (cfs) (cfs)
A 12 0.3 78 6.230 14.00 14.00 7.437 0.000 17.532
-RESIDENTIAL 0.500 2.500
-UNIMPROVED AREA0 .250 3.480
-STREET & PARKING AREA0.950 0.250
A 13 0.000 0.000 0.00 0.00 0.000 23.200 23.200
A 14 0.950 0.735 10.00 10.00 8.635 0.000 6.0 29
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 8
Sat Nov 21 19:31:28 1998
Sag Inlet Configurati on Data
Page 3
I
I
I
I
I
I
2969EXD1.out
Inlet Inlet Length/ Grate Left Slope Right Slope Gutter Depth Critical
I. D. Type Pe rim. Area Long Trans Long Trans n Depr. Allow Elev.
(ft) (sf) (%) (%) (%) (%) (ft) (ft)
------------------------------------------------------------------------------
A 14 CURB 15.000 n/a 1.00 2.54 1.00 2.54 0.014 0 .330 0.500 270.050
D
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 9
Sag Inlet Computation Data
Inlet Inle t
I.D. Type
A 14 CURB
D
Length/ Grate
Perim. Area
(ft ) (sf)
15.0 00 n/a
Total
Q
(cfs)
6 .029
Inlet Total
Capacity Head
(cfs) (ft)
35 .014 0.257
Sat Nov 21 19:31:28 1998
Ponded Widths
Left Right
(ft) (ft)
8.704 8.704
WinS torm TxDOT STORM DRAIN DESIGN Version 1 .3 September 1997 PAGE 10
Cumulative Junction Discharge Computations
Node
I.D.
D
J 2
J3
J4
A12
Al3
A14
Weighted
C-Value
0 .000
0 .000
0 .000
0 .378
0 .000
0.439
Cumulative
Drainage Area
(acres)
0 .000
0.000
0 .000
6 .230
0.000
6 .965
Cumulative
Tc
(min)
10.00
10.00
10.00
14.00
0.00
14.04
WinStorm TxDOT STORM DRAIN DESIGN
Conveyance Configuration Data
Flowline Elev.
Intensity
(in/hr)
8.635
8.635
8.635
7.437
0.000
7.426
Sat Nov 21 19:31:29 1998
Supplied
Discharge
(cfs)
23 .200
23 .200
23.200
0.000
23.200
23.200
Total
Discharge
(cfs)
23.200
23.200
23.200
17.53 2
23.200
45.892
Version 1 .3 September 1997 PAGE 11
Sat Nov 21 19:31:29 1998
Run
I.D.
Node I .D.
US DS US DS Shape # Span
(ft )
Rise
(ft)
Length
(ft)
Slope
(%)
n
Page 4
f
I
I
2969EXD1.out
1 A14 Jl 265.950 265.010 Circ 1 n/a 2.750 65.00 1. 446 0.013
2 J2 A14 267.850 266.750 Circ 1 n/a 2.000 30.00 3.669 0.013
3 J3 J2 2 70 .680 268.890 Circ 1 n/a 2.000 170.00 1. 053 0.013
4 J4 J3 282 .5 00 270.780 Circ 1 n/a 2.000 207.00 5.671 0 .013
5 A1 3 J4 288 .. 000 285.000 Circ 1 n/a 1. 500 62.00 4.844 0.013
6 Al 2 A14 265.750 265. 650 Circ 2 n/a 2.750 10.00 1.000 0.013
0
WinStorm T x DO T STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 12
Sat Nov 21 19:31:29 1998
Conveyance Hydraulic Computations
------------------------------------------------------------------------------
Hydraulic Grade line Depth Velocity June
Run us Elev DS Elev Slope Unif. Actual Unif. Actual Q Cap Loss
(%) (ft) (ft) (fps) (fps ) (cfs) (cfs) (ft)
------------------------------------------------------------------------------
1 268 .2 49 267 .76 0 0.75 1. 730 2.750 11. 67 7.73 45.892 63.603 0.000
2 268 .892 268 .249 1. 05 1. 042 1. 499 14.01 9.18 23.200 43.3 33 0 .000
3 272.317 268.892 1. 05 1.637 1.637 8.43 8.43 23.200 23.214 0 .000
4 283 .4 17 272.317 1. 05 0.917 1. 537 16.49 8.95 23.200 53.87 2 0 .000
5 289.235 283.417 4.88 1. 235 1. 23 5 14.90 14.91 23.200 23 .1 20 0 .000
6 268.252 268 .249 0.03 1. 090 2.599 4.00 1. 51 17.53 2 105.776 0.000
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 13
Sat Nov 2 1 19:31:29 1998
Computation Messages
*Comp utat i on: Run 1 -Pipe Flowing Full
*Comp utat ion : Ru n 5 -Insufficient Capacity
*Computation : Run 1 -Pipe Flowing Full
*Computation: Run 5 -Insufficient Capacit y
NORMAL Comple tion of WinStorm.
Page 5
General Project Information
Control:
Section:
Job:
Project:
County:
Description:
Design Frequency:
Analysis Frequency:
I
657
2969
Conference Center
Brazos
Existing Dartmouth St. System #2
10
100
20-Nov-98
Current File: I :\PROJECTS\600\2969-H-l \2969EXD2 . STM
Outlet Identification: JI
Design Tailwater: 264 .38
Analysis Tailwater: 264 .38
Metric Input: No
Metric Output: No
Junction Loss Computation: Yes
1
Runoff Control Data
Runoff Coefficient "C":
Runoff Coefficient Description:
Runoff Coefficient "C":
Runoff Coefficient Description:
Runoff Coefficient "C":
Runoff Coefficient Description:
Runoff Coefficient "C":
Runoff Coefficient Description:
Runoff Coefficient "C":
Runoff Coefficient Description:
Runoff Coefficient "C":
Runoff Coefficient Description:
Minimum Time of Concentration:
Intensity "e" Value:
Intensity "b" Value:
Intensity "d" Value:
0 .9
Business Areas
0 .5
Residential
0 .65
Industrial
0 .25
Unimproved Areas
0 .3
Landscaped Areas
0 .95
Streets & Parking Areas
10
0
0
0
20-Nov-9
Drainage Area Data
Drainage
Area
Drainage
Area
Identification Description
Al5 Sub-Area
Time of Supplied
Concentration Discharge
10.00 0 .00
Composite
Runoff
Coefficient
0.43
Composite
Drainage
Area
1.02
20-Nov-98
Subarea Drainage Area
Subarea 1 Subarea 2 Subarea 3 Subarea 4 Subarea 5 Subarea 6
0 .00 0 .00 0 .00 0 .75 0 .00 0 .27
1
Inlet and Junction Data 20-Nov-98
Critical Inlet Grate Default Junction
Inlet ID Inlet Description Inlet Type Elevation Length Area Soffit
Elevation
Type
Al5 Existing Inlet Curb at Sag 267 .59 15 .00 0 .00 0 .00 None
Jl e into Main St ructu Junction/Manhole 0.00 0.00 0 .00 0.00 None
1
Inlet Gutter and Carryover Data 20-Nov-98
Inlet ID Longitudinal Transverse Transverse Distance Ponded Ponded N gutter Percent Carry Over To Allowable
Gutter Slope Gutter Gutter for Slope Width Depth value Discharge Identification Carryover
Slope Slope 2 for Sags
Al5 0 .50% 2.54% 0 .00% 0.00 12 .00 0 .00 0 .014 50 .00%
Al5 0 .50% 2.54% 0 .00% 0 .00 12 .00 0 .00 0 .014 50 .00%
I
Conveyance Data
Nodes Soffit Elevation Pipe Run
Identification Upstream Downstream Upstream Downstream
A 15 JI 264 .39 264
Shape
Circular
Rise Span
2 2
20-Nov-98
Number of
Barrels
Length
50
N Value or
Material
Concrete
2969EXD2.out
WinStorm TxD OT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 1
JOB CONTROL 1
JOB SECTION 657
JOB NUMBER 2969
: CONFERENCE CENTER
10 Year
100 Year
Fri Nov 20 14:14:57 1998
PROJECT DESCRIPTION
DESIGN FREQUENCY
ANALYSYS FREQUENCY
MEASUREMENT UNITS: Input ENGLISH Output ENGLISH
Runoff Computations
I.D. C Value Area Tc Tc Used Intensity Supply Q Total Q
(acres) (min) (min) (in/hr) (cfs) (cfs )
A 15 0 .433 1.015 10.00 10.0 0 8.635 0.000 3.793
-UNIMPROVED AREAS0.250 0.750
-STREETS & PARKING AREAS0.950 0.265
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 2
Sag Inlet Configuration Data
Inlet
I. D.
Inlet
Type
Leng th/ Grate Left
Perim. Area Long
(ft) (sf) (%)
Slope Right Slope
Trans Long Trans
(%) (%) (%)
Fri Nov 20 14:14:57 1998
Gutter Depth
n Depr. Allow
(ft) (ft)
Critical
Elev.
A 15 CURB 15.000 n/a 0.50 2.54 0.50 2.54 0.014 0.330 0.500 267.590
0
Win Storm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 3
Sag Inlet Computation Data
Inlet Inlet
I.D. Type
Length/ Grate
Perim. Area
(ft) (sf)
Total
Q
(cfs)
Inlet Total
Capacity Head
(cfs) (ft)
Page 1
Fri Nov 20 14:14:57 1998
Ponded Widths
Left Right
(ft) (ft)
2969EXD2.out
------------------------------------------------------------------------------
A 15 CURB 15.000 n/a 3.793 35.014 0.189 8.350 8.350
------------------------------------------------------------------------------
0
WinStorm TxD OT STORM DRA IN DESIGN Version 1.3 September 1997 PAGE 4
Fri Nov 20 14:14:57 1998
------------------------------------------------------------------------------
Cumulative Junction Discharge Computations
Node
I.D.
Al5
0
Weighted
C-Value
0 .433
Cumulative
Drainage Area
(acres)
1.015
Cumulative
Tc
(min)
10.00
WinStorm TxDOT STORM DRAIN DESIGN
Conveyance Configuration Data
Flowline Elev.
Intensity
(in/hr )
8.635
Supplied
Discharge
(cfs)
0.000
Total
Discharge
(cfs)
3.793
Version 1.3 September 1997 PAGE 5
Fri Nov 20 14:14:57 1998
Run
I. D.
Node I.D.
US DS US DS Shape # Span
(ft)
Rise
(ft)
Length
(ft)
Slope
(%)
n
1 Al5 Jl 262.390 262.000 Circ 1 n/a 2.000 50.00 0.780 0 .013
0
Win Storm TxDOT STORM DRAIN DESIGN
Conveyance Hydraulic Computations
Run
Hyd rauli c Grade l ine
US Elev DS Elev Slope
(%)
Depth
Unif. Actual
(ft) (ft)
1 264 .3 94 264 .380 0.03 0 .5 91 2.000
Version 1.3 September 1997 PAGE 6
Fri Nov 20 14:14:57 1998
Velocity
Unif. Actual
(fps) (fps)
4.88 1.21
Q
(cfs)
Cap
(cfs)
June
Loss
(ft)
3.793 19.980 0.000
DISCHARGE FREQUENCY = 100 TAILWATER = 264.38
Page 2
2969EXD2.out
0
Win Storm Tx DOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 7
Fri Nov 20 14:14:57 1998
Runoff Computations
I. D. C Value Area Tc Tc Used Intensity Supply Q Total Q
(acres) (min) (min) (in/hr) (cfs) (cfs)
A 15 0 .433 1.015 10.00 10.00 8.635 0.000 3.793
-UNIMPROVE D AREAS0.250 0.750
-STREETS & PARKING AREAS0.950 0.265
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 8
Fri Nov 20 14:14:57 1998
Sag Inlet Configuratio n Data
Inlet
I. D.
Inlet
Type
A 15 CURB
0
WinStorm
Length/ Grate Left
Perim. Area Long
(ft) (sf) (%)
Slope Right Slope
Trans Long Trans
(%) (%) (%)
Gutter Depth
n Depr. Allow
(ft) (ft)
Critical
Elev.
15.000 n/a 0.50 2.54 0.50 2.54 0.014 0.330 0.500 267.590
TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 9
Fri Nov 20 14:14:57 1998
Sag Inlet Computation Data
Inlet Inlet
I.D. Type
A 15 CURB
0
WinStorm
Length/ Grate
Perim. Area
(ft) (sf)
15.000 n/a
Total
Q
(cfs)
3.793
Inlet Total
Capacity Head
(cfs) (ft)
35.014 0.189
Ponded Widths
Left Right
(ft) (ft)
8.350 8.350
TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 10
Fri Nov 20 14:14:57 1998
Page 3
2969EXD2 .out
Cumulative Junction Discharge Computations
Node
I.D.
A15
0
Wei gh ted
C-Value
0.433
Cumulative
Drainage Area
(a c res )
1. 015
Cumulative
Tc
(min)
1 0.00
WinStorm TxDOT STORM DRAIN DESIGN
Conveyance Configuration Data
Flowline Elev .
Inten s ity
(in/hr)
8 .635
Supplied
Discharge
(cfs)
0.000
Total
Discharge
(cfs)
3.793
Version 1 .3 September 1997 PAGE 11
Fri Nov 20 14:14:57 1998
Run
I.D.
Nod e I.D.
US DS US DS Shape # Span
(ft)
Rise
(ft)
Length
(ft)
Slope
(%)
n
1 A15 Jl 262.390 262 .000 Circ 1 n/a 2 .000 50.00 0.780 0.013
0
WinStorm TxDOT STORM DRAIN DESIGN
Conveyance Hydraulic Computations
Run
Hydraulic Gradeline
US Elev DS Elev Slope
(%)
Depth
Unif. Actual
(ft) (ft)
1 264 .394 264.380 0.03 0 .591 2.000
0
WinStorm TxDOT STORM DRAIN DESIGN
Computation Messages
*Computation : Run 1 -Pipe Flowing Full
*Computation: Run = 1 -Pipe Flowing Full
NORMAL Completion of WinStorm .
Page 4
Version 1.3 September 1997 PAGE 1 2
Fri Nov 20 14:14:57 1998
Velocity
Unif. Actual
(fps) (fps)
4.88 1.21
Q
(cfs)
Cap
(cfs)
June
Loss
(ft )
3 .793 19 .980 0.000
Version 1.3 September 1997 PAGE 13
Fri Nov 20 14:14:57 1998
APPENDIXB
PROPOSED HYDRAULIC COMPUTATION
000657-2969 Drainage Report.doc
DESCRIP TION
APPENDIXB
TABLE OF CONTENTS
PAGE NO.
Proposed H oll e man Dr. Sy stem ................................................................................... B -1
Proposed D artmouth St. System #1 ............................................................................. B-2
Proposed Dartmouth St. System #2 ............................................................................. B -3
000657-2969 Drainage Report .doc
General Project Information 20-Nov-98
Control:
Section:
Job:
Project:
County:
Description:
Design Frequency:
Analysis Frequency:
Current File:
Outlet Identification:
Design Tailwater:
Analysis Tailwater:
Metric Input:
Metric Output:
I
657
2969
Conference Center
Brazos
Proposed Holleman Dr. System
10
100
I :\PROJECTS\600\2969-H-l\2969PRHD .STM
A 10
266.6
270 .06
No
No
Junction Loss Computation: Yes
1
Runoff Control Data 20-N ov-9
Runoff Coefficient "C": 0 .9
Runoff Coefficient Description: Business Areas
Runoff Coefficient "C": 0 .5
Runoff Coefficient Description: Residential
Runoff Coefficient "C": 0 .65
Runoff Coefficient Description: Industrial
Runoff Coefficient "C": 0 .25
Runoff Coefficient Description: Unimproved Areas
Runoff Coefficient "C": 0 .3
Runoff Coefficient Description: Landscaped Areas
Runoff Coefficient "C": 0 .95
Runoff Coefficient Description: Streets & Parking Areas
Minimum Time of Concentration: 10
Intensity "e" Value: 0
Intensity "b" Value: 0
Intensity "d" Value: 0
Drainage Area Data 20-Nov-98 Drainage Drainage Time of Supplied Composite Composite Subarea Drainage Area Area Area Concentration Discharge Runoff Drainage Subarea 1 Subarea 2 Subarea 3 Subarea 4 Subarea 5 Subarea 6 Identification Description Coefficient Area Al Sub-Area 10.00 0.00 0.37 9.SO 0.00 0.00 0.00 0.00 8.SO 1.00 AlO Sub-Area 10.00 0.00 0.77 0.28 0.00 0.00 0.00 0.00 0.08 0.20 A2 Sub-Area 10.00 0.00 O.S6 2.21 0.00 0.00 0.00 0.31 1.00 0.90 A3 Sub-Area 10.00 0.00 0.80 1.17 0.00 0.00 0.00 0.00 0.27 0.90 A4 Sub-Area 10.00 0.00 0.47 4.37 0.00 0.00 0.00 2.17 0.90 1.30 AS Modified Sub-Are 10.00 0.00 0.88 0.09 0.00 0.00 0.00 0.00 0.01 0.08 A6 Modified Sub-Are 10.00 0.00 0.81 0.38 0.00 0.00 0.00 0.00 0.08 0.30 A7 Sub Area 10.00 0.00 0.83 0.89 0.00 0.00 0.00 0.00 0.17 0.72 A9 Modified Sub-Are 10.00 0.00 0.79 2.01 0.00 0.00 0.00 0.00 0.50 1.51 Bl Proposed Sub-Are 10.00 0.00 0.76 1.69 0.00 0.00 0.00 0.00 0.50 1.19 B2 Proposed Sub-Are 10.00 0.00 0.89 0.99 0.00 0.00 0.00 0.00 0.09 0.90 B3 Proposed Sub-Are 10.00 0.00 0.95 0.25 0.00 0.00 0.00 0.00 0.00 0.25 B4 Proposed Sub-Are 10.00 0.00 0.95 0.87 0.00 0.00 0.00 0.00 0.00 0.00 BS Proposed Sub-Are 10.00 0.00 0.95 0.33 0.00 0.00 0.00 0.00 0.00 0.00 1
-
Inlet and Junction Data 20-Nov-98
Critical Inlet Grate Default Junction
Inlet ID Inlet Description Inlet Type Elevation Length Area Soffit Type
Elevation
Al Existing Inlet Curb on Grade 296 .70 15.00 0 .00 0 .00 None
AlO Existing Inlet Curb on Grade 270 .04 12 .00 0 .00 0 .00 None
A2 Existing Inlet Curb on Grade 290.89 15 .00 0 .00 0 .00 None
A3 Existing Inlet Curb on Grade 290 .94 5.00 0 .00 0 .00 None
A4 Existing F .D . Inlet Curb on Grade 281.00 12 .00 0 .00 0 .00 None
A5 Existing Inlet Curb on Grade 279 .04 15 .00 0 .00 0 .00 None
A6 Existing Inlet Curb on Grade 273 .70 15.00 0 .00 0.00 None
A7 Existing Inlet Curb on Grade 273 .46 15 .00 0 .00 0 .00 None
A9 None Curb on Grade 270. I 9 10.00 0.00 0.00 None
Bl Proposed Inlet Grate at Sag 0 .00 0 .00 6 .60 0 .00 None
B2 Proposed Inlet Grate at Sag 0 .00 0 .00 4 .90 0 .00 None
B3 Proposed Inlet Junction/Manhole 0 .00 0 .00 0 .00 0 .00 None
B4 Proposed Inlet Junction/Manhole 0 .00 0 .00 0 .00 0 .00 None
B5 Proposed Inlet Junction/Manhole 0 .00 0 .00 1.00 0 .00 None
JI Junction Box Junction/Manhole 297 .3 7 0 .00 0 .00 0 .00 None
I
Critical Inlet Grate Default Junction
Inlet ID Inlet Description Inlet Type Elevation Length Area Soffit Type
Elevation
J2 Junction Box Junction/Manhole 291.96 0 .00 0 .00 0 .00 None
JB] None Junction/Manhole 0 .00 0 .00 0.00 0 .00 None
2
Inlet Gutter and Carryover Data 20-Nov-98
Inlet ID Longitudina1 Transverse Transverse Distance Ponded Ponded N gutter Percent Carry Over To Allowable
Gutter Slope Gutter Gutter for Slope Width Depth value Discharge Identification Carryover
Slope Slope 2 for Sags
Al l.83% 2.54% 0 .00% 0 .00 11.50 0 .00 0 .014 0.00% A2 IO
AIO 0 .63% 2.54% 0 .00% 0 .00 11.50 0 .00 0.014 0.00%
A2 1.8 3% 2.54% 0.00% 0 .00 11.50 0 .00 0 .014 0 .00% A4 IO
A3 1.8 3% 2 .54% 0 .00% 0 .00 11.50 0.00 0 .014 0 .00% A7 IO
A4 1.44% 2 .54% 0.00% 0 .00 11.50 0 .00 0 .014 0 .00% A5 10
A5 1.44% 2.54% 0.00% 0 .00 11.50 0 .00 0 .014 0 .00% A6 IO
A6 1.44% 2.54% 0 .00% 0 .00 11.50 0 .00 0 .014 0.00% A9 IO
A7 1.44% 2.54% 0 .00% 0.00 11.50 0 .00 0 .014 0 .00% A 10 10
A9 0 .63% 2.54% 0 .00% 0 .00 11.50 0 .00 0.014 0 .00%
Bl 0 .50% 0 .50% 0 .00% 0 .00 12.00 0 .00 0.014 50 .00%
Bl 4 .00% 0 .50% 0 .00% 0 .00 12 .00 0 .00 0 .014 50 .00%
B2 0 .50% 3 .71% 0 .00% 0.00 12 .00 0.00 0 .014 50 .00%
B2 5 .95% 0 .52% 0 .00% 0 .00 12 .00 0 .00 0 .014 50 .00%
I
Conveyance Data 20-No v-98
Pipe Run Nodes Soffit Elevation Shape Rise Span Number of Length N Value or
Identification Upstream Downstream Upstream Downstream Barrels Material
A l JI 294 .35 29 3.5 1 Circu lar 1.75 2 27 Concrete
2 JI J2 293 .51 289 .0 8 Circular 2 2 295 .5 Concrete
3 J2 A2 289 .08 288 .6 9 Circular 2 2 23 Concrete
4 A3 J2 289 .21 289.08 Circular 1.5 2 1 23 Concrete
5 A2 A4 288 .74 279 .2 Circular 2.5 2 34 2 .49 Concrete
6 A4 A5 279 .2 276 .84 Circular 2 .5 2 1 120 Concrete
7 B2 Bl 276 .508 276 .151 Circular 1.5 2 90 Concrete
8 Bl A5 276 .551 276 .34 Circular 2 2 1 52 Concrete
9 A5 JBl 276 .99 274 .3 Circular 2 .75 2 1 240 Concrete
10 B 3 JBl 275 274 .3 Circular 2 1 120 Plastic
11 JBI A6 274 .3 271.85 Circular 2 .75 2 186 .5 Concrete
12 B4 A6 275 271.94 Circular 2 100 Plastic
13 A7 A6 272 .46 271.94 Circular 1.5 2 1 46 Concrete
14 A6 A9 271.2 267 .64 Circular 3 2 493 .34 Concrete
15 B5 A9 275 267 .64 Circular 2 1 400 Plastic
16 A9 A 10 266 .75 266 .34 Circular 3 2 2 46 Concrete
I
2969PRHD.out
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 1
JOB CONTROL 1
JOB SECTION 657
JOB NUMBER 2969
PROJECT DESCRIPTION : CONFERENCE CENTER
DESIGN FREQUENCY 10 Year
ANALYSYS FREQUENCY 100 Year
Fri Nov 20 13:49:51 1998
MEASUREMENT UNITS: Input ENGLISH Output ENGLISH
Runoff Computations
I.D. C Value Area Tc Tc Used Intensity Supply Q Total Q
(acres) (min) (min) (in/hr) (cfs) (cfs)
A 1 0 .36 8 9 .4 96 10.00 10.00 8.635 0.000 30.188
-LANDSCAPED AREAS0.300 8.500
-STREETS & PARKING AREAS0.950 0.996
B 1 0 .75 8 1.692 10.00 10.00 8.635 0.000 11. 07 3
-LANDSCAPED AREAS0.300 0.500
-STREETS & PARKING AREAS0.950 1.192
A 2 0 .558 2 .208 10.00 10.00 8.635 0.000 10.638
-UNIMPROVED AREAS0.250 0 .3 08
-LANDSCAPED AREAS0.300 1.000
-STREETS & PARKING AREAS0.950 0.900
B 2 0.892 0.988 10.00 10.00 8.635 0.000 7.610
-LANDSCAPED AREAS0.300 0.088
-STREETS & PARKING AREAS0.950 0.900
A 3 0.802 1.166 10.00 10.00 8.635 0.000 8.072
-LANDSCAPED AREAS0.300 0.266
-STREETS & PARKING AREAS0.950 0.900
B 3 0.950 0.249 10.00 10.00 8.635 0.000 2 .04 2
A 4 0.469 4.369 10.00 10.00 8.635 0.000 17.677
-UNIMPROVED AREAS0.250 2.169
-LANDSCAPED AREAS0.300 0.900
-STREETS & PARKING AREAS0.950 1.300
B 4 0.950 0.868 10.00 10.00 8.635 0.000 7.120
A 5 0.884 0.089 10.00 10.00 8.635 0 .0 00 0.680
Page 1
2969PRHD.out
-LANDSCAPED AREAS0.300 0.009
-STREETS & PARKING AREAS0.950 0.080
B 5 0.950 0 .3 34 10.0 0 1 0 .00 8 .635 0.000 2.74 0
A 6 0.808 0 .384 10.00 10.00 8 .635 0.000 2 .678
-LANDSCAPED AREAS0 .30 0 0 .084
-STREETS & PARKING AREAS0.950 0.300
A 7 0.826 0.889 10.00 10 .00 8 .635 0.000 6 .344
-LANDSCAPED AREAS0 .300 0 .169
-STREETS & PARKING AREAS0 .950 0.720
A 9 0.788 2 .008 10.00 10.00 8 .635 0 .000 13.665
-LANDSCAPED AREAS0.300 0.500
-STREETS & PARKING AREAS0.950 1 .508
A 1 0 0.766 0.279 10.00 10 .00 8.635 0.000 1.845
-LANDSCAPED AREAS0.300 0.079
-STREETS & PARKING AREAS0.950 0 .200
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 2
Fri Nov 20 13:49:5 2 1998
On-Grade I nlet Configuration Data
Inlet
I.D.
Inlet
Type
Inlet Slopes Gutter Grate Pond Width Critical
Length Long. Trans. n Depr . Length Type Allowed Elev.
(ft ) (%) (%) (ft) (ft) (ft)
A 1 CURB 15 .00 0 1. 83 2.54 0 .014 0 .330 n/a n/a 11.500 296.700
A 2 CURB 15.000 1. 83 2.54 0 .014 0 .330 n/a n/a 11 .500 290.890
A 3 CURB 5.0 0 0 1. 83 2 .54 0 .014 0 .330 n/a n/a 11.500 290.940
A 4 CURB 12.000 1. 44 2.54 0.014 0 .330 n/a n/a 11.500 281.0 0 0
A 5 CURB 15.000 1. 44 . 2 .54 0 .014 0.330 n/a n/a 11. 500 279.040
A 6 CURB 15.0 00 1.44 2.54 0 .014 0 .330 n/a n/a 11. 500 273.700
A 7 CURB 15.000 1. 44 2.54 0.014 0.330 n/a n/a 11. 500 273.460
A 9 CURB 10.00 0 0 .63 2 .54 0 .014 0.330 n/a n/a 11.500 270.190
A 10 CURB 12.000 0 .63 2.54 0 .014 0 .330 n/a n/a 11.500 270.040
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1 .3 September 1997 PAGE 3
Fri Nov 20 13:49 :52 1998
On -Grade Inlet Computation Data
Page 2
2969PRHD.out
------------------------------------------------------------------------------
Inlet Inlet Total Inlet Total To Required Actual Ponded
I. D. Type Q Capacity Carryover Inlet Length Length Width
(c fs) (cfs) (cfs) (ft) (ft) (ft )
------------------------------------------------------------------------------
A 1 CURB 30.188 1 6.953 13.235 A 2 40.815 15.000 18.153
A 2 CURB 23.87 3 1 4 .94 0 8.933 A 4 35.647 15.000 16.657
A 3 CURB 8.072 3. 3 7 6 4.6 96 A 7 19.240 5.000 11.185
A 4 CURB 26.610 13.788 12.823 A 5 35.990 12.000 18.114
A 5 CURB 13.502 11.093 2.409 A 6 24.344 15.000 14.098
A 6 CURB 5.087 5.087 0.000 A 9 14.098 15.000 9.846
A 7 CURB 11.040 9.710 1. 330 A 10 21. 693 15.000 13.074
A 9 CURB 13.665 9.602 4.063 20.397 10.000 16.500
A 10 CURB 3.175 3.175 0.000 8.964 12.000 9.649
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1. 3 September 1997 PAGE 4
Fri Nov 20 13:49:5 2 1998
Sag Inlet Configuration Data
Inlet
I.D.
Inlet
T y p e
Length/ Grate Left
Perim. Area Long
(f t ) (sf) (%)
Slope Right Slope
Trans Long Trans
(%) (%) (%)
Gutter Depth
n Depr. Allow
(ft) (ft)
Critical
Elev .
B 1
e
GRATE 16.000 6.600 4.00 0.50 0.50 0.50 0.014 n/a 0.500 No Valu
B 2
e
GRATE 13.000 4.900 5.95 0.52 0.50 3.71 0.014 n/a 0.500 No Valu
0
WinStorm Tx DOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 5
Fri Nov 20 13:49:5 2 1998
Sag Inlet Computation Data
Inlet Inlet Length/ Grate Total Inlet Total Ponded Widths
I. D. Type Pe rim. Area Q Capacity Head Left Right
(ft ) (sf) (cfs) (cfs) (ft) (ft) (ft)
----~-------------------------------------------------------------------------
B 1 GRATE 16.000 6.600 11.073 17.463 0.369 22.500 33.300
B 2 GRATE 13.000 4.900 7.610 14.188 0.330 17.846 8.615
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 6
Fri Nov 20 13:49:5 2 1998
Page 3
2969PRHD.out
Cumulative Junction Discharge Computations
Node
I. D.
JO
Al
Bl
Jl
A2
B2
J2
A3
B3
A4
B4
AS
BS
JS
A6
A7
A9
0
Weighted
C-Value
O.S 03
0.368
0.807
0.368
0.440
0. 892
0.416
0 .8 02
0.950
0 .447
0.9SO
0 . 497
0 .9SO
0 .000
0 .538
0 .8 2 6
0 .564
Cumulative
Drainage Area
(acres)
20.2S7
9 .4 96
2 .6 80
9.496
12.870
0.988
10.662
1.166
0.249
17.239
0.868
20.008
0.334
0.000
22.398
0.889
24.740
Cumulative
Tc
(min)
11. 37
10.00
10.34
10.00
10.S7
10.00
10.S3
10.00
10.00
10.94
10.00
11.09
10.00
0.00
11. S9
10.00
12.17
WinStorm TxDOT STORM DRAIN DESIGN
Intensity
(in/hr)
8.17S
8.63S
8.Sl6
8.63S
8.438
8.63S
8.449
8.63S
8.63S
8.313
8.63S
8.26S
8. 63S
0 .000
8.108
8.63S
7.934
Supplied
Discharge
(cfs)
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
Total
Discharge
(cfs)
83.298
30.188
18.426
30.188
47.787
7.610
37.438
8.072
2.042
64.094
7.120
82.2SS
2 .740
0.000
97.772
6.344
110.749
Version 1.3 September 1997 PAGE 7
Fri Nov 20 13:49:52 1998
------------------------------------------------------------------------------
Conveyance Configuration Data
------------------------------------------------------------------------------
Run Node I. D . Flow line Elev.
I. D. us DS us DS Shape # Span Rise Length Slope n
(ft) (ft) (ft) (%)
------------------------------------------------------------------------------
1 Al Jl 292.600 291.760 Circ 1 n/a 1.750 27 .00 3.113 0.013
2 Jl J2 291.510 287.080 Circ 1 n/a 2 .000 295 .50 1. 499 0 .013
3 J2 A2 287.080 286 .690 Circ 1 n/a 2.000 23 .00 1.696 0.013
4 A3 J2 287 .710 287 .S80 Circ 1 n/a 1. soo 23.00 O.S6S 0.013
s A2 A4 286.240 276.700 Circ 1 n/a 2.SOO 342.49 2 .787 0 .01 3
6 A4 AS 2·76. 700 274 .340 Circ 1 n/a 2.SOO 120.00 1.967 0.013
7 B2 Bl 27S .008 274 .6Sl Circ 1 n/a 1. 500 90.00 0.397 0.013
8 Bl AS 274.SSl 274.340 Circ 1 n/a 2 .000 S2.00 0.406 0.013
9 AS JO 274 .240 271. 5SO Circ 1 n/a 2 .7SO 240.00 1.121 0.013
10 B3 JO 274.000 273.300 Circ 1 n/a 1. 000 120.00 O.S83 0.011
11 JO A6 271. sso 269.100 Circ 1 n/a 2.7SO 186.SO 1. 314 0 .013
12 B4 A6 274 .000 270.940 Circ 1 n/a 1. 000 100.00 3.061 0.011
13 A7 A6 270.960 270.440 Circ 1 n/a 1. soo 46.00 1.131 0 .013
14 A6 A9 268.200 264.640 Circ 1 n/a 3.000 493.34 0.722 0.013
lS BS A9 274.000 266.640 Circ 1 n/a 1 .000 400.00 1. 840 0.011
Page 4
I
I
16
0
A9 AlO
2969PRHD.out
263.750 263.340 Circ 2 n/a 3.000 46.00 0.891 0 .013
WinStorm Tx DOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 8
Fri Nov 20 13:49:5 2 1998
------------------------------------------------------------------------------
Conveyanc e Hy drauli c Computat i ons
Run
1
2
3
4
5
6
7
8
9
1 0
11
1 2
1 3
1 4
15
16
Hydraulic Gradeline
US Elev DS Elev Slope
(%)
294.2 41
293 .385
288.955
289 .06 5
2 87.7 7 9
2 7 9 .0 45
2 77.6 37
2 77.1 64
2 76.8 1 9
274.5 7 8
2 74.129
2 74.791
2 71.77 0
2 7 1 .014
27 4.488
266 .917
293.385
288.955
28 7.779
28 8 .955
2 7 9 .0 45
276.819
2 77.164
2 7 6 .819
2 74.1 2 9
2 74.1 2 9
2 71.014
2 7 1 .0 14
271.0 14
266 .917
2 6 6 .9 17
266 .600
3.63
1. 78
2.74
0 .59
1. 3 6
2.44
0.52
0.66
2.42
0.2 4
2 .48
2 .86
0.36
2 .15
0.4 2
0.6 9
Depth
Unif. Actual
(ft) (ft)
1. 641
1.875
1. 875
1. 261
1. 539
2.345
1.407
1. 875
2.579
0.578
2.579
0.791
0.810
2.814
0.488
2 .814
1. 641
1. 875
1. 875
1. 375
2 .345
2.479
1. 500
2 .000
2.579
0.829
2.579
0.791
0.810
2 .814
0.488
3.000
Velocity
Unif. Actual
(fps) (fps)
12.89
9.87
12.24
5.09
15.08
13.40
4.42
6.0 2
14.2 2
4.35
14.40
10.70
6.52
14.2 0
7.17
8.04
12.88
9.86
12.23
4.76
9.99
13.07
4.31
5.87
14.21
2.93
14.39
10.69
6.52
14.20
7.19
7.83
Q
(cfs)
30.188
30.188
37.438
8.072
47.787
64.094
7.610
18.426
82.255
2.042
83.298
7.120
6.344
97.77 2
2.740
110.749
Cap
(cfs)
27.955
27.700
2 9. 4 60
7.897
68.470
57.5 2 7
6.616
14.411
55.993
3.2 16
60.61 9
7.367
11.169
56.66 0
5.71 2
1 2 5.941
June
Loss
(ft)
0.000
0.000
0.000
0 .000
0 .0 00
0 .0 00
0 .0 00
0 .0 00
0 .0 00
0 .0 0 0
0 .0 00
0.000
0 .0 00
0 .0 0 0
0 .000
0 .0 00
DI SCH ARGE FREQUENC Y = 100 TAILWATER = 270.06
D
WinStorm Tx DOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 9
Fri Nov 20 13:49:52 1 9 98
Run o ff Computations
I. D. C Value Are a Tc Tc Used Intensity Supply Q Total Q
(acres) (min) (min) (in/hr) (cfs) (cfs)
A 1 0 .368 9.496 10.00 10.00 8.635 0.000 30.188
Page 5
2969PRHD.out
-LANDSCAPED AREAS0.300 8.500
-ST REETS & PARKING AREAS0.950 0.996
B 1 0 .758 1.692 10.00 10.0 0 8.635 0.000 11. 073
-LANDSCAPED AREAS 0.300 0.500
-ST REETS & PARKING AREAS0.950 1.19 2
A 2 0.558 2.208 10.00 10.00 8.635 0.000 10.638
-UNIMPROVED AREAS 0 .250 0 .308
-LANDSCAPED AREAS0.300 1.000
-STREETS & PARKING AREAS0.950 0.900
B 2 0 .89 2 0.988 10.00 10.00 8.635 0.000 7.610
-LANDSCAPE D AREAS0.300 0.088
-ST REETS & PARKING AREAS0.950 0.900
A 3 0 .80 2 1.166 10.00 10.0 0 8.635 0.000 8.07 2
-LANDSCAPED AREAS0.3 00 0 .266
-STREETS & PARKING AREAS0.950 0.900
B 3 0 .950 0.249 10.00 10.00 8.635 0.000 2.042
A 4 0 .469 4.369 10.00 10.00 8.635 0.000 17.677
-UNIMPROVED AREAS0.250 2.169
-LANDSCAPED AREAS0.300 0.900
-STREETS & PARKING AREAS0.950 1.300
B 4 0 .950 0 .868 10.00 10.00 8.635 0 .0 00 7.1 20
A 5 0 .884 0 .0 89 10.00 10.00 8.635 0 .00 0 0 .680
-LANDSCAPED AREAS0.300 0 .00 9
-STREETS & PARKING AREAS0.950 0.080
B 5 0 .950 0.334 10.00 10.00 8.635 0.000 2.740
A 6 0 .80 8 0.384 10.00 10.00 8.635 0.000 2.678
-LANDSCAPED AREAS 0 .3 00 0.084
-STREETS & PARKING AREAS0.950 0.300
A 7 0.826 0.889 10.00 10.00 8.635 0.000 6.344
-LANDSCAPED AREAS0.300 0.169
-STREETS & PARKING AREAS0.950 0.720
A 9 0 .78 8 2.008 10.00 10.00 8.635 0.000 13.665
-LANDSCAPED AREAS 0 .300 0.500
-STREETS & PARKING AREAS0.950 1. 508
A 10 0 .7 66 0.279 10.00 10.00 8.635 0.000 1. 845
-LANDSCAPED AREAS0.300 0.079
-STREETS & PARKING AREAS0.950 0.200
Page 6
2969PRHD.out
------------------------------------------------------------------------------
D
Win Storm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 10
Fri Nov 20 13:49:53 1998
On-Grade Inlet Configuration Data
Inlet
I.D.
Inlet
Type
Inlet Slopes Gutter Grate Pond Width Critical
Leng th Long. Trans. n Depr. Length Type Allowed Elev.
(ft) (%) (%)
A 1 CURB 15.000 1. 83 2.54 0.014
A 2 CURB 15.000 1. 83 2.54 0.014
A 3 CURB 5.0 00 1. 83 2.54 0.014
A 4 CURB 12.000 1. 44 2.54 0.014
A 5 CURB 15.0 00 1. 44 2.54 0.014
A 6 CURB 15.0 00 1. 44 2.54 0.014
A 7 CURB 15.0 00 1. 44 2.54 0.014
A 9 CURB 10.0 00 0.63 2.54 0.014
A 10 CURB 12.000 0.63 2.54 0.014
D
WinStorrn TxDOT STORM DRAIN DESIGN
On-Grade Inlet Computation Data
Inlet
I. D.
A 1
A 2
A 3
A 4
A 5
A 6
A 7
A 9
A 10
D
Inlet
Type
CURB
CURB
CURB
CURB
CURB
CURB
CURB
CURB
CURB
WinStorrn
Total
Q
(cfs)
30.188
23 .873
8.072
26 .61 0
13.50 2
5.087
11.040
13.665
3.175
Inlet
Capacity
(cfs)
16.953
14.940
3.376
13.788
11.093
5.087
9.710
9.602
3.175
Total
Carryover
(cfs)
13.235
8.933
4.696
12.823
2.409
0.000
1. 330
4.063
0.000
TxDOT STORM DRAIN DESIGN
Sag Inlet Configuration Data
(ft) (ft) (ft)
0.330 n/a n/a 11.500 296.700
0.330 n/a n/a 11.500 290.890
0.330 n/a n/a 11.500 290.940
0.330 n/a n/a 11.500 281.000
0.330 n/a n/a 11. 500 279.040
0.330 n/a n/a 11. 500 273.700
0.330 n/a n/a 11.500 273.460
0.330 n/a n/a 11. 500 270.190
0.330 n/a n/a 11.500 270.040
Version 1.3 September 1997 PAGE 11
A
A
A
A
A
A
A
To
Inlet
2
4
7
5
6
9
10
Fri Nov 20 13:49:53
Required
Length
(ft)
40.815
35.647
19.240
35.990
24.344
14.098
21. 693
20.397
8.964
Actual
Length
(ft)
15.000
15.000
5.000
12.000
15.000
15.000
15.000
10.000
12.000
Ponded
Width
(ft)
18.153
16.657
11.185
18.114
14.098
9.846
13.074
16.500
9.649
1998
Version 1.3 September 1997 PAGE 12
Fri Nov 20 13:49:53 1998
Page 7
2969PRHD.out
Inlet Inlet Length/ Grate Left Slope Right Slope Gutter Depth Critical
I. D. Type Pe rim. Area Long Trans Leng Trans n Depr. Allow Elev .
(ft) (sf) (%) (%) (%) (%) (ft) (ft)
------------------------------------------------------------------------------
B 1
e
GRATE 16.000 6.600 4.00 0.50 0.50 0.50 0.014 n/a 0.500 No Valu
B 2
e
GRATE 13.000 4.900 5.95 0.52 0.50 3.71 0.014 n/a 0.500 No Valu
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 13
Sag Inlet Computation Data
Inlet Inlet
I.D. Type
Leng th/ Grate
Perim. Area
(ft) (sf)
Total
Q
(cfs)
B 1
B 2
GRATE 16.0 00 6.600 11.073
GRATE 13.000 4.90 0 7.610
0
Inlet Total
Capacity Head
(cfs) (ft)
17.463 0 .369
14.188 0 .330
Fri Nov 20 13:49:53 1998
Ponded Widths
Left Right
(ft ) (ft)
22.500 33.300
17.846 8.615
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 14
Cumulati ve Junction Discharge Computations
Node
I. D .
JO
Al
Bl
Jl
A2
B2
J 2
A3
B3
A4
B4
A5
B5
J5
A6
Weighted
C-Value
0 .5 03
0.368
0.807
0.368
0 .44 0
0 .892
0 .416
0.802
0 .950
0 .447
0 .9 50
0 . 497
0.950
0 .000
0 .538
Cumulative
Drainage Area
(acres)
20 .257
9 .4 96
2 .6 80
9.496
12.870
0 .988
10.66 2
1 166
0 .249
17.239
0.868
20 .008
0.334
0.000
22.398
Cumulative
Tc
(min )
11.37
10.00
10.34
10.00
10.57
10.00
10.53
10.00
10.00
10.94
10.00
11. 09
10.00
0.00
11. 59
Page 8
Intensity
(in/hr)
8 .175
8.635
8.516
8.635
8.438
8.635
8.449
8.635
8.635
8.313
8.635
8.265
8.635
0.000
8.108
Fri Nov 20 13:49:53 19 98
Supplied
Discharge
(cfs)
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0 .000
0.000
0.000
0.000
0.000
Total
Discharge
(cfs)
83.2 98
30.188
18.426
30.188
47.787
7.610
37.438
8.072
2.042
64.094
7.12 0
82.255
2 .74 0
0.000
97.77 2
A7
A9
D
0 .826
O.S 64
0.889
24.740
2969PRHD.out
10.00
12.17
8.63S
7.934
0.000
0.000
6.344
110.749
WinStorm T x DO T STORM DRAIN DESIGN Version 1.3 September 1997 PAGE lS
Fri Nov 20 13:49:S4 1998
Conveyance Configuration Data
Run
I. D .
D
1
2
3
4
s
6
7
8
9
10
11
1 2
13
14
lS
16
Node I.D.
US DS
Al
Jl
J2
A3
A2
A4
B2
Bl
AS
B3
J O
B4
A7
A6
BS
A9
Jl
J2
A2
J2
A4
AS
Bl
AS
JO
JO
A6
A6
A6
A9
A9
Al O
Flowline Elev.
US DS Shape # Span Rise
(ft) (ft)
292 .6 00
291 .Sl O
287 .080
287 .710
286 .240
276 .7 00
27S .008
27 4.SSl
2 74.240
274 .000
27 1.SS O
274 .000
2 70.96 0
268.200
274 .0 00
263 .7S O
291 .760 Circ 1
28 7.080 Circ 1
286.690 Circ 1
287 .S80 Circ 1
276.700 Circ 1
2 74.340 Circ 1
2 74.6Sl Circ 1
274.340 Circ 1
2 71. SSO Circ 1
2 73.300 Circ 1
269 .100 Circ 1
2 70.940 Circ 1
270 .440 Circ 1
264 .64 0 Circ 1
266 .640 Circ 1
263 .34 0 Circ 2
n/a 1.7SO
n/a 2.000
n/a 2 .000
n/a 1. SOO
n/a 2.SOO
n/a 2 .SOO
n/a 1. SOO
n/a 2.000
n/a 2.7SO
n/a 1. 000
n/a 2.7SO
n/a 1. 000
n/a 1. SOO
n/a 3.000
n/a 1. 000
n/a 3.000
Length
(ft)
Slope
(%)
n
27.00 3.113 0 .013
29S.SO 1.499 0.013
23.00 1.696 0.013
23.00 O.S6S 0 .013
342.49 2 .787 0 .0 1 3
120.00 1.967 0 .013
90.00 0.397 0 .013
S 2 .0 0 0 .4 06 0 .013
2 40.0 0 1.121 0.013
1 20 .0 0 O.S83 0 .011
186.SO 1.314 0 .013
10 0 .00 3.061 0 .011
46.00 1.1 31 0 .0 1 3
493.3 4 0.722 0 .0 1 3
400.0 0 1.84 0 0 .0 11
46.0 0 0.891 0 .0 1 3
Win Storm T xDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 1 6
Fri No v 20 13:49:S4 1998
------------------------------------------------------------------------------
Conveyance Hydraulic Computations
------------------------------------------------------------------------------
Hydraulic Gradeline Depth Velocity June
Run us Elev DS Elev Slope Uni f. Actual Unif. Actual Q Cap Loss
( % ) (ft) (ft) (fps) (fps) (cfs) (cfs) (ft )
------------------------------------------------------------------------------
1 30S.864 304.884 3.63 1. 641 1. 750 12.89 12.5S 30.188 27.9SS 0 .000
2 304.884 299 .6 22 1. 78 1. 87S 2.000 9.87 9.61 30.188 27.700 0 .00 0
3 299 .622 298 .992 2.74 1. 87S 2.000 1 2 .24 11. 92 37.438 29.460 0 .0 00
4 299 .7S7 299 .6 22 O.S9 1. 2 61 1. soo 5.09 4.57 8.07 2 7.897 0.000
s 298.992 294 .34 2 1. 36 1. S39 2.SOO 15.08 9.74 47.787 68.470 0 .000
6 294 .342 291. 41 2 2.44 2 .34S 2.SOO 13.40 13.06 64.094 57.527 0 .000
7 292 .230 291. 7S7 0.5 2 1. 407 1. 500 4.42 4.31 7.610 6.616 0 .0 00
8 291. 757 291. 412 0.66 1. 87S 2 .000 6.02 5.87 18.426 14.411 0 .0 00
9 291 .412 28S .606 2 .4 2 2 .S79 2 .750 14.22 13.8S 82.2 55 5S.993 0.000
Page 9
J
I
2969PRHD.out
1 0 285 .888 285.606 0.24 0.578 1. 0 00 4.35 2.6 0 2.042 3.2 16 0 .000
11 285 .6 0 6 280 .979 2.48 2 .579 2 .75 0 14.40 14 .0 2 83.298 60.619 0.000
12 283 .83 9 280 .979 2 .86 0.791 1. 000 10.70 9.0 7 7 .120 7.367 0.000
13 281 .1 47 280.9 79 0.36 0.810 1. 5 00 6.5 2 3.59 6.344 11.169 0.000
14 280 .97 9 2 70.377 2 .1 5 2 .814 3.000 14.20 13.83 97.77 2 56.660 0.000
15 2 74.4 88 2 70.377 0.4 2 0.488 1.000 7.17 3.49 2.740 5.71 2 0.000
16 2 70.377 2 70.060 0.69 2.814 3.000 8.04 7.83 110.749 125.941 0.000
------------------------------------------------------------------------------
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1. 3 September 1997 PAGE 17
Fri Nov 20 13:49:54 1998
Computation Messag es
*Warning: Ponded width e xcee ds allowable width at
*Warning: Capac it y of grade inlet id Al exceeded.
*Warning: Ponded widt h exceeds allowable width at
*Warning: Capacity of grade inlet id A2 e x ceeded.
*Warning: Capacity of grade inlet id A3 exceeded.
*Warning : Ponded width exceeds allowable width at
*Warning: Capacity of grade inlet id A4 exceeded.
*Warning: Ponded width exceeds allowable width at
*Warning: Capacity of grade inlet id A5 exceeded.
*Warning : Ponded width e xcee ds allowable width at
*Warning : Cap acit y of grade inlet id A7 exceeded.
*Warning: Ponded width exceeds allowable width at
*Warning: Capacit y of grade inlet id A9 exceeded.
inlet
inlet
inlet
inlet
inlet
inlet
id Al.
id A2.
id A4.
id AS.
id A7.
id A9.
*Warning: Left ponded width exceeds allowable width at inlet id Bl.
*Warning : Righ t ponded width exceeds allowable width at inlet id Bl.
*Warni ng: Left ponded width e xceed s allowable width at inlet id B2 .
*Warn ing: Discharg e decreased downstream Junction Jl -previous intensity used
*Comp uta tion : Ru n 1 -Insufficient Capacity
*Computation: Run 2 -Insufficient Capacity
*Computation : Run 3 -Insufficient Capacit y
*Computation : Run 4 -Insufficient Capacit y
*Compu ta tion: Run 6 -Insufficient Capacity
*Computation: Run 7 -Insufficient Capacity
*Computat ion : Ru n 8 -Insu fficient Capacit y
*Comput ation: Run 9 -In sufficient Capacity
*Computation : Run 11 -Insufficient Capacit y
*Computat ion: Run 14 -Insufficient Capacity
*Comp utatio n : Run 16 -Pipe Flowing Full
*Warning: Po nded width e x ceeds allowable width at inlet id Al.
*W arning: Capacity of grade inlet id Al exceeded.
*Warn ing: Ponded width exceeds allowable width at inlet id A2 .
*Warning: Capac ity of grade inlet id A2 exceeded.
*Warning : Capacity of grade inlet id A3 exceeded.
*Warning: Ponded widt h exceeds allowable width at inlet id A4.
Page 10
I
2969PRHD.out
*Warning: Capacity of grade inlet id A4 exceeded.
*Warning: Ponded width exceeds allowable width at inlet id AS.
*Warning: Capacity of grade inlet id AS exceeded.
*Warning: Ponded width exceeds allowable width at inlet id A7.
*Warning: Capacity of grade inlet id A7 exceeded.
*Warning: Ponded width exceeds allowable width at inlet id A9.
*Warning: Capacity of grade inlet id A9 exceeded.
*Warning: Left ponded width exceeds allowable width at inlet id Bl.
*Warning: Right ponded width exceeds allowable width at inlet id Bl.
*Warning: Left ponded width exceeds allowable width at inlet id B2.
*Warning: Discharge decreased downstream Junction Jl -previous intensity used
*Warning: Run -16 Upstream Hydraulic Gradeline 270.38 -Exceeds Critical
Elevation= 270.19
*Warning: Run -14
Elevation= 273.70
*Warning: Run -13
Elevation = 2 73.46
*Warning: Run -9
levation = 279.04
*Warning: Run -6
levation = 2 81.00
*Warning: Run -s
levation = 290.89
*Warning: Run -3
levation = 2 91.96
*Warning: Run -4
levation = 290 .94
*Warning: Run -2
levation = 297.37
*Warning: Run -1
levation = 2 96.7 0
*Computation: Run
*Computation: Ru n
*Computation: Run
*Computation: Run
*Computation: Run
*Computation: Run
*Computation: Run
*Computation: Run
*Computation: Run
*Computation: Run
*Computation: Run
*Computation: Run
*Computation: Run
*Computation : Run
*Computation: Run
*Computation: Run
-
-
-
-
-
-
-
-Upstream Hydraulic Gradeline
-Upstream Hydraulic Gradeline
Upstream Hydraulic Gradeline
Upstream Hydraulic Gradeline
Upstream Hydraulic Grade line
Upstream Hydraulic Grade line
Upstream Hydraulic Grade line
Upstream Hydraulic Grade line
Upstream Hydraulic Grade line
1 -Insufficient Capacity
2 -Insufficient Capacity
3 -Insufficient Capacity
4 -Insufficient Capacity
S -Pipe Flowing Full
6 -Insufficient Capacity
7 -Insufficient Capacity
8 -Insufficient Capacity
9 -Insufficient Capacity
10 -Pipe Flowing Full
11 -Insufficient Capacity
12 -Pipe Flowing Full
13 -Pipe Flowing Full
14 -Insufficient Capacity
lS -Pipe Flowing Full
16 -Pipe Flowing Full
NORMAL Completion of WinStorm.
Page 11
280.98 -Exceeds Critical
281. lS -Exceeds Critical
291. 41 -Exceeds Critical
294.34 -Exceeds Critical
298.99 -Exceeds Critical
299.62 -Exceeds Critical
299.76 -Exceeds Critical
304.88 -Exceeds Critical
30S.86 -Exceeds Critical
E
E
E
E
E
E
E
General Project Information 21-N ov-98
Control:
Section:
Job:
Project:
County:
Description:
Design Frequency:
Analysis Frequency :
Current File:
Outlet Identification:
Design Tailwater:
Analysis Tailwater:
Metric Input:
Metric Output:
1
657
2969
Conference Center
Brazos
Proposed Dartmouth St. System # 1
10
100
I :\PROJECTS\600\2969-H~l\2969PRD1 .STM
Jl
267 .76
267 .76
No
No
Junction Loss Computation: No
1
Runoff Control Data 21-N ov-9
Runoff Coefficient "C": 0 .9
Runoff Coefficient Description: Business Area
Runoff Coefficient "C": 0.5
I Runoff Coefficient Description: Residential
Runoff Coefficient "C": 0 .65
Runoff Coefficient Description: Industrial
Runoff Coefficient "C": 0 .25
Runoff Coefficient Description: Unimproved Area
Runoff Coefficient "C": 0 .3
Runoff Coefficient Description: Landscaped Area
Runoff Coefficient "C": 0 .95
Runoff Coefficient Description: Street & Parking Area
Minimum Time of Concentration: 10
Intensity "e" Value: 0
Intensity "b" Value : 0
Intensity "d" Value: 0
Drainage Area Data 21-Nov-98 Drainage Drainage Time of Supplied Composite Composite Subarea Drainage Area Area Area Concentration Discharge Runoff Drainage Subarea l Subarea 2 Subarea 3 Subarea 4 Subarea 5 Subarea 6 Identification Description Coefficient Area Al2 Modified Sub-Are 14.00 0.00 0.54 3.21 0.00 2.96 0.00 0.00 0.00 0.25 Al3 TROY Subdivisio 0.00 23.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Al4 Sub-Area 10.00 0.00 0.95 0.74 0.00 0.00 0.00 0.00 0.00 0.00 A8 Modified Sub-Are 15.00 0.00 0.54 12.05 0.00 9.50 0.00 0.00 1.00 1.55 Cl Proposed Sub-Are 10.00 0.00 0.78 0.54 0.00 0.00 0.00 0.00 0.14 0.40 ClO Proposed Sub-Are 10.00 0.00 0.95 0.73 0.00 0.00 0.00 0.00 0.00 0.00 Cll Proposed Sub-Are 10.00 0.00 0.86 1.15 0.00 0.00 0.00 0.00 0.15 1.00 C2 Proposed Sub-Are 10.00 0.00 0.77 1.20 0.00 0.25 0.00 0.00 0.15 0.80 C3 Proposed Sub-Are 10.00 0.00 0.83 1.15 0.00 0.15 0.00 0.00 0.10 0.90 C4 Proposed Sub-Are 10.00 0.00 0.95 0.24 0.00 0.00 0.00 0.00 0.00 0.00 cs Proposed Sub-Are 10.00 0.00 0.94 0.92 0.00 0.00 0.00 0.00 0.02 0.90 C6 Proposed Sub-Are 10.00 0.00 0.95 0.33 0.00 0.00 0.00 0.00 0.00 0.00 C7 Proposed Sub-Are 10.00 0.00 0.74 0.84 0.00 0.40 0.00 0.00 0.00 0.44 C8 Proposed Sub-Are 10.00 0.00 0.95 0.39 0.00 0.00 0.00 0.00 0.00 0.00 C9 Proposed Sub-Are 10.00 0.00 0.95 0.22 0.00 0.00 0.00 0.00 0.00 0.00 1
--
Inlet and Junction Data 21-Nov-98
Critical Inlet Grate Default Junction
Inlet ID Inlet Description Inlet Type Elevation Length Area Soffit Type
Elevation
Al2 None Grate at Sag 0 .00 0 .00 4 .90 0 .00 None
Al3 Existing Inlet Junction/Manhole 0 .00 0 .00 0 .00 0 .00 None
Al4 Existing Inlet Curb at Sag 270 .05 15 .00 0 .00 0 .00 None
A8 Proposed Inlet Grate at Sag 0 .00 0 .00 14 .70 0 .00 None
Cl Proposed Inlet Grate at Sag 0.00 0 .00 3.70 0 .00 None
CIO Roof drain Junction/Manhole 0 .00 0 .00 0 .00 0 .00 None
Cl 1 Proposed Inlet Grate on Grade 0.00 0 .00 0 .00 0 .00 None
C2 Proposed Inlet Grate on Grade 0 .00 0 .00 4 .00 0 .00 None
C3 Proposed Inlet Grate on Grade 0 .00 0 .00 0.00 0 .00 None
C4 Roof drain Junction/Manhole 0 .00 0 .00 0 .00 0 .00 None
cs Proposed Inlet Grate at Sag 0 .00 0 .00 9 .80 0 .00 None
C6 Roof drain Junction/Manhole 0 .00 0 .00 0 .00 0 .00 None
C7 Proposed Inlet Grate on Grade 0 .00 0 .00 0 .00 0 .00 None
C8 Roof drain Junction/Manhole 0 .00 0 .00 0 .00 0 .00 None
C9 Proposed Inlet Grate on Grade 0 .00 0 .00 0 .00 0 .00 None
1
--
Critical Inlet Grate Default Junction
Inlet ID Inlet Description Inlet Type Elevation Length Area Soffit Type
Elevation
JI Inlet/Outlet Junction/Manhole 269 .71 0 .00 0 .00 0 .00 None
J2 Existing J.B . Junction/Manhole 272 .00 0 .00 0 .00 0 .00 None
J3 Existing J.B. Junction/Manhole 278 .00 0 .00 0 .00 0 .00 None
J4 Existing J.B . Junction/Manhole 288 .00 0 .00 0 .00 0 .00 None
2
--
Inlet Gutter. and Carryover Data 21-Nov-98
Inlet ID Longitudinal Transverse Transverse Distance Ponded Ponded N gutter Percent Carry Over To Allowable
Gutter Slope Gutter Gutter for Slope Width Depth value Discharge Identification Carryover
Slope Slope 2 for Sags
Al2 5.00% 5.00% 0 .00% 0 .00 12.00 0 .00 0 .014 50 .00%
Al2 2 .78% 1.11% 0 .00% 0.00 12 .00 0.00 0 .014 50 .00%
Al4 1.00% 2.54% 0 .00% 0 .00 12 .00 0.00 0 .014 50 .00%
Al4 1.00% 2 .54% 0 .00% 0 .00 12 .00 0 .00 0 .014 50 .00%
AS 5.00% 5 .00% 0 .00% 0 .00 12 .00 0 .00 0 .014 50 .00%
A8 5 .44% 5.00% 0 .00% 0 .00 12 .00 0 .00 0 .014 50 .00%
Cl 2 .75% 2 .00% 0 .00% 0 .00 12 .00 0 .00 0 .014 50 .00%
Cl 1.61% 2 .98% 0 .00% 0.00 12.00 0.00 0 .014 50 .00%
Cll 4 .54% 1.06% 0 .00% 0 .00 20 .00 0 .00 0 .014 0.00% Cl 10
C2 3.13% 3 .l1% 0 .00% 0 .00 20 .00 0 .00 0 .014 0 .00% C3 IO
C3 0 .47% 2 .00% 0 .00% 0 .00 20 .00 0 .00 0 .014 0 .00% C5 IO
C5 0 .50% 0 .50% 0 .00% 0 .00 12 .00 0 .00 0 .014 50 .00%
C5 0.50% 1.00% 0 .00% 0 .00 12 .00 0 .00 0 .014 50 .00%
C7 0 .55% 1.84% 0 .00% 0 .00 20 .00 0 .00 0 .014 0 .00% C5 IO
C9 0 .50% 2.00% 0 .00% 0 .00 20 .00 0 .00 0 .014 0 .00% C7 10
I
-
Conveyance Data 21-Nov-98
Pipe Run Nodes Soffit Elevation Shape Rise Span Number of Length N Value or
Identification Upstream Downstream Upstream Downstream Barrels Material
A 14 JI 268 .7 267 .76 Circular 2 .75 2 2 65 Concrete
2 12 A 14 269 .85 268 .75 Circular 2 2 30 Concrete
3 J3 12 272 .68 270 .89 Circular 2 2 170 Concrete
4 14 J3 284 .5 272 .78 Circular 2 2 207 Concrete
5 A 13 14 289 .5 286 .5 Circular 1:5 2 1 62 Concrete
6 Cl A 14 270 .097 269 .9S Circular 4 2 S8 .75 Concrete
7 C2 Cl 270 .S71 270.197 Circular 4 2 1 149.78 Concrete
8 C3 C2 271.02 270.671 Circular 4 2 1 139 .S2 Concrete
9 C4 C3 271.833 271.12 Circular 1 2 9S Plastic
IO cs C3 271.463 271.12 Circular 4 2 136.9S Concrete
11 C6 cs 273 .S 271.S63 Circular 1 2 200 Plastic
12 C7 cs 272 .3 S2 271.S63 Circular 2 1 131.S4 Concrete
13 A8 C7 273 .4SS 272.4S2 Circular 4 2 167 .09 Concrete
14 C8 A8 27S 273 .SSS Circular 2 50 Concrete
IS C9 A8 274 .197 273 .SSS Circular 4 2 I06 .9S Concrete
16 c IO C9 275 274 .197 Circular l.S 2 12S Plastic
17 c 11 Cl 275 .292 270 .197 Circular 4 2 197 .28 Concrete
1
Pipe Run
Identification
18
Nodes Soffit Elevation
Upstream Downstream Upstream Downstream
A 12 C 11 28 3 27 5 .392
Shape
Ci rcular
Rise
4
Span
2
Number of
Barrels
Length
275 .51
N Value or
Material
Concrete
2
2969PRD1.out
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 1
JOB CONTROL 1
JOB SECTION 657
JOB NUMBER 2969
: CONFERENCE CENTER
10 Year
100 Year
PROJECT DESCRIPTION
DESIGN FREQUENCY
ANALYSYS FREQUENCY
MEASUREMENT UNITS: Input ENGLISH Output
Runoff Computations
I. D. C Value Area Tc
(acres) (min)
c 1 0.781 0 .541 10.00
-LANDSCAPED AREA 0 .300 0.141
-STREET & PARKING AREA0.950 0.400
c 2 0 .775 1.202 10 .00
-RESIDENTIAL0.50 0 0.252
-LANDSCAPED AREA0.300 0.150
-STREET & PARKING AREA0.950 0.800
c 3 0.834 1.152 10.00
-RESIDENTIAL0.500 0 .1 52
-LANDSCAPED AREA0.300 0.100
-STREET & PARKING AREA0.950 0.900
c 4 0 .95 0 0.235 10.00
c 5 0 .935 0 .921 10.00
-LANDSCAPED AREA0.300 0.021
-STREET & PARKING AREA0.950 0.900
c 6 0.950 0 .3 26 10.00
c 7 0.737 0.844
-RE SIDENTIAL0 .5 00 0.400
-STREET & PARKING AREA0.950
A 8 0.541 12.050
-RESIDENTIAL0.500 9.500
10.00
0.444
15.00
-LANDSCAPED AREA0.300 1.000
-STREET & PARKING AREA0.950 1.550
Tc Used
(min)
10.00
10.00
10.00
10.00
10.00
10.00
10.00
15.00
Page 1
Sat Nov 21 21:49:01 1998
ENGLISH
Intensity Supply Q Total Q
(in/hr) (cfs) (cfs)
8.635 0 .000 3 .646
8.635 0 .000 8 .039
8.635 0.000 8.298
8.635 0.000 1. 9 28
8.635 0.000 7.437
8.635 0.000 2 .6 74
8.635 0.000 5.369
7.194 0.000 46.922
I
2969PRD1.out
c 8 0.950 0.392 10.00 10.00 8.635 0.000 3.215
c 9 0.950 0.222 10.00 10.00 8.635 0.000 1.821
c 10 0.950 0.732 10.00 10.00 8.635 0.000 6.004
c 11 0 .864 1.152 10.00 10.00 8.635 0.000 8 .597
-LANDSCAPED AREA0.300 0.152
-STREET & PARKING AREAO . 950 1.000
A 12 0 .535 3.207 14.00 14.00 7.437 0.000 12.761
-RESIDENTIAL0.500 2.957
-STREET & PARKING AREA0.950 0.250
A 13 0.000 0.000 0.00 0.00 0.000 23.200 23 .200
A 14 0.950 0 .7 35 10.00 10.00 8.635 0.000 6.029
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 2
Sat Nov 21 21 :49:02 1998
On-Grade Inlet Configuration Data
Inlet
I. D.
Inlet
Type
Inlet Slopes Gutter Grate Pond Width Critical
Length Long. Trans. n Depr. Length Type Allowed Elev.
(ft) (%) (%) (ft) (f t) (ft)
c 2 GRATE 5.000 3.13 3.11 0.014 n/a 5.000 PARAL.20.000 No Value
c 3 GRATE 4 .000 0.47 2.00 0.014 n/a 4 .000 PARAL.20.000 No Value
c 7 GRATE 4.000 0.55 1. 84 0.014 n/a 4.000 PARAL.20.000 No Value
c 9 GRATE 4.000 0.50 2 .00 0.014 n/a 4.000 PARAL.20.000 No Value
c 11 GRATE 4.000 4.54 1. 06 0.014 n/a 4.000 PARAL.20.000 No Value
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 3
Sat Nov 21 21 :49:02 1998
On-Grade Inlet Computation Data
Inlet
I. D.
c 2
c 3
Inlet
Type
GRATE
GRATE
Total
Q
(cfs)
8.039
9 .5 79
Inlet
Capacity
(cfs)
6.758
6.822
Total
Carryover
(cfs)
1. 281
2.756
To
Inlet
c 3
c 5
Page 2
Required
Length
(ft)
n/a
n/a
Actual
Length
(ft)
5.000
4. 000
Ponded
Width
(ft)
8.959
17.650
C 7 GRATE
C 9 GRATE
C 11 GRATE
0
5. 79 2
1. 8 2 1
8.597
4.455
1. 398
5.546
2969PRD1 .out
1. 337
0.423
3.051
c 5
c 7
c 1
n/a
n/a
n/a
4.000
4.000
4.000
14.978
9.450
16.406
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 4
Sag Inlet Configuration Data
Inlet
I.D.
Inlet
Type
Length/ Grate Left
Perim. Area Long
(ft) (sf) (%)
Slope Right Slope
Trans Long Trans
(%) (%) (%)
Sat Nov 21 21:49:02 1998
Gutter Depth
n Depr. Allow
(ft) (ft)
Critical
Elev.
c 1
e
GRATE 12.00 0 3.700 1.61 2 .98 2 .7 5 2.00 0.014 n/a 0.500 No Valu
c 5
e
GRATE 18.0 00 9.800 0 .5 0 1.00 0.50 0.50 0 .014 n/a 0.500 No Valu
·A 8 GRATE 23 .000 14.70 0 5.44 5 .00 5.00 5 .00 0 .014 n/a 0.500 No Valu
e
A 12 GRATE 18.0 0 0
e
4 .900 2.78 1.11 5.00 5.00 0.014 n/a 0.500 No Valu
A 14 CURB 15.000 n/a 1.00 2.54 1.00 2.54 0.014 0.330 0.500 2 7 0 .050
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 5
Sat Nov 21 21:49:0 2 1998
------------------------------------------------------------------------------
Sag Inle t Computation Data
------------------------------------------------------------------------------
In le t Inlet
I.D. Typ e
Length/ Grate
Perim. Area
(ft ) (sf)
Total
Q
(cfs)
Inlet Total
Capacity Head
(cfs) (ft)
Ponded Widths
Left Right
(ft) (ft)
------------------------------------------------------------------------------
c 1 GRATE 1 2 .0 00 3 .700 6 .6 97 13 .097 0.320 7.573 8.650 c 5 GRATE 18.000 9.800 11. 530 19.646 0 .350 22 .000 33.700
A 8 GRATE 23.000 14.700 46.922 25.103 0.759 9.078 9.198
A 1 2 GRATE 18.000 4.900 12.761 18.629 0.375 15.644 5.778
A 14 CURB 15.000 n/a 6.029 35.014 0.257 8.704 8.704
------------------------------------------------------------------------------
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 6
Sat Nov 21 21:49:02 1998
------------------------------------------------------------------------------
Cumulati ve Junction Discharge Computations
Page 3
2969PRD1.out
------------------------------------------------------------------------------
Node
I.D.
Weighted
C-Value
Cumulative
Drainage Area
(acres)
Cumulative
Tc
(min)
Intensity
(in/hr)
Supplied
Discharge
(cfs)
Total
Discharge
(cfs)
------------------------------------------------------------------------------
0
Cl
C2
J2
C3
J3
C4
J4
cs
C6
C7
AB
CB
C9
ClO
Cll
Al2
Al3
Al4
WinStorm
0.646
0.64B
0.000
0.639
0 .000
0 .9SO
0.000
0.619
0.9SO
O.S 92
O.SB 2
0.9SO
0.9 SO
0 .9SO
0 .622
O.S3S
0 .0 00
0 .6SS
22.976
lB.076
0.000
16.B74
0.000
0.23S
0.000
1S.4B7
0.326
14.240
13.396
0.392
0.9S4
0.732
4.3S9
3.207
0 .000
23 .7 11
16.43
16.0S
10.00
lS.69
10.00
10.00
10.00
lS.34
10.00
lS.32
lS.00
10.00
10.3S
10.00
14.43
14.00
0.00
16.SS
TxDOT STORM DRAIN DESIGN
Conveyance Configuration Data
Flowline Elev.
6.B77
6.9S7
B.63S
7.036
B.63S
B.63S
B.63S
7.llS
B.63S
7.121
7.194
B.63S
B.Sll
B.63S
7.331
7.437
0 .000
6.BS2
0.000
0.000
23 .200
0.000
23.200
0.000
23.200
0.000
0.000
0.000
0.000
0.000
0 .00 0
0.000
0.000
0.000
23 .200
23 .200
102.07B
Bl.463
23.200
7S.B3S
23.200
1. 92B
23.200
6B.2SB
2.674
S9.9Bl
S6.121
3.21S
7.713
6.004
19.B79
12.761
23.200
129.697
Version 1.3 September 1997 PAGE 7
Sat Nov 21 21 :4 9 :02 199B
Run
I. D.
Node I.D.
US DS US DS Shape # Span
(ft)
Rise
(ft)
Length
(ft)
Slope
(%)
n
1
2
3
4
s
6
7
B
9
1 0
11
1 2
13
14
lS
16
Al4
J 2
J3
J4
A13
Cl
C2
C3
C4
cs
C6
C7
AB
CB
C9
ClO
Jl
A14
J2
J3
J4
A14
Cl
C2
C3
C3
cs
cs
C7
AB
AB
C9
26S.9SO
267 .B SO
270.6BO
2B2 .S OO
2BB.OOO
266 .0 97
266.S71
267 .0 20
270.833
267.463
272 .SO O
26B.8S2
269 .9SS
274.000
272.697
273.SOO
26S .01 0 Circ
266.7SO Circ
26B .B9 0 Circ
270.7BO Circ
28S.OOO Circ
26S.9SO Circ
266.197 Circ
266.671 Circ
270 .120 Circ
267.120 Circ
270.S63 Circ
268.063 Circ
26B.9S2 Circ
272 .SSS Circ
272.0SS Circ
272.697 Circ
Page 4
2
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
2.7SO
2.000
2.000
2.000
1. soo
4.000
4.000
4.000
1.000
4.000
1. 000
3.SOO
3.SOO
1.000
1. soo
1. soo
6S.OO 1.446 0.013
30.00 3.669 0.013
170.00 l.OS3 0.013
207 .00 S.671 0.013
62.00 4.B44 0.013
S8.7S 0.2SO 0 .013
149.78 0.2SO 0 .013
139.S2 0.2SO 0 .013
9S.OO 0.7Sl 0.011
136.9S 0.2SO 0.013
200.00 0.969 0 .011
131.S4 0.600 0 .013
167.09 0.600 0 .013
S0.00 2.B91 0.013
106.9S 0.600 0.013
12S.OO 0.642 0 .011
17
18
0
Cll
Al2
Cl
Cll
2969PRD1.out
273.292 268.197 Circ 1
281.500 273.892 Circ 1
n/a 2.000 197.28 2.583 0.013
n/a 1.500 275 .51 2.762 0 .013
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 8
Sat Nov 21 21:49:03 1998
Conveyance Hydraulic Computations
Run
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
Hydraulic Gradeline
US Elev DS Elev Slope
(%)
268.737
269.053
272 .317
283.417
289 .235
269.849
270 .323
270 .657
271.349
270 .915
273 .085
271 .382
272 .154
2 74.518
273 .862
274.340
274 .347
282.452
267 .760
268 .737
269 .053
272.317
283.417
268 .737
269 .849
270 .3 23
270.657
270.657
270.915
270.915
271.382
272.154
272.154
273.86 2
269 .849
274 .347
1. 50
1. 05
1. 05
1. 05
4.88
0.51
0.32
0.28
0.21
0.23
0.40
0.36
0.31
0.81
0.54
0.23
0.77
1. 48
Depth
Unif. Actual
(ft) (ft)
2.579
1. 042
1.637
0.917
1. 235
3.752
3.752
3.528
0.516
3.110
0.585
2.303
2 .199
0.518
1.165
0.840
1.055
0.952
2.750
1. 987
1. 637
1. 537
1.235
3.752
3.752
3.652
0.537
3.537
0.585
2.852
2.430
0.518
1.165
1.165
1.652
0.952
Velocity
Unif. Actual
(fps) (fps)
11. 21
14.01
8.43
16.49
14.90
8.34
6.65
6.46
4.73
6.51
5.61
8.93
8.82
7.82
5.24
5.90
11. 85
10.78
10.92
7.39
8.43
8.95
14.91
8.34
6.65
6.30
4.49
5.81
5.60
7.15
7.87
7.84
5.24
4.08
7.16
10.79
Q
(cfs)
129.697
23.200
23.200
23.200
23.200
102.078
81.463
75.835
1. 928
68.258
2.674
59.981
56.1 21
3.215
7.713
6.004
19.879
12.761
Cap
(cfs)
127.205
43.333
23.214
53.872
23 .1 20
71.852
71.779
71. 842
3.648
71. 887
4.144
77.921
77.951
6.058
8.139
9.950
36.361
17.459
June
Loss
(ft)
0.000
0.000
0 .000
0 .000
0 .00 0
0 .000
0 .000
0.000
0 .000
0.000
0 .000
0 .000
0.000
0.000
0.000
0 .000
0 .000
0 .000
------------------------------------------------------------------------------
DISCHARGE FREQUENCY = 100 TAILWATER = 267.76
------------------------------------------------------------------------------
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 9
Sat Nov 21 21:49:03 1998
------------------------------------------------------------------------------
Runoff Computations
------------------------------------------------------------------------------
I. D. C Value Area Tc Tc Used Intensity Supply Q Total Q
(acres) (min) (min) (in/hr) (cfs) (cfs)
Page 5
2969PRD1.out
------------------------------------------------------------------------------
c 1 0 .781 0.541 10.00 10.00 8 .635 0.000 3.646
-LANDSCAPED AREA 0 .3 00 0 .141
-STREET & PARKING AREA0.950 0 .400
c 2 0 .7 75 1. 202 10.00 10.0 0 8.635 0.000 8.039
-RESIDENTIAL0 .50 0 0.252
-LANDSCAPE D AREA 0 .300 0 .150
-STREET & PARKING AREA0.950 0.800
c 3 0.834 1.152 10.00 10.00 8.635 0 .000 8.298
-RESIDENTIAL0.5 00 0.152
-LANDSCAPE D AREA 0.300 0.100
-STREET & PARKING AREA0.950 0.900
c 4 0.950 0 .235 10.00 10.00 8.635 0.000 1. 928
c 5 0.935 0 .9 21 10 .00 10.00 8.635 0.000 7.437
-LANDSCAPED AREA 0 .300 0 .021
-S TREET & PARKING AREA0.950 0.900
c 6 0 .950 0 .3 26 10.00 10.00 8.635 0.000 2 .674
c 7 0 .7 37 0 .84 4 10.00 10 .00 8.635 0 .00 0 5.369
-RESIDENTIAL 0 .5 00 0.400
-STRE ET & PARKING AREA0.950 0 .44 4
A 8 .0 .541 1 2 .050 15.00 15.00 7.19 4 0.000 46.922
-RESIDENTIAL0.50 0 9.500
-LANDSCAPED AREA0.300 1. 000
-STREET & PARKING AREA0.950 1.550
c 8 0.950 0.392 10.00 10.00 8.635 0.000 3.215
c 9 0 .950 0.222 10.00 10.00 8.635 0.000 1. 821
c 10 0 .950 0 .7 32 10.00 10.0 0 8.635 0 .000 6.004
c 11 0 .864 1.152 10.00 10.00 8.635 0.000 8.5 97
-LANDSCAPE D AREA 0 .300 0.15 2
-STREET & PAR KING AREA0.950 1. 000
A 12 0.535 3.207 14.00 14.00 7.437 0.000 1 2 .7 61
-RES IDENT IAL0 .50 0 2.957
-STREET & PARKING AREA0.950 0.250
A 13 0 .000 0.000 0.00 0.00 0.000 23.200 23 .200
A 14 0.950 0.735 10.00 10.00 8.635 0.000 6.029
Page 6
2969PRD1.out
------------------------------------------------------------------------------
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 10
Sat Nov 21 21:49:03 1998
On-Grade Inlet Configuration Data
Inlet
I.D.
Inlet
Type
Inlet Slopes Gutter Grate Pond Width Critical
Length Long. Trans. n Depr. Length Type Allowed Elev.
(ft) (%) (%)
c 2 GRATE 5.000 3.13 3.11 0.014
c 3 GRATE 4.000 0.47 2.00 0.014
c 7 GRATE 4.000 0.55 1. 84 0.014
c 9 GRATE 4.000 0.50 2 .00 0.014
c 11 GRATE 4.000 4.54 1. 06 0.014
0
WinStorm TxDOT STORM DRAIN DESIGN
On-Grade Inlet Computation Data
Inlet
I.D.
c 2
c 3
c 7
c 9
c 11
0
Inlet
Type
GRATE
GRATE
GRATE
GRATE
GRATE
WinStorm
Total
Q
(cfs)
8.039
9.579
5.792
1. 821
8. 597
Inlet
Capacity
(cfs)
6.758
6.822
4.455
1. 398
5.546
Total
Carryover
(cfs)
1. 281
2 .756
1. 337
0.423
3.051
TxDOT STORM DRAIN DESIGN
(ft) (ft) (ft)
n/a 5.000 PARAL.20.000 No Value
n/a 4.000 PARAL.20.000 No Value
n/a 4.000 PARAL.20.000 No Value
n/a 4.000 PARAL.20.000 No Value
n/a 4.000 PARAL.20.000 No Value
Version 1. 3 September 1997 PAGE 11
Sat Nov 21 21:49 :03 1998
To
Inlet
Required
Length
(ft)
Actual
Length
(ft)
Ponded
Width
(ft)
c 3 n/a 5.000 8.959
c 5 n/a 4.000 17.650
c 5 n/a 4.000 14.978
c 7 n/a 4.000 9.450
c 1 n/a 4.000 16.406
Version 1.3 September 1997 PAGE 12
Sat Nov 21 21:49:03 1998
------------------------------------------------------------------------------
Sag Inlet Configuration Data
------------------------------------------------------------------------------
Inlet Inlet Length/ Grate Left Slope Right Slope Gutter Depth Critical
I. D. Type Pe rim. Area Long Trans Long Trans n Depr. Allow Elev.
(ft) (sf) (%) (%) (%) (%) (ft) (ft)
------------------------------------------------------------------------------c 1 GRATE 12.000 3.700 1. 61 2.98 2.75 2.00 0.014 n/a 0.500 No Valu e
c 5 GRATE 18.00 0 9.800 0.50 1. 00 0.50 0.50 0.014 n/a 0.500 No Valu e
Page 7
2969PRD1.out
A 8 GRA T E 2 3 .000 14.7 00 5.44 5.0 0 5.0 0 5.00 0 .014 n/a 0.5 00 No Val u
e
A 1 2 GRATE 18.0 00 4.90 0 2.78 1.11 5.00 5.00 0 .014 n/a 0 .5 00 No Valu
e
A 14 CU RB 1 5.000 n/a 1. 00 2 .54 1. 00 2 .54 0 .014 0.330 0.500 2 7 0 .0 50
D
WinStorm Tx DOT STORM DRAIN DESIGN Version 1.3 September 19 9 7 PA GE 1 3
Sat No v 2 1 2 1:49:03 1 99 8
Sag Inlet Computation Data
------------------------------------------------------------------------------
In l et In le t Lengt h / Grate Total Inlet Total Ponded Widths
I.D. Ty p e P e r im. Area Q Capacity Head Left Right
(ft ) (sf ) (cfs) (cfs) (ft) (ft) (ft)
------------------------------------------------------------------------------
c 1 GRATE 1 2 .000 3 .700 6.697 1 3 .097 0.320 7.573 8 .650
c 5 GRATE 18.000 9.8 00 11.53 0 1 9 .646 0 .350 22 .000 33 .7 00
A 8 GRATE 23 .000 14.7 00 46.9 22 2 5.10 3 0 .759 9 .0 78 9 .1 98
A 1 2 GRATE 1 8.000 4 .9 00 1 2 .761 lS.6 2 9 0.375 15 .644 5.77 8
A 14 CURB 15.000 n/a 6.02 9 3 5 .014 0 .2 57 S.7 0 4 S .704
D
Win St o r m TxDOT ST ORM DRAIN DESIG N Version 1.3 September 1 99 7 PAGE 14
Sat No v 2 1 2 1:4 9 :04 1 99S
------------------------------------------------------------------------------
Cumul ati ve Ju n c ti o n Discharge Computations
------------------------------------------------------------------------------
Node We i ghted Cumu lative Cumulative Supplied Total
I. D. C-Valu e Drainage Area Tc Intensity Discharge Di scharg e
(acres ) (min) (in/hr) (cfs ) (cfs )
------------------------------------------------------------------------------
Cl 0 .646 22 .9 7 6 16.65 6.S31 0 .000 1 0 1.397
C2 0 .648 l S .07 6 16.2 7 6.911 0 .000 S0.9 1 7
J 2 0 .000 0.000 10 .00 S.635 2 3.2 00 2 3.2 0 0
C3 0 .6 3 9 16.S74 15.91 6.9SS 0.000 75.31S
J 3 0 .000 0.000 10.00 S .635 23.2 00 2 3.2 00
C4 0 .95 0 0 .235 10.00 S.635 0 .000 1. 9 2 S
J4 0 .000 0 .00 0 10.00 S.635 23 .200 2 3.2 00 cs 0 .6 1 9 15 .4S7 15.56 7.066 0.000 67.7S7
C6 0 .950 0.3 26 10.00 S.635 0 .000 2 .674 C7 0 .592 14 .240 15.32 7.1 2 1 0.000 59.9Sl AS 0 .5 S2 13 .396 15 .00 7.194 0.000 56.1 2 1 c s 0 .95 0 0.3 92 10.00 S.635 0.000 3.2 15 C9 0 .950 0 .954 10.35 S.511 0.000 7.71 3 ClO 0 .950 0.73 2 10 .00 S.635 0.000 6.004
Pag e S
D
Cll
A12
A13
A14
0.622
0.535
0.000
0.655
4.359
3.207
0.000
23.711
2969PRD1.out
14.43
14.00
0.00
16.77
7.331
7.437
0.000
6.S07
0.000
0.000
23.200
23.200
19.S79
12.761
23.200
12S.9S7
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 15
Sat Nov 21 21:49:04 199S
Conveyance Configuration Data
Run
I. D.
D
1
2
3
4
5
6
7
s
9
10
11
12
13
14
15
16
17
18
Node I.D.
US DS
Al4
J2
J3
J4
Al3
Cl
C2
C3
C4
C5
C6
C7
AS
cs
C9
ClO
Cll
Al 2
Jl
Al4
J2
J3
J4
Al4
Cl
C2
C3
C3
C5
C5
C7
AB
AS
C9
Cl
Cll
Flowline Elev.
US DS Shape # Span Rise
(ft) (ft)
26 5.95 0
2 67.S50
270.680
2S2.500
2S8.000
266 .097
266 .571
267.020
270.S33
267.463
2 72.50 0
26S.S52
269.955
274.000
272.697
273 .500
273 .292
2Sl .500
265.010 Circ 2
266.750 Circ 1
26S.S90 Circ 1
270.7SO Circ 1
2S5.000 Circ 1
26 5.950 Circ 1
266.197 Circ 1
266.671 Circ 1
270.120 Circ 1
267.120 Circ 1
270 .563 Circ 1
268.063 Circ 1
26S .952 Circ 1
272.555 Circ 1
272.055 Circ 1
272.697 Circ 1
26S.197 Circ 1
273.S92 Circ 1
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
n/a
2.750
2.000
2.000
2.000
1. 500
4.000
4.000
4.000
1. 000
4.000
1. 000
3.500
3.500
1.000
1. 500
1. 500
2.000
1. 500
Length
(ft)
Slope
(%)
n
65.00 1.446 0 .013
30.00 3.669 0 .013
170.00 1.053 0.013
207.00 5.671 0.013
62.00 4.S44 0.0 13
5S.75 0.250 0 .013
149.7S 0.250 0 .013
139.52 0.250 0 .013
95.00 0.751 0 .011
136.95 0.250 0 .0 13
200.00 0.969 0.011
131.54 0.600 0.013
167.09 0.600 0 .013
50.00 2.S91 0.013
106.95 0.600 0 .013
125.00 0.64 2 0 .011
197.2S 2.5S3 0 .013
275.51 2.762 0 .013
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 16
Sat Nov 21 21:49:04 199S
------------------------------------------------------------------------------
Conveyance Hydraulic Computations
------------------------------------------------------------------------------
Run
Hydraulic Gradeline
US Elev DS Elev Slope
( % )
Depth
Unif. Actual
(ft) (ft)
Velocity
Unif. Actual
(fps) (fps)
Q
(cfs)
Cap
(cfs)
June
Loss
(ft) ------------------------------------------------------------------------------
1
2
3
4
5
26S.727
269 .042
272.317
283.417
2S9 .235
267 .760
26S.727
269.042
272.317
2S3.417
1. 49
1. 05
1. 05
1. 05
4.SS
2.579
1. 042
1.637
0.917
1. 235
2.750
1.977
1.637
1. 537
1. 235
Page 9
11.15
14.01
S.43
16.49
14.90
10.S6
7.40
S.43
S.95
14.91
12S.9S7
23.200
23.200
23.200
23.200
127.205
43.333
23.214
53.S72
23.120
0 .000
0 .000
0.000
0.000
0.000
2969PRD1.out
6 269.849 268 .7 27 o.so 3.7S2 3.7S2 8.28 8.28 101.397 71. 8S2 0.000
7 270 .323 269.849 0 .32 3.7S2 3.7S2 6.61 6.61 80.917 71.779 0 .00 0
8 270.6S2 270.323 0.27 3.486 3.6S2 6.48 6.26 7S.318 71.842 0 .000
9 271.349 270.6S2 0.21 0.516 O.S32 4.73 4.S4 1. 928 3.648 0.000
10 270.90S 270.6S2 0.22 3.090 3.S32 6.Sl S.77 67.787 71. 887 0.000
11 273.08S 270.90S 0.40 O.S8S O.S8S 5.61 S.60 2.674 4.144 0.000
12 271 .37 2 270 .90S 0.36 2.303 2.842 8.93 7.17 S9.981 77.921 0.000
13 272.1S4 271 .37 2 0.31 2.199 2.420 8.82 7.91 56.121 77.9Sl 0.000
14 274.S18 272 .1S4 0.81 0.518 O.S18 7.82 7.84 3.21S 6.0S8 0 .00 0
lS 273.862 272 .1S4 O.S4 1.16S 1.16S S.24 5.24 7.713 8.139 0.000
16 274.340 273 .86 2 0.23 0.840 1.16S S.90 4.08 6.004 9.9SO 0 .000
17 274 .347 269.849 0.77 1. oss 1.6S2 11. 8S 7.16 19.879 36.361 0.000
18 282 .4 S2 274.347 1. 48 0.9S2 0.9S2 10.78 10.79 12.761 17.4S9 0.000
------------------------------------------------------------------------------
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1. 3 September 1997 PAGE 17
Sat Nov 21 21:49:04 1998
Computation Messages
*Warning: Capacity of grade inlet id C2 exceeded.
*Warning: Capacity of grade inlet id C3 exceeded.
*Warning: Capacity of grade inlet id C9 exceeded.
*Warning : Capacity of grade inlet id Cll exceeded.
*Warning: Capacity of grade inlet id C7 exceeded.
*Warning : Left ponded width exceeds allowable width at inlet id CS.
*Warning : Right ponded width exceeds allowable width at inlet id CS.
*Warning : Capacity of sag inlet id A 8 exceeded.
*Warning: Left ponded width exceeds allowable width at inlet id A12.
*Warning: Decreasing Conduit Size -Downstream Run 1 was adjusted.
*Computation: Run 1 Insufficient Capacity
*Comp utation: Run 2 -Pipe Flowing Full
*Computation : Run S -Insufficient Capacity
*Computation: Run 6 -Insufficient Capacity
*Computation: Run 7 -Insufficient Capacity
*Comp utation: Run 8 -Insufficient Capacity
*Warning: Capacity of grade inlet id C2 exceeded.
*Warni ng: Capacity of grade inlet id C3 exceeded.
*Warning : Capacity of grade inlet id C9 exceeded.
*Warning : Capacity of grade inlet id Cll exceeded.
*Warni ng: Capacity of grade inlet id C7 exceeded.
*Warning: Left p onded width exceeds allowable width at inlet id CS.
*Warning: Right ponded width exceeds allowable width at inlet id cs.
*Warning: Capacity of sag inlet id A 8 exceeded.
*Warning: Left ponded width exceeds allowable width at inlet id A12.
*Warning: Decreasing Conduit Size -Downstream Run 1 was adjusted.
*Comp utation: Run 1 Insufficient Capacity
*Computation: Run = 2 -Pipe Flowing Full
Page 10
2969PRD1.out
*Computation : Run 5 -Insufficient Capacity
*Computation: Run 6 -Insufficient Capacity
*Computation: Run 7 -Insufficient Capacity
*Computation: Run 8 -Insufficient Capacity
NORMAL Completion of WinStorm.
Page 11
General Project Information 20-Nov-98
Control:
Section:
Job:
Project:
County:
Description:
Design Frequency:
Analysis Frequency:
Current File:
Outlet Identification:
Design Tailwater:
Analysis Tailwater:
Metric Input:
Metric Output:
1
657
2969
Conference Center
Brazos
Proposed Dartmouth St. System #2
10
100
I :\PROJECTS\600\2969-H-l \2969PRD2 . STM
Jl
264 .38
264 .3 8
No
No
Junction Loss Computation: Yes
I
Runoff Control Data 20-Nov-9
Runoff Coefficient "C": 0 .9
Runoff Coefficient Description: Business Areas
Runoff Coefficient "C": 0 .5
Runoff Coefficient Description: Residential
Runoff Coefficient "C": 0 .65
Runoff Coefficient Description: Industrial
Runoff Coefficient "C": 0 .25
Runoff Coefficient Description: Unimproved Areas
Runoff Coefficient "C": 0 .3
Runoff Coefficient Description: Landscaped Areas
Runoff Coefficient "C": 0 .95
Runoff Coefficient Description: Streets & Parking Areas
Minimum Time of Concentration: 10
Intensity "e" Value: 0
Intensity "b" Value: 0
Intensity "d" Value : 0
Drainage Area Data 20-N ov-98
Drainage Drainage Time of Supplied Composite Composite Subarea Drainage Area
Area Area Concentration Discharge Runoff Drainage Subarea 1 Subarea 2 Subarea 3 Subarea 4 Subarea 5 Subarea 6 Identification Description Coefficient Area
Al5 Modified Sub-Are 10.00 0 .00 0 .95 0 .25 0 .00 0 .00 0 .00 0 .75 0 .00 0 .27
DI Proposed Sub-Are 10.00 0 .00 0 .68 1.27 0 .00 0 .00 0.00 0 .00 0 .52 0 .75
D2 Proposed Sub-Are 10.00 0 .00 0 .95 0 .24 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00
1
Inlet and Junction Data 20-Nov-98
Critical Inlet Grate Default Junction
Inlet ID Inlet Description Inlet Type Elevation Length Area Soffit
Elevation
Type
Al5 Existing Inlet Curb at Sag 267 .59 15 .00 0 .00 0 .00 None
DI Grate Inlet Grate at Sag 0.00 0 .00 3 .70 0 .00 None
D2 None Junction/Manhole 0 .00 0 .00 0 .00 0 .00 None
JI e into Main Structu Junction/Manhole 0 .00 0 .00 0.00 0 .00 None
I
Inlet Gutter and Carryover Data 20-Nov-98
Inlet ID Longitudinal Transverse Transverse Distance Ponded Ponded N gutter Percent Carry Over To Allowable
Gutter Slope Gutter Gutter for Slope Width Depth value Discharge Identification Carryover
Slope Slope 2 for Sags
Al5 0 .50% 2.54% 0 .00% 0 .00 12 .00 0 .00 0 .014 50 .00%
Al5 0 .50% 2.54% 0.00% 0 .00 12 .00 0 .00 0 .014 50 .00%
DI I.42% 1.00% 0 .00% 0 .00 12 .00 0 .00 0 .014 50 .00%
DI 2 .49% 1.00% 0 .00% 0 .00 I2 .00 0.00 0.014 50 .00%
1
Conveyance Data 20-Nov-98
Pipe Run Nodes Soffit Elevation Shape Rise Span Number of Length N Value or
Identification Upstream Downstream Upstream Downstream Barrels Material
A 15 Jl 264 .39 264 Circular 2 2 50 Concrete
2 DI A 15 265 .164 264 .39 Circular 4 2 51.58 Concrete
3 D2 Dl 270 265 .164 Circular 2 I 295 Plastic
I
2969PRD2.out
WinStorm TxDOT STORM DRAIN DESIGN
JOB CONTROL 1
JOB SECTION 657
JOB NUMBER 2969
PROJECT DESCRIPTION : CONFERENCE CENTER
DESIGN FREQUENCY 10 Year
ANALYSYS FREQUENCY 100 Year
Version 1.3 September 1997 PAGE 1
Fri Nov 20 14:22:37 1998
MEASUREMENT UNITS: Input ENGLISH Output ENGLISH
Runoff Computations
I. D. c Value Area Tc Tc Used Intensity Supply Q Total Q
(acres) (min) (min) (in/hr) (cfs) (cfs)
------------------------------------------------------------------------------
D 1 0 .685 1.267 10.00 10.00 8.635 0.000 7.491
-LANDSCAPED AREAS 0 .300 0.517
-STREETS & PARKING AREAS0.950 0.750
D 2 0.950 0.242 10.00 10.00 8.635 0.000 1.985
A 15 0 .950 0.246 10.00 10.00 8.635 0.000 2.018
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 2
Fri Nov 20 14:22:37 1998
Sag Inlet Configuration Data
Inlet Inlet Length/ Grate Left Slope Right Slope Gutter Depth Critical
I. D. Type Pe rim. Area Long Trans Long Trans n Depr. Allow Elev.
(ft) (sf) (%) (%) (%) (%) (ft) (ft)
------------------------------------------------------------------------------
D 1 GRATE 12.000 3.700 2.49 1.00 1.42 1.00 0.014 n/a 0.500 No Valu
e
A 15 CURB 15.000 n/a 0.50 2.54 0.50 2.54 0.014 0.330 0.500 267.590
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 3
Fri Nov 20 14:22:37 1998
Page 1
Sag Inlet Computation Data
Inlet Inlet
I.D. Typ e
Length / Grate
Perim. Area
(ft) (sf)
Total
Q
(cfs)
D 1 GRATE 1 2 .000 3.700 7.491
A 15 CUR B 15.000 n/a 2.018
0
2969PRD2.out
Inlet Total
Capacity Head
(cfs) (ft)
13.097 0.345
35.014 0.124
Ponded Widths
Left Right
(ft) (ft)
13.900 15.50 0
6.657 6.657
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 4
Cumulati ve J unct ion Discharge Computations
Node
I.D.
0
Dl
D2
A15
Weighted
C-Value
0 .7 2 7
0 .950
0 .759
Cumulati ve
Drain age Area
(acres)
1.509
0 .242
1. 755
Cumula tive
T c
(min)
10.77
10.0 0
10.8 8
Win Storm TxDOT STORM DRAIN DESIGN
Conveyance Co nfiguration Data
Flowline Ele v .
Intensity
(in/hr)
8.369
8.635
8.333
Fri Nov 20 14:22:37 1998
Supplied
Discharge
(cfs)
0 .00 0
0.000
0.000
Tota l
Discharge
(cfs)
9.184
1. 985
11.093
Version 1.3 September 1997 PAGE 5
Fri Nov 20 14 :22:37 1998
Run
I. D.
Node I.D.
US DS US DS Shape # Span
(ft)
Rise
(ft)
Length
(ft)
Slop e
(%)
n
0
1
2
3
A15
Dl
D2
Jl
A15
Dl
262.390
2 63.664
269 .000
262.000 Circ 1
2 62.890 Circ 1
264.164 Circ 1
n/a 2.000
n/a 1.500
n/a 1. 000
50.00 0.780 0 .013
51.58 1.501 0 .013
295.00 1.640 0 .01 1
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 6
Fri Nov 20 14:22:37 1998
------------------------------------------------------------------------------
Conveyance Hy draulic Computations
------------------------------------------------------------------------------
Run
Hydraulic Gradeline
US Elev DS Elev Slope
Depth
Unif. Actual
Page 2
Velocity
Unif. Actual Q Cap
June
Loss
2969PRD2.out
(%) (ft) (ft) (fps) (fps) (cfs) (cfs) (ft)
------------------------------------------------------------------------------
1 264.500 264.380 0.24 1.064 2.000 6.53 3.53 11. 093 19.980 0.000
2 264.895 264.500 0.76 0.937 1. 500 7.92 5.20 9.184 12.868 0.000
3 269.421 264.895 0.22 0.421 0.731 6.35 3.23 1. 985 5.391 0.000
DISCHARGE FREQUENCY = 100 TAILWATER = 264.38
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 7
Fri Nov 20 14:22:37 1998
Runoff Computations
I. D. c Value Area Tc Tc Used Intensity Supply Q Total Q
(acres ) (min) (min) (in/hr) (cfs) (cfs )
D 1 0 .685 1.267 10.00 10.00 8.635 0.000 7.491
-LANDSCAPED AREAS 0 .300 0.517
-STREETS & PARKING AREAS0.950 0.750
D 2 0 .950 0.24 2 10.00 10.00 8.635 0.000 1.9 8 5
A 15 0 .950 0.2 46 10.00 10.00 8.635 0.000 2.0 18
0
WinStorm Tx DOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 8
Fri Nov 20 14:22:37 1998
------------------------------------------------------------------------------
Sag Inlet Configuration Data
------------------------------------------------------------------------------
Inlet Inlet Length/ Grate Left Slope Right Slope Gutter Depth Critical
I. D. Type Perim. Area Long Trans Long Trans n Depr. Allow Elev.
(ft) (sf) (%) (%) (%) (%) (ft) (ft)
------------------------------------------------------------------------------
D 1 GRATE 12.000 3.700 2.49 1. 00 1. 42 1. 00 0.014 n/a 0.500 No Valu
e
A 15 CURB 15.0 00 n/a 0.50 2.54 0.50 2.54 0.014 0.330 0.500 267.590
Page 3
2969PRD2.out
0
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 9
Sag Inlet Computation Data
Inlet Inlet
I. D. Type
Length/ Grate
Perim. Area
(ft) (sf)
Total
Q
(cfs)
D 1 GRATE 12.000 3.700 7.491
A 15 CURB 15.000 n/a 2.018
0
Inlet Total
Capacity Head
(cfs) (ft)
13.097 0.345
35.014 0.124
Fri Nov 20 14:22:37 1998
Ponded Widths
Left Right
(ft) (ft)
13.900 15.500
6.657 6.657
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 10
Cumulative Junction Discharge Computations
Node
I. D.
0
Dl
02
A15
Weighted
C-Value
0.727
0.950
0.759
Cumulative
Drainage Area
(acres)
1.509
0.242
1.755
Cumulative
Tc
(min)
10.77
10.00
10.88
Intensity
(in/hr)
8.369
8.635
8.333
Fri Nov 20 14:22:37 1998
Supplied
Discharge
(cfs)
0.000
0.000
0.000
Total
Discharge
(cfs)
9.184
1.985
11. 093
WinStorm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 11
Conveyance Configuration Data
Run
I. D.
Node I.D.
US DS
Flowline Elev.
US DS Shape # Span
(ft)
Fri Nov 20 14:22:37 1998
Rise
(ft)
Length
(ft)
Slope
(%)
n
------------------------------------------------------------------------------
0
1
2
3
A15
Dl
D2
WinStorm
Jl
A15
Dl
262.390
263.664
269.000
262.000 Circ 1
262.890 Circ 1
264.164 Circ 1
n/a
n/a
n/a
2.000
1. 500
1. 000
50.00 0.780 0.013
51.58 1.501 0.013
295.00 1.640 0.011
TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 12
Fri Nov 20 14:22:37 1998
Page 4
2969PRD2.out
Conveyance Hydraulic Computations
Run
Hydraulic Gradeline
US Elev DS Elev Slope
(%)
0
1 264.500
2 264.895
3 269.421
264 .380
264 .500
264 .895
0.24
0.76
0.22
Depth
Unif. Actual
(ft) (ft)
1. 064
0.937
0.421
2.000
1. 500
0.731
Velocity
Unif. Actual
(fps) (fps)
6.53
7. 92
6 .35
3.53
5.20
3.23
Q
(cfs)
11. 093
9.184
1.985
Cap
(cfs)
19.980
12.868
5.391
June
Loss
(ft)
0.000
0.000
0.000
Win Storm TxDOT STORM DRAIN DESIGN Version 1.3 September 1997 PAGE 13
Fri Nov 20 14:22:37 1998
Computation Messages
*Warning: Left ponded width exceeds allowable width at inlet id Dl.
*Warning: Right ponded width exceeds allowable width at inlet id Dl.
*Computation: Run = 1 -Pipe Flowing Full
*Computation: Run = 2 -Pipe Flowing Full
*Warning: Left ponded width exceeds allowable width at inlet id Dl.
*Warning: Right ponded width exceeds allowable width at inlet id Dl.
*Computation: Run 1 -Pipe Flowing Full
*Computation: Run = 2 -Pipe Flowing Full
NORMAL Completion of WinStorm.
Page 5
000657-2969 Drainage Report.doc
APPENDIXC
MAPPING
DESCRIPTION
APPENDIXC
TABLE OF CONTENTS
PAGE NO.
Exhibit # 1 -Carter 's Creek Drainage Basin ................................................................ C-1
Exhibit #2 -Wolf Pen Creek Sub-Drainage Basin ....................................................... C-2
E xhib it #3 -E xisting Drainage Area Map ................................................................... C-3
E xhibit #4 -Proposed Drainage Area Map .................................................................. C-4
Ex hibit #5 -FIRM Map .............................................................................................. C-5
00 0657-2 969 Drainage Report .doc
THIS FORM REPLACES PREVIOUS FORM 3510-6 (8-98)
See Reverse for Instructi ons
Form Approved . OMS No. 2040-0188
OEPA United States Envi ronmental Protection Agency
NP DES Washington, DC 20460
FORM Notice of Intent (NOi) tor Storm Water Discharges Associated with
CONSTRUCTION ACTIVITY Under a NPDES General Permit
Submissio n of th is Notice of Intent constitutes notice that the party identified in Section I of this form intends to be auth orized by a NPDES permit issued
for storm water d isch arges associated with construction activity in the State/Indian Country Land identified in Section II of this form. Submission of this Notice
of Intent a lso consti tutes notice th at the party identi fied in Section I of th is form meets the elig ibility requirements in Pa rt l.B. of th e general permit (i ncluding
those related to pro tect ion of endangered spec ies determined through the procedures in Addendum A of the general perm it ), understands that continued
authorizati on to di sch arge is conti ngent on ma intaining permit el igib ility, and that implementati on of the Storm Water Poll ution Prev ention Plan requ ired under
Part IV o f the general permit will beg in at the time the perm ittee commences work on the construction proj ect identified in Secion II below. IN ORDER TO
OBTAIN AUTHORIZAT ION, ALL INFORMATION REQUESTED MUST BE INCLUDED ON THIS FORM. SEE INSTRUCTIONS ON BACK OF FORM .
I. Owner/Operator (Applicant) Information
Nam e : 1 ~i1 1 l 1 J-1 1 A 1 12.it:?i 1 f1 £i!1 ~A£A-1 1A 1 rl ,c ~..J ,1 1/i £,c 171 I I I I Phone: ifll.._g_f/170 /0 1/ 1/1/._ I
Address : (./it.I 1S 1 1t:1 1W1 t1 1 l.1 ~1 (J (1'1 f3 1'1,,i i?1"1 1t::1 1£ 13 1 l 1
Status of ~ I I I I I I I I I Owner/Operator:
City : IZ i r 1C if-I 1A 1 e, ~,~ c ,N I I I I I I I I I I I I State : 1/i Xi Zip Code : 11610 18l 1-1 I I I I
II. Project/Site information I 's th e fac ili ty located on Ind ian
Coun try Lands?
Proj ect Name : 1 H 1 0 1 7 1 £1 ~1 1 C1 0 1N 1F 1E 1e 16 N1 c £1 1C I Ci Nil I E:if<1 I I I I I I I Yes D No~ '
Project Address/Location: i.:t" 't:!. j7' i f;~ 19€.1C. 1-r11 IQ f...11 (!I 1J./ Q 1L (..,£(YI (J d VJ+e1 /'Ylo urTH 1 i
City : IC: 0 1 l.1 L.1 ~1~1 /C:1 1S 1 /1 A'111 1CN1 I I I I I I I I State : !7i X/ Zip Code: r1 1 7i 8 '-/1 0 -I I I I !
Latit ude : ·~1 0 1-;Cv I ~ (j I Long it ude : @1 (g IL1<0ia Q County : 'JIS .f: 1.4e 1D 1Ca i i I I I ' I I I I I I !
Has the S to rm Wa ter Pollut ion P reven ti on P!an (SWPPP ) been prepared? Yes •~ No O
Optiona l : A ddress of location of
f! Address in Section I above n Ad dress in Secti on II above r.::JOth er address (if kn own) below : SWPPP for viewing
SWPPP TT 1£1 XiA-1,2 1 l'7 1Q 1 U1T 11:!.1 6~1£1 ~I ~one :
Address : · 2 .S b l I I 1,4-1 \lj ~I ' I I I I I ' '..__1 0~ 1619 3 /5~ 6 1'i i
City : {. 0 1l.1t. 1£: Gr 1l 1 6 I :::Z I A r7 I ( '(!) IN I I I I I I i State: 1ZJd Zi p Code : r? 17 18 14 1 C) -1 I I I I
Name of Rece iv ing Water: 1 NQ 1 ~1 F1 1fi£1Ni 1 C1 £1 e:1 ~~ I ! I I I I I I I I
1Q 19 : a r 11 tt.. ,CJ ,er , I 0i I I Q1 1 1 '3Q 1 tJe../
I
Based on instruction prov ided in Add endum A of the permit, are
Monrh Day Year Monrh Day Year there any li sted endangered or threatened species , or designated
Es ti mated Constru c ti on Start Da te Es timated Comp letion Date critical habitat in the pro ject area ?
Es ti mate cf area to be disturbed (to nearest acre ): I I I I 1L6 1 Yes D No 0
Estimate of U kelihood of Discharge (choose only one):
I
I have satisfi ed permit el igibility with regard to protecti on of
-endangered species through the ind icated section of Part l.B.3 .e.(2)
1. !___ Unli ke ly 3. [j Once per wee k 5. 0 Continual
I
of the permit (check one or more boxes ):
2 . Lone e per mont h 4. [J Onc e per day (aJO (bJO (c) CJ (dJD
Ill. Certification
I c ertify u r.cer p enalty of law tha t this docu ment and all att achm ents were prepare d under my d irection or superv isio n in accordance wi th a system
de signeo :o assu re t ha t qua lifi ed person nel pro perly gat her and eval uate the in form a ti on s ubm itted . Based on my inquiry of th e pe rson or persons w ho
manag e •r.is sy stem , o r thos e pers ons di rec tly respons ible for gathering the information , the information submitt ed is . to the best of my knowledge an d
be li ef , t rt.;e . accu rate , and co m plet e. I am awa re th at ther e are signifi ca nt pe na lties for submittin g false inior ma tion . inc!u ding the poss ibility of fine an d
im prison1T.ent fo r knowing vi olations .
Pr in t Narr :: f<i4 11b ·o "'1 1 1'4£:1 ·C A 1L 1n I I I I I I I ! I I I I I I i I Da te: ! ID 1 Z 1 ~9 1 B 1
Signat u re : \/ ~ I I
.-.>(-Ml// /I I ~
E?A Fo rm 35 ~: ·? re placed 351 0-6 (8·98) ~
Instructions -EPA Form 3510-9 Form Approved . OMS No. 2040-0188
SEPA Notice of Intent (NOi) for Storm Water Discharges Associated with
Construction Activity to be Covered Under a NPDES Permit
Who Must File a Notice of Intent Form
Under the provisions of the Clean Water Act, as amended, (33 U .S.C. 1251
et.seq .; the Act), except as provided by Part 1.8.3 the permit, Federal law
prohibits discharges of pollutants in storm water from construction activities
without a National Pollutant Discharge Elimination System Permit. Operator(s)
of construction sites where 5 or more acres are disturbed , smaller sites that
are part of a larger common plan of development or sale where there is a
cumulative disturbance of at least 5 acres, or any site designated by the
Director, must submit an NOi to obtain coverage under an NPDES Storm
Water Construction General Permit. II you have questions about whether
you need a permit under the NPDES Storm Water program, or if you need
information as to whether a particular program is administered by EPA or
a State agency, write to or telephone the Notice of Intent Processing Center
at (703) 931-3230.
Where to File NOi Form
NOls must be sent to the following address:
Storm Water Notice of Intent (4203)
US EPA
401 M . Street, SW
Washington, D .C. 20460
Do not send Storm Water Pollution Prevention Plans (SWPPPs) to the
above address . For overnight/express delivery of NOls, please include the
room number 2104 Northeast Mall and phone number (202) 260-9541 in
the address .
When to File
This form must be filed at least 48 hours before construction begins.
Completing the Form
OBTAIN AND READ A COPY OF THE APPROPRIATE EPA STORM WATER
CONSTRUCTION GENERAL PERMIT FOR YOUR AREA. To complete
this form, type or print, using uppercase letters, in the appropriate areas
only. Please place each character between the marks (abbreviate if
necessary to stay within the number of characters allowed for each item).
Use one space for breaks between words, but not for punctuation marks
unless they are needed to clarify your response . If you have any questions
on this form, call the Notice of Intent Processing Center at (703) 931-3230.
Section I. Facility Owner/Operator (Applicant) Information
Provide the legal name, mailing address , and telephone number of the
person, firm, public organization, or any other entity that meet either of the
following two criteria : (1) they have operational control over construction
plans and specifications , including the ability to make modifications to those
plans and specifications ; or (2) they have the day-to-day operational control
of those activities at the project necessary to ensure compliance with SWPPP
requirements or other permit conditions. Each person that meets either of
these criteria must file this form. Do not use a colloquial name. Correspon-
dence for the permit will be sent to this address .
Enter the appropriate letter to indicate the legal status of the owner/operator
of the proj ect: F = Federal; S = State; M = Public (other than fede ral or
state); P = Private .
Section II. Project/Site Information
Enter the official or legal name and complete street address, including city,
county, state , zi p code , and phone number of the project or site . II it lacks
a street address , indicate with a general statement the location of the site
(e .g., Intersection of State Highways 61 and 34). Complete site information
must be provided for permit coverage to be granted .
The applicant must also provide the latitude and longitude of the facility in
degrees, minutes, and seconds to the nearest 15 seconds . The latitude
and longitude of your facility can be located on USGS quadrangle maps.
Quadrangle maps can be obtained by calling 1-800 USA MAPS . Longitude
and latitude may also be obtained at the Census Bureau Internet site :
http ://www.census .gov/cgi-bin/gazetteer.
Latitude and longitude for a facility in decimal form must be converted to
degrees , minutes and seconds for proper entry on the NOi form . To convert
decimal latitude or longitude to degrees , minutes, and seconds , follow the
steps in the following example .
Convert decimal latitude 45.1234567 to degrees, minutes, and seconds .
1) The numbers to the left of the decimal point are degrees.
2) To obtain minutes, multiply the first lour numbers to the right of the
decimal point by 0 .006. 1234 x .006 = 7 .404.
3) The numbers to the left of the decimal point in the result obtained in
step 2 are the minutes: 7'.
4) To obtain seconds, multiply the remaining three numbers to the right of
the decimal from the result in step 2 by 0 .06: 404 x 0 .06 = 24.24 . Since
the numbers to the right of the decimal point are not used, the result is
24".
5) The conversion for 45 .1234 = 45° 7' 24 •.
Indicate whether the project is on Indian Country Lands .
Indicate ii the Storm Water Pollution Prevention Plan (SWPPP) has been
developed. Reier to Part IV of the general permit for informati on on SWPPPs.
To be eligible for coverage, a SWPPP must have been prepared.
Optional : Provide the address and phone number where the SWPPP can
be viewed if different from addresses previously given . Check appropriate
box.
Enter the name of the closest water body which receives the project's
construction storm water discharge .
Enter the estimated construction start and completion dates using lour digits
for the year (i.e. 05/27/1998).
Enter the estimated area to be disturbed including but not limited to:
grubbing, excavation, grading, and utilities and infrastructure installation .
Indicate to the nearest acre ; if less than 1 acre, enter "1." Note: 1 acre =
43,560 sq . ft.
Indicate your best estimate of the likelihood of storm water discharges from
the project. EPA recognizes that actual discharges may differ from this
estimate due to unforeseen or chance circumstances.
Indicate ii there are any listed endangered or threatened species, or
designated critical habitat in the project area .
Indicate which Part of the permit that the applicant is eligible with regard
to protection of endangered or threatened species, or designated critical
habitat.
Section Ill. Certification
Federal Statutes provide for severe penalties for submitting false information
on this application form. Federal regulations require this application to be
signed as follows:
For a corporati on : by a responsible corporate officer, which means :
(i) president, secretary, treasurer, or vice president of the corporation in
charge of a principal business function, or any other person who performs
similar policy or decision making functions, or (ii) the manager of one or
more manufacturing, production, or operating facilities employing more than
250 persons or having gross annual sales or expenditures exceeding $25
million (in second-quarter 1980 dollars), ii authority to sign documents has
been assigned or delegated to the manager in accordance with corporate
procedures ;
For a partnership or sole proprietorship : by a general partner of the proprietor,
or
For a municipality, state , federal, or other public facility: by either a principal
executive or ranking elected official. An unsigned or undated NOi form will
not be granted permit coverage.
Paperwork Reduction Act Notice
Public reporti ng burden for this application is estimated to average 3 .7
hours . This estimate includes time for reviewing instructions , searching
existing data sources , gathering and maintaining the data needed, and
completing and reviewing the collection of information . An agency may not
conduct or sponsor, and a person is not required to respond to , a collection
of information unless it displays a currently valid OMS control number.
Send comments regarding the burden estimate, any other aspect of the
collection of information, or suggestions for improving this form, including
any suggestions which may increase or reduce this burden to : Direc'.or,
OPPE Regulatory Information Division (2137), U.S. Environmental Protection
Agency. 401 M Street , SW, Washington , D .C . 20460. Include the OMS
control number on any correspondence . Do not send the completed form
to th is address.
A BRIEF GUIDE TO REQUIREMENTS FOR DEVELOPING AND IMPLEMENTING
POLLUTION PREVENTION PLANS FOR CONSTRUCTION ACTIVITIES
Storm water runoff is part of the natural hydrologic cycle . However, human activities, particularly urbanization, can
alter natural drainage patterns and add pollutants to the rainwater and snowmelt that run off the earth's surface and
enter our Nation 's rivers , lakes, streams , and coastal waters . In fact, recent studies have shown that storm water
runoff is a major source of the pollutants that are damaging our sport and commercial fisheries , restricting
swimming , and affecting the navigability of many of our Nation's waters .
The States and many municipalities have been taking the initiative to manage storm water discharges more
effectively . Recognizing the importance of this problem, the Congress also directed the U.S. Environmental
Protection Agency (EPA) to develop a Federal program under the Clean Water Act to regulate certain high priority
storm water sources . The issuance of storm water discharge permits under the National Pollutant Discharge
Elimination System (NPDES) is a major part of the Agency's efforts to restore and maintain the Nation's water
quality .
Under NPDES General Permits for Storm Water Discharges From Construction Activities, EPA requires the
development and implementation of a pollution prevention plan-designed to reduce pollution at the source , before
it can cause environmental problems that cost the public and private sectors in terms of lost resources and the
expense of environmental restoration activities .
OVERVIEW OF POLLUTION PREVENTION PLAN REQUIREMENTS
To walk you through the requirements , the guide is organized according to the phases of the pollution prevention
planning and implementation process . A set of work sheets and a model plan at the end of the document are
provided to further clarify requirements . As shown on the chart on the following page, pollution prevention planning
requirements have been organized to provide you with a step-by-step process for ensuring that pollutants are not
making their way into the storm water discharges from your site. The six major phases of the process are (1) site
evaluation and design development, (2) assessment, (3) control selection and plan design , (4) certification and
notification , (5) construction/implementation, and (6) final stabilization/termination . In addition , all permit holders
must meet a number of general requirements, and certain permit holders will have to meet special requirements .
This document provides background information on pollution prevention planning requirements for General Permit
applicants . At the end of this document we have provided a checklist and sample Pollution Prevent ion Plan . A
detailed manual on how to develop and implement your pollution prevention plan is available at a modest cost from
the National Technical Information Service . The manual, titled Storm Water Management for Construction
Activities : Developing Pollution Prevention Plans and Best Management Practices, provides much more specific
information than this brief guide . Instructions for ordering the detailed manual and a listing of other references that
you may find useful can be found at the end of this guide .
Review Draft Page 1
..
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Review Draft
Full page graphic goes here
SIX PHASES FOR DEVELOPING AND IMPLEMENTING A STORM WATER
POLLUTION PREVENTION PLAN FOR CONSTRUCTION
Pagel
SITE EVALUATION AND DESIGN
DEVELOPMENT PHASE
The first phase in a preparing a Storm Water Pollution Prevention Plan for a construction project is to define the
characteristics of the site and the type of construction that will be occurring . This phase is broken down into four
requirements : (A) collect site information , (8) develop site design, (C) describe construction activity, and (0)
prepare pollution prevention site map.
(A) Collect Site Information
In evaluating your site, you must collect the following existing information:
• Site map-The map should be a drawing, preferably to scale and preferably topographic, of the
construction site. The best way to obtain a site map is to have your site surveyed by a professional
surveyor. Alternatively, topographic maps may be available from your State or local government, or you
may use the United States Geological Survey (USGS) topographical maps . Your site map will be used in
subsequent steps of the development of your pollution prevention plan . The scale of the map should be
small enough so that you can easily distinguish important features such as drainage swales and control
measures that will be added later.
• Soils information-Soils information should be based on information from your specific site . Sources of
soils i nformation could include soil borings or other geotechnical investigations . Soil Conservation Service
(SCS) soil surveys may also be used, and SCS surveys typically indicate whether a soil is erodible .
• Runoff water quality-Runoff water quality data may sometimes be available from your state or local
government, e.g ., the local municipal separate storm sewer authority . You may also be able to obtain
runoff water quality information from the U.S. Geological Survey (USGS), State, or local watershed
protection agencies .
• Name of receiving water-Identify the name and location of the body of water, e.g ., stream , creek, run ,
wetland , river, lake , bay , ocean, that will receive the runoff from the construction site . If the receiving' water
is a tributary include the name of the ultimate receiving body of water if possible . If the site drains into a
Municipal Separate Storm Sewer System , identify the system and indicate the receiving water to which the
system discharges. This information is usually available from county, State, or USGS maps .
(B) Develop Site Plan Design
The next step is to develop a site plan design based primarily on the goals and objectives of the proposed facility .
There are several pollution prevention principles that you should consider when you develop the site plan for the
project:
• Disturb the smallest vegetated area possible .
• Minimize the amount of cut and fill.
• Limit impacts to sensitive areas such as :
-Steep and/or unstable slopes
-Surface waters , including wetlands
-Areas with erodible soils
-Existing drainage channels.
Review Draft Page3
(C) Describe Construction Activity
In preparing your plan, you should (1) describe the purpose or goal of the construction project (e.g., a single family
residential development, a multistory office building, or a highway interchange) and (2) list the soil disturbing
activities necessary to complete the project. (Soil disturbing activities might include clearing, excavation and
stockpiling, rough grading , final or finish grading, preparation for seeding or planting , excavation of trenches ,
demolition, etc.).
(D) Prepare Pollution Prevention Site Map
The final step of the site evaluation and design development phase is to combine the information collected so far
into a comprehensive pollution prevention site map . The following additional information must be included on the
map collected in Step A:
• Slopes after grading-Indicate the location and steepness of slopes after grading.
• Disturbed areas-Indicate the areas of soil disturbing activities or the total area of the site where soil will
be disturbed . Also draw an outline of areas that will not be disturbed .
• Drainage patterns/discharge points-Indicate the drainage patterns of the site after the major grading
activities and the location of the points where storm water will discharge from the site.
-Note the downhill direction the runoff will follow as it flows across the site for the drainage pattern of the
site .
-Use arrows to indicate which direction runoff will flow in . Show the areas where there will be overland
flow and the location of swales or channels . If there is a new or proposed underground storm drain
system on the site, this should be indicated on the Storm Water Pollution Prevention Plan site map as
well.
Review Draft Page4
ASSESSMENT PHASE
Once the characteristics of the site and the construction have been defined, the next phase in developing a
Storm Water Pollution Prevention Plan is to measure the size of the land disturbance and estimate the impact
the project will have on storm water runoff from the site based on information collected in Phase 1. Three things
should be done to assess the project: (A) measure the site area, (B) measure the drainage areas , and (C)
ca lculate the runoff coefficient.
(A) Measure the Site Area
The general permit requires that you indicate in the Storm Water Pollution Prevention Plan estimates of the total site
area and the area that will be disturbed . If the information is not available from one of these sources , you may
measure by using the grid method or by using a planimeter. Planimeters are available from Engineering and
Surveyor Supply Stores.
(B) Determine the Drainage Areas
Determ ine the size of each drainage area for each point where concentrated flow will leave the site . Drainage
areas are portions of the site where runoff will flow in one particular direction or to a particular discharge point.
These data w ill help you select and design the sediment control and storm water management measures for your
proj ect in the next phase of the plan . Use the drainage patterns indicated on the site map to determine the drainage
areas . (Drainage areas are not requ ired to be included in the pollution prevention plan .)
(C) Calculate the Runoff Coefficient
The general permit requ ires that you estimate the development's impact on runoff after construction is complete .
Th is is done by estimating a runoff coefficient of the site . The runoff coefficient is an estimate of the fraction of total
rainfall that will appear as runoff. (For example , the "c" value of lawn area is 0.2, which ind icates that only 20
percent of the water that falls on grassed areas will end up as surface runoff. In contrast, the "c" value of a paved
area can be 0 .9 or higher , indicating that 90 percent of the rain falling on this type of surface will run off.)
Review Draft Page5
CONTROL SELECTION/PLAN
DESIGN PHASE
After you have collected the information and made measurements, the next phase is to design a plan to prevent
and control pollution of storm water runoff from your construction site . To complete the Storm Water Pollution
Prevention Plan , (A) select erosion and sediment controls, (8) select other controls, (C) select storm water
management controls , (D) indicate the location of controls, (E) prepare an inspection and maintenance plan , (F)
prepare a description of controls, (G) prepare a sequence of major activities, and (H) incorporate State or local
requirements . The following subsections explain how the controls you select should be described in the Storm
Water Pollution Prevention Plan .
(A) Select Erosion and Sediment Controls
The Storm Water Pollution Prevention Plan must include a description of the measures to be used for erosion and
sediment controls throughout the construction project. These controls include stabilization measures for disturbed
areas and structural controls to divert runoff and remove sediment. Erosion and sediment controls are
implemented during the construction period to prevent and/or control the loss of soil from the construction site into
the receiving waters . Your selection of the most appropriate erosion and sediment controls depends on a number
of factors, but is most dependent on site conditions . The information collected in the site evaluation, design and
assessment phases is used to select controls. Some controls are discussed below :
• Stabilization-The EPA general permit requires that areas of the construction site that were disturbed in
the past but will not be redisturbed for 21 days or more be stabilized by the 14th day after the last
disturbance. Stabilization measures include the following :
-Temporary seeding-Temporary seeding is the planting of fast-growing grasses to hold down the soil
in disturbed areas so that they are less apt to be carried offsite by storm water runoff or wind .
-Permanent seeding-Permanent seeding is the use of permanent vegetation (grass, trees, or shrubs)
to stabilize the soil by holding soil particles in place.
-Mulching-Mulching is the placement of material such as hay, grass, woodchips, straw, or gravel on
the soil surface to cover and hold in place disturbed soils .
• Structural control measures include the following:
-Silt fence-A silt fence is a temporary measure consisting of posts with filter fabric stretched across the
posts and sometimes with a wire support fence. The fence is installed along the downslope or
sideslope perimeter of a disturbed area. Runoff passes through the openings in the fabric , while
sediment is trapped on the uphill side.
-Sediment trap-A sediment trap is formed by excavating a pond or by placing an earthen embankment
across a low area or drainage swale . It has an outlet or spillway made of large stones or aggregate .
The trap retains the runoff long enough to allow the silt to settle out.
-Sediment basin-A sediment basin is a settling pond with a controlled water release structure, e.g ., a
riser and pipe outlet with a gravel filter, which slows the release of runoff. The basin detains sediment-
laden runoff from larger drainage areas long enough for most of the sediment to settle out.
The EPA general perm it requires that a sediment basin be installed in any drainage location where more than 10
acres in the upstream basin are disturbed at one time . The sediment basin must provide at least 3,600 cubic feet of
storage for every acre of land that drains to it. For drainage locations with 10 or fewer disturbed acres, sediment
traps, filter fences , or equivalent measures must be installed along the downhill boundary of the construction site .
Review Draft Page6
(B) Select Other Controls
In addition to erosion and sediment controls, the Pollution Prevention Plan for your project must address the other
potential pollutant sources that may exist on a construction site . They include proper waste disposal, compliance
with applicable State or local waste disposal, sanitary sewer or septic system regulations , control of offsite vehicle
tracking, and control of allowable non-storm water discharges, as explained in the following bullets :
Ensure proper disposal of construction site waste materials .
• Treat or dispose of sanitary wastes that are generated onsite in accordance with State or local
requirements . Contact the local government or State regulatory agency .
• Prevent offsite tracking of sediments and generation of dust. Stabilized construction entrances or vehicle
washing racks should be installed at locations where vehicles leave the site . Wiere dust is a problem,
implement dust control measures such as irrigation.
• Identify and prevent contamination of non-storm water discharges. 'Mlere non-storm water discharges
allowed by the general permit exist, they should be identified and steps should be taken to prevent
contamination of these discharges .
(C) Select Storm Water Management Controls
Storm water management controls are constructed to prevent or control pollution of storm water after the
construction is completed. The general permit requires that storm water management controls be installed for
construction projects where flow rates after construction exceed flow rates before construction . These controls
include the following :
• Retention pond-A pond that holds runoff in a reservoir without release except by means of evaporation ,
infiltration, or emergency bypass.
• Detention pond-A pond that holds or detains runoff in a basin for a limited time releasing it very slowly
allowing most of the sediments to drop out.
• Infiltration measures-Measures that allow the percolation of water though the ground surface into
subsurface soil. Specific measures include infiltration trenches, basins , and dry wells .
• Vegetated swales and natural depressions-Grass-lined ditches or depressions that transport runoff,
filter sediments from the runoff, and enhance infiltration of the runoff.
Selection of the most appropriate storm water management measures depends upon a number of factors, but most
of all upon site conditions . EPA expects that most measures can be designed to remove 80 percent of the total
suspended solids from post-construction runoff. 'Mien you select storm water management measures for a
development project, consider the impacts of these measures on other environmental media (i.e ., land, air, and
ground water). For example , if the water table is unusually high in your area, a retention pond for contaminated
storm water could lead to contamination of a ground water source unless special preventive measures are taken .
EPA strongly discourages the transfer of pollution from one environmental medium to another and prohibits the
adoption of any storm water management practice that results in a violation of other Federal, State, or local
environmental laws.
In add ition to pollutant removal, the storm water management portion of the plan must address velocity dissipation
at discharge locations . Development usually means an increase in speed with which the site will drain because of
the addition of paved areas , storm sewers, curbs, gutters , etc. The general permit requires that veloc ity dissipation
devices be placed along the length of any outfall where erosive conditions exist. The potential for erosion is
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primarily dependent upon the velocity of the storm water discharge and the type of material that lines the channel.
One velocity dissipation device is the Riprap outlet protection, which is stone or riprap placed at the discharge
point to reduce the speed of concentrated storm water flows .
(D) Indicate the Location of Controls on the Site Map
Pollution prevention measures must be shown on the pollution prevention site map, including the location of each
measure used for erosion and sediment control , storm water management, and other controls . Vvtlen this has been
done , the site map is ready to be included in the Pollution Prevention Plan . Note: It may not be feasible to indicate
some controls on the site map , e.g., waste control measures .
(E) Prepare an Inspection and Maintenance Plan
After the Storm Water Pollution Prevention Plan is prepared and the necessary controls are installed, you will be
responsible for inspecting and mainta ining them . The general permit requires that you prepare a description of the
procedures to maintain the pollution prevention measures onsite . An inspection and maintenance checklist
indicati ng each of the control measures proposed for the construction site should be included in the Storm Water
Pollution Prevention Plan prior to starting construction .
(F) Prepare a Description of Controls
Once you have finished planning your construction activities and selected the controls, make a list of each type of
control you plan to use on the site . Include a description of each control, describe its purpose, and explain why it is
appropriate in this location . The description should also include specific information about the measure such as
size , materials , and methods of construction . Read your permit carefully to ensure that your plan includes all of the
required controls .
(G) Prepare a Sequence of Major Activities
You should prepare a sequence of major activities that includes the installation of all the controls , earth disturbing
act ivities , all stabilization activities, and the maintenance required for the controls . The sequence should clearly
indicate the order in wh ich each of the activities described takes place . Several general principles are helpful in
developing the sequence of major activities :
• Install downslope and sideslope perimeter controls before the land disturbing activity occurs .
• Do not disturb an area unt il it is necessary for construction to proceed .
• Cover or stabilize disturbed areas as soon as possible.
• Time activities to limit impact from seasonal climate changes or weather events .
• Delay construction of infiltration measures until the end of the construction project when upstream
dra inage areas have been stab ilized .
• Do not remove temporary perimeter controls until after all upstream areas are finally stabilized.
(H) Incorporate State or Local Requirements
The plan mus t be in compl iance with appl icable State or local storm water management, erosion , and sediment
control requ irements . This is done by incorporating the State or local requirements (by reference) into the plan ,
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thereby allowing States and localities the flexibility to maintain their existing programs and providing additional
authority for enforcement.
The State or loca l erosion and sediment control or storm water management program requirements may be
ident ical to requirements in the general perm it. Some of them could be different. The Storm Water Pollution
Prevention Plan components of an NP DES storm water perm it ensure that a minimum level of pollution prevention
is required .
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CERTIFICATION AND
NOTIFICATION PHASE
Once the s ite description and controls portion of the Storm Water Pollution Prevent ion Plan have been prepared ,
you now must (A) certify the pollution prevention plan and (B) subm it a Notice of Intent to the appropriate
agency . The checklist provided at the end of this document will be very useful in evaluating whether all the
requ i red items are included in your Storm Water Pollution Prevention Plan prior to certify ing the plan or
submitting a Notice of In tent.
(A) Certify the Pollution Prevention Plan
Construction activities often have a number of different short-term contractors and subcontractors com ing onsite
duri ng each phase of the project development. The EPA general perm it requires that the contractors and
subcontractors responsible for implementing measures in the Pollution Prevention Plan be listed i n the plan and
that they sign a certification statement that they understand the permit requirements. This requirement holds each
contractor/subcontractor responsible for certain permit conditions .
Your plan should identify the Authorized representative . The authorized representative should be someone at or
near the top of the management chain , such as the president, vice pres ident, or a general partner, who has been
delegated the authority to sign and certify this type of document. In signing the plan, the authorized representative
cert ifies that the information is true and assumes liability for the plan . Please note that Section 309 of the Clean
Water Act provides for s ign ificant penalties where information is false or the permittee violates , either knowingly or
neg l igently , perm it requ irements .
(B) Submit a Notice of Intent
The General Permit for Storm Water Discharges Associated with Industrial Activ ity from Construction Activit ies
requ i res that you subm it a Notice of Intent (NOi) at least 48 hours before construction activit ies begin . The NOi is
essentially an applicat ion and contains important information about your site, including site location, owner
information , operator (general contractor) information , rece iving water(s), existing NPDES Permit Number (if any),
ex isting quantitative data, and a brief description of the project.
EPA has developed a one-page form to be used by industrial facilities and construction act iv ities when they subm it
NO ls . This form indicates all the information that you are required to provide and must be used in order for the NOi
to be processed correctly . NOls for the EPA General Permit will be submitted directly to EPA's central processing
center at the fo llowing address :
Storm Water Notice of Intent
P.O. Box 1251
Newington , VA 22122
The party or parties who have day-to-day responsibilities for site operations, and the party or parties who have
control over the designs and specifications necessary to ensure compliance with plan requ i rements and permit
condit ions , must subm it an NOi. It is anticipated that there will be projects where more than one entity (e .g ., the
owner. developer, or general contractor) will need to submit an NOi so that both of the requirements for an operator
are met. In th is case , those persons will become co-permittees .
Deadlines-There are different deadl ines for subm itting NO ls depending on whether the construction starts
before or after October 1, 1992 .
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• Before October 1, 1992-For construction activities that have started before October 1, 1992, and plan to
continue beyond this date, the NOi must be submitted on or before October 1, 1992.
• After October 1, 1992-lf construction will not begin until after October 1, 1992, a NOi must be
postmarked at least 48 hours before construction begins.
• The Storm Water Pollution Prevention Plan must be completed prior to the submittal of an NOi.
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CONSTRUCTION/
IMPLEMENTATION PHASE
Once you have prepared a Storm Water Pollution Prevention Plan and filed a Notice of Intent, you may then
start construct ion of the proj ect. However, you have not yet met all requirements of your permit. You should
now do the th i ngs that you said you would do in the Storm Water Pollution Prevention Plan : (A) implement the
controls , (8) inspect and maintain the controls , (C) maintain records of construction activities , (D) update/change
the plan to keep it current, (E) take proper action when there is a reportable quantity spill , and (F) have plans
accessible.
(A) Implement Controls
The first action that should be taken is to construct or perform the controls that were selected for the Storm Water
Pollution Prevention Plan . The controls should be constructed or appl ied in accordance with State or local
specifications . If there are no State or local specifications for control measures , then the controls should be
constructed in accordance with good engineeri ng practices. The controls should be constructed and the
stabilization measures should be applied in the order that you indicated in the sequence of major activities .
To ensure that controls are adequately implemented, it is important that the work crews who install the measures
are experienced and/or adequately trained . Improperly installed controls can have little or no effect and may
actually increase the pollution of storm water. It is also important that all other workers on the construction site be
made aware of the controls so that they do not inadvertently disturb or remove them .
(B) Inspect and Maintain Controls
As d iscussed previously , inspection and maintenance of the protective measures that are part of this plan are as
important to po ll ution prevention as proper planning , design/selection , and installation .
• Inspection-The EPA General Permit requires inspection every 7 days or within 24 hours of a storm of 0.5
inches in depth . All disturbed areas of the site , areas for material storage, and all of the erosion and
sediment controls that were identified as part of the plan should be inspected. Controls must be in good
operat ing condition until the area they protect has been completely stabilized and the construct ion activity is
complete .
• Maintenance/repairs-The inspector should note any damages or deficiencies in the control measures on
an inspection report form provided for this purpose. These reports document the inspection of the pollution
prevention measures. These same forms can be used to request maintenance and repair and to prove
that inspection and maintenance were performed . The operator should correct damage or deficiencies as
soon as practicable after the inspection , and any changes that may be required to correct deficiencies in
the Storm Water Pollution Prevention Plan should be made as soon as practicable after the inspection .
(C) Maintain Records of Construction Activities
In addition to the inspection and maintenance reports , the operator should keep records of the construction activity
on the s ite . In part icular, t he operator should keep a record of the following information:
• The dates when major grad i ng activities occur i n a particular area
• The dates when co nstruct ion activ ities cease in an area , temporarily or permanently
• The dates when an area is stabil ized , temporarily or permanently .
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These records can be used to make sure that areas where there is no construction activity will be stab ilized within
the required t imeframe.
(D) Update/Change the Plan
For a construction activity to be in fu ll compliance with its NP DES storm water permit, and for the Storm Water
Pollution Prevention Plan to be effect ive, the plan must accurately reflect site features and operations . V'vtlen it
does not, the p lan must be changed . The plan must also be changed if the operator observes that it is not effect ive
in m in im iz ing pollutant d isc harge from the site .
If, at any time during the effective period of the permit , the permitting authority finds that the plan does not meet one
or more of the m inimum standards established by the general permit, the permitting authority will notify the
perm ittee of requ ired changes necessary to bring the plan up to standard .
(E) Report Releases of Reportable Quantities
Because construction activities may handle certain hazardous substances over the course of the proj ect, sp ills of
these substances in amounts that equal or exceed Reportable Quantity (RQ) levels are a poss ibility . EPA has
issued regulat ions that define what reportable quantity leve ls are for o il and hazardous substances . These
regulations are found at 40 CFR Part 110 , 40 CFR Part 117 , or 40 CFR Part 302 . If there is a RQ release during
the construct ion period , then you must take the following steps :
• Notify the National Response Center immediately at (800) 424-8802 ; in Washington , D.C., call
(202 ) 426-2675 .
• S ubm it a written description of the release to the EPA Reg ional office providing the date and
c irc umstances of the release and the steps to be taken to prevent another release .
• Mod ify the po ll ut ion preven t ion plan to include the information listed above.
(F) Provide for Plan Location and Access
The general permit has specific requirements regarding plan location and access.
• Plan location-A copy of the Pollution Prevention Plan must be kept at the construction site from the time
construction begins until the site is finally stabilized .
• Retention of records-Retention of records requ ires that copies of the Storm Water Pollution Prevention
Plan and all other reports required by the perm it , as well as all of the data used to complete the NOi be
reta ined for 3 years after the completion of final s ite stabil ization .
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• Access-Although plans and associated records are not necessarily required to be submitted to the
Director, these documents are considered to be "reports" according to Section 308(b) of the Clean Water
Act. Upon request , the owner or operator must make these plans available to the Director, or any State or
local agency who is approving erosion and sediment control plans, or storm water management plans . If
site storm water runoff is discharged to a municipal separate storm sewer system , the plans must be made
available upon request to the municipal operator of the system.
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-.
FINAL STABILIZATION/
TERMINATION PHASE
Your permit for discharge of storm water associated with a construction activity will remain in effect until the
construction is completed . Typically, the storm water discharge associated with an industrial activity is
eliminated when the site is finally stabilized . Wien storm water discharge associated with an industrial activity
ceases, the owner/operator of the facility can be relieved of pemnit by submitting a Notice of Termination .
Final stabilization-The notice of termination (NOT) cannot be submitted until all construction activities for
the project have been completed and all areas are finally stabilized. The permit defines final stabilization as
uniform perennial vegetative cover with a density of 70 percent or equivalent measures such as riprap for the
areas of the site not covered by permanent structures or pavement.
Notice of Termination-The NOT must include the name and address of both the owner and operator, as
well as a certification signed by both parties. It will note that construction activities are complete, the site has
been finally stabilized, and the site no longer has a discharge associated with an industrial (construction)
activity covered under the permit. Wien the permit is terminated, it will relieve the permittees of their
responsibility. EPA has developed a one-page NOT form to be submitted to the same address as the NOi.
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